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HomeMy WebLinkAboutPermit D04-203 - INTERGATE GATEWAY EAST (SABEY) - AUGERCAST PILES• INTERGATE EAST, BLDG 3 3333 S 120 PL D04 -203 • • • Z ;H- re 2 J0 O 00 W I. J I- W 0. u. Q, co � c I-W Z H. Z 11J ui O co o I- T W tL0, W ..z o�. z '�....g City of Tukwila 19C8 ' Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 DEVELOPMENT PERMIT Parcel No.: 1023049069 Permit Number: D04-203 Address: 3333 S 120 PL TUKW Issue Date: 07/23/2004 Suite No: Permit Expires On: 01/19/2005 Tenant: Name: INTERGATE GATEWAY EAST LLC Address: 3333 S 120 PL, TUKWILA WA Owner: Name: SABEY CORPORATION Phone: Address: 12201 TUKWILA INTL BLVD 4THFL, SEATTLE WA Contact Person: Name: BRIAN ELLINGSON Phone: 206 - 281 -4200 1 Address: 12201 TUKWILA INTERNATIONAL BL, 4TH FL, TUKWILA WA 1 Contractor: Name: SABEY CONSTRUCTION INC. Phone: 206 - 281 -4700 } Address: 12201 TUKWILA INTERNATIONAL BLVD, SEATTLE WA Contractor License No: SABEYCI033KM Expiration Date: 01 /06/2005 DESCRIPTION OF WORK: INSTALL AUGERCAST PILES TO RE- ESTABLISH FLOOR LOAD. Value of Construction: $158,000.00 Type of Fire Protection: SPRINKLERS Type of Construction: Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: N N N N N N N N N N Fees Collected: $2,180.11 Uniform Building Code Edition: 1997 Occupancy per UBC: 0025 Number: 0 Start Time: Volumes: Cut 0 C.Y. Start Time: Private: Profit: N Private: Size (Inches): 0 End Time: Fill 0 c.y. End Time: Public: Non - Profit: N Public: Water Main Extension: Water Meter: N N ** Continued Next Page ** D0 00. ct *£ 'Y S.:w.w�` {' :C''J •i�'i,.��1. ii���.�d \'S R. }:rS.!�� = i e�. <.5: .:t5' �,Lik.. :.tC' w..Y.i'G Z Z �w QQ JU UO CO O co W J = E- N a_ w O LL Q U) D = �w Z H 1- O Z~ �5 U� O N o� ww H F- �- O -- Z U- F- _ O H- z City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 doc: Devperm D04 -203 Printed: 07 -23 -2004 Z �w Q � JU U �1c1 C� �� Permit Center Authorized Signature: Date: 7,��2 0. CO = J H I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and CO u-' w O ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws U- regulating construction the p I authorized to sign and obtain this development permit. v) a Mork. Signature: Date: ' v UJI Z I— O Z F— Print Name: w ? o CO This permit shall become null and void if the work is not comma d within 180 days from the date of issuance, or if the work is o suspended or abandoned for a period of 180 days from the last inspection. w -- = w U- 0 ..Z w CO P� O Z doc: Devperm D04 -203 Printed: 07 -23 -2004 .. �g City of Tukwila INS Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Parcel No.: 1023049069 Permit Number: D04-203 Address: 3333 S 120 PL TUKW Status: ISSUED Suite No: Applied Date: 06/18/2004 Tenant: INTERGATE GATEWAY EAST LLC Issue Date: 07/23/2004 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be required. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 8: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 9: 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. 10: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 11: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 12: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 13: 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 D04 -203 nted: 07 -23 -2004 z �Z �w aa JU 00 N J = H �w w 9_J wQ �D = �w z ii- O z I_ W Lu U� ON o�_ wW F� LL O .. z w U= O z � �,�rltiul, A• • � , 1 �...g City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Print Name: Date: L' �1 doc: Conditions D04 -203 Printed: 07 -23 -2004 z �Z �w QQ W D UO N CO LIJ W LL W O. �Q CO D = �w z 1-- O Z F- LU �5 U� O N a F- WW LO •• Z CO O Z @ i CITY OF TUKWILA Community Developmen. -jepartment Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 1 1C77 City State tip Day Telephone: C wX Fax Number: 1- Expiration Date: on State Contractor License must be presented at the'time of 'Permit issuance" fRecor 1 :.J City State Zip Day Telephone: Fax Number: t� oe �V Company Name: tJ Mailing Address:. a Ale, Contact Person: p1r."lid Lake - E-Mail Address: t.1A X9"X_ City State Zip Day Telephone: Fax Numberrol Upplications*nnit application (3.2001) 1/2003 Page I V, e A� 1 7 7 Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print" King Co Assessor's Tax ss: Suite Number: Site Addre Floor: Tenant Name: New Tenant: Yes _ Property Owners Name: Mailing Address: Mailing Address: Company Name: Mailing Address: Contact Person: it�:�_4a, P, 1.1 E-Mail Address: tkfZa1r4 Contractor Registration Number: **An original or notarized copy of current Company Name: Mailing Address: Contact Person: E-Mail Address: Z Z W 2 D 00 Cl) 0 Cf) W W 3: N u_ W 2 � LLQ D UJ X Z F- I_ 0 Z � W W 5 U (D 0 a E_ WW (. 5 U_ 0 Z W C0 0 Z City , - State Zip E-Mail Address: E47r 111 C6111 Fax Number: 6Lg, "GENE RAL-7, CON T-RXG TOR I"..ORMAT-ION Will there be new rack storage? [:]..Yes No If "yes ", see Handout No. for requirements. r P,rov�de;A1 Building Areas ' Sgaare Footage ;Below .<< t :.. r z Attached. Garage Detached: Gauge'. PLANNING DIVISION: Single- family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes [ if "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: �rinklers ❑..Automatic Fire Alarm ❑..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. 1APp C"Onz %permit Application (3•2007) 3/2003 Page 2 z JZZz W W u� UO N C0 W J H CO W WO J L Q co o = �W z N I-- O z H W5 UCl ON 0H W I �' O W z U= O z Valuation of Project (contractor's bid price): $ CAL Existing t3unaing valuation: a, Scope of Work (please provide detailed information): ( C,.,,.. --ne (- n: 10_S --[r, ✓��' - � 5 ��, �_►4 r�uo r at �, Existin g:: Interior Remodel dition'to Existing � Structure ti New �. TYPe o Construction per UBC Type of . Occiipancy UBC i P•'Floor. 2" Floor: 3" Floor J. Floors thru' Basenieriv Attached. Garage Detached: Gauge'. PLANNING DIVISION: Single- family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes [ if "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: �rinklers ❑..Automatic Fire Alarm ❑..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. 1APp C"Onz %permit Application (3•2007) 3/2003 Page 2 z JZZz W W u� UO N C0 W J H CO W WO J L Q co o = �W z N I-- O z H W5 UCl ON 0H W I �' O W z U= O z Valuation of Project (contractor's bid price): $ CAL Existing t3unaing valuation: a, Scope of Work (please provide detailed information): ( C,.,,.. --ne (- n: 10_S --[r, ✓��' - � 5 ��, �_►4 r�uo r at �, I l i 1 :a ,j Call before you Dig: 1 -800 -424 -5555 Please'refer_to Public Works Bulletin'#I;:for eel aril estimate sheet. ;., ; 1 Water District ❑ ...Tukwila ❑ ... Water District # 125 ❑ .. Highline []...Renton ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ... ValVue ❑ .. Renton [:]...Seattle ❑ ... Sewer Use Certificate ❑ ... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ... Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ... Civil Plans (Maximum Paper Size -22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) [:]...Hold Harmless Proposed Activities (mark boxes that a ❑ ...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 ❑... Construction /Excavation/Fill - Right -of -way Non Right -of -way ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ ... Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Grease Interceptor ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channelization ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Trench Excavation ❑...Traffic Control ❑ .. Looped Fire Line ❑ .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection " Irrigation " Domestic Water " ❑ ... Permanent Water Meter Size... WO# ❑ ... 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 Hydrants) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City state Zip Water Meter Refund/Billing: Name: Day Telephone: Mailing Address: C state Zip %ApplicationApcnnit application (3 -2003) Page 3 312003 . M....�IM f,,t1HfE;?'iS�4�atr tam Z Q t Z �W QQ� JU UO to 0 J = H S2 LL WO LLQ 2 W Z F- HO Z F- W U� O- OH WW H� LL Z LLJ U= O Z scope or worK 1p►ease provtae aetaueu tntormation): 1'+'l - - _ f/'.•'SM1... � •_ _7t." : i ° t2YC. ma y, ^ ^.i R' ^i"•,, ry Y rtr V•�• 4i .�s,.• i:�C ;d - r..« -M f.. .S•,., L t � ij ht• ��Y.t1 r ��'fi' .�.14+rY L�•N }r ^i t � t.ti �s�� -F. •4 � .tr LL'.^'11:• "f tt• ii� 1': R �''. it;l �' 1� � y '� •(,.•t„ t t L>• .p,! '" „z. ,b ,2' .1 t 1 4 r. -:• '�` 'f - '. .•�Y .l;x...:rt 'c + r r.� ?. x • ;:vk t ?f:, J''- .:.e?,' r �:F:7; 4: 'ri'.;.'.�•"• :1:1`- •r.•r q s, y{ !� .i � •F 1' � t r •. ��t?•,. 7 y i 't' r• .1 r: s t S ' I MECHANICAL. CONTRACTOR INFORMATION Company Name: i 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 ** t Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New .... Replacement .... (] Commercial: New .... E] Replacement .... Fuel Type Electric ..... ❑ Gas .... ❑ Other: 0 -3 HP /100,000 BTU Indicate type of mechanical work being installed and the quantity below: Unit Type "' . - Qty : T e• YP • Unit.T e� _ YP • QtY.: Boiler /Com ressorc ;'':;' . _ . P. t :Qty Fumace <I OOK BTU Air Handling Unit >= 10,000 CFM Other Mechanical Equipment 0 -3 HP /100,000 BTU Furnace>IOOK BTU Evaporator Cooler 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan 15 -30 HP 11,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System 30 -50 HP /1,750,000 BTU Appliance Vent Hood 50+ HP /1,750,000 BTU Heat/Refrig/Cooling System Incinerator - Domestic Air Handling Unit <= 10,000 CFM Incinerator — Comm/Ind PERNiIT'APPII ATION:NOTES: =A licable:ito alt 'eemi lir�tliKA ca titi tS. v '-soh Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY HE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNE R AGENT / v Signature: Date: 1, Print Name: I-S .-4 ,i✓ 1 Mailing Address: l 7.7�� 7 Day Tele Zip Date Application Accepted: I Date Application Expires: I ' ials: i : Staff z - 0 1 4pplica!io!ulpcmfit applimioft (7 -2003) M003 Page 4 Z =Z �W UO rn � J = F— N LL WO J LL Q to = �W Z t-- H O Z F_ U ON 0 1— WW LL —0 -- Z W U= O Z �g City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT i Parcel No.: 1023049069 Address: 3333 S 120 PL TUKW Suite No: Applicant: INTERGATE GATEWAY EAST LLC Permit Number: Status: Applied Date: Issue Date: D04 -203 APPROVED 06/18/2004 Receipt No.: R04 -00944 Payment Amount: 1,323.05 Initials: SKS Payment Date: 07/23/2004 03:44 PM User ID: 1165 Balance: $0.00 Payee: SABEY CONSTRUCTION INC. TRANSACTION LIST: Type Method Description Amount Payment Check 35359 1,323.05 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- BUILDING - NONRES 000/322.100 1,318.55 STATE BUILDING SURCHARGE 000/386.904 4.50 Total: 1,323.05 i ...... M9 0 7/27 1 TOTAL. 1323 . doc: Receipt Printed: 07 -23 -2004 z �Z JU UO C0 U. w� LL Q = �w z F- O z E- w w U� O �. �H W w F- - O W Z U= O H Z g �. Cit y of Tukwila 1900 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 x-2012 06/21 9716 MTAL. 857-06:. doc: Receipt - - Printed: 06 -18 -2004 -c �f!, .:;� ^ `,s`L�t ,.5 k.'`� sanYl .3ki.� :.i,: ,.mot. -4 : � :cti�,ccYa- ,k..t:..i�it:+.tite,. �a..+• u. ,..,.n.s.:i:,�..1!.w- ,.,H�:..r; z RECEIPT z W Parcel No.: 1023049069 Permit Number D04-203 30 Address: 3333 S 120 PL TUKW Status: PENDING 0 0 S uite No: Applied Date: 06/18/2004 c o W Applicant: INTERGATE GATEWAY EAST LLC Issue Date: UJI H D LL, . W O 2! Receipt No.: R04 -00745 Payment Amount: 857.06 U Q rn Initials: BLH Payment Date: 06/18/2004 03:20 PM H W User ID: ADMIN Balance: $1,323.05 z HO z F— W W Payee: SABEY CONSTRUCTION INC v o O- O I TRANSACTION LIST: W W Type Method Description ---- - - - - -- -- - - - - -- --------------------- - - - - -- Amount ------ - - - - -- F- H O. Payment Check 35249 857.06 W z U =. O H- z ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000/345.830 857.06 Total: 857.06 x-2012 06/21 9716 MTAL. 857-06:. doc: Receipt - - Printed: 06 -18 -2004 -c �f!, .:;� ^ `,s`L�t ,.5 k.'`� sanYl .3ki.� :.i,: ,.mot. -4 : � :cti�,ccYa- ,k..t:..i�it:+.tite,. �a..+• u. ,..,.n.s.:i:,�..1!.w- ,.,H�:..r; i INSPECTION RECORD L Retain a copy with permit { INSPEC 1 N NO. PER O. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20 )431 -3670 Project: �^ �-- Type of Inspecti .n: Address: ?- 3.31 /(D 12K Date Called: //- i - � Special Instructions: Date Wanted: �!a T. p.m. Requester: Phone No ,��r ���✓ ��� �/, Inspector: Date: fl- () L1 ❑ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Z �Z �W JU 00 CO a wi J F. N LL w = W H Z� WO W U� N aH WW H� O .. Z w U= O Z INSPECTION RECORD Retain a copy with permit INSPECTION N0. PER 0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Proje Type of Inspection: Address: 3� s . Lo I Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ki ")p V \ , V .pr r �a OVA ) "I N Qe VNO� 1 hC ( f 1 C/J v vv '\ k � �. r V -e y << <, 7 Inspector: Date: 7 Receipt No.: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z Z � W JU UO W~ S2 U. WO 2 J u_ co = W F- _ Z z o W U� ON � F- WW F LL O W co O Z INSPECTION RECORD r Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Pro'ect: JIV-14 Pr -e G -4r Type of Inspection: 5 -C t C Address: I low I N< = Date Called: Special Instfuctions: Date Wanted: a.m. p.m. Requester: Phone No: Q -Approved per applicable codes. 11 Corrections required prior to approval. COMMENTS: r ` P 1P %)t' �l v�ti i + I ` - P r To 1 low I N< = C t Y U�`�P V' S ` ` $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z ~ W JU UO N J = L� WO u-Q to :) _° �W Z= F- W° W U� O N o t- Ww H LL I LI Z U= O Z 5) 1, INSPECTION RECORD Retain a copy with permit INSPECTION NO. i CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 31 -3670 Pro'ect: e T_ 4s+- T e of Inspe i n: 0 Ad - dr ess- U 7. a± pie Date Called: IN Special t structions: Date Wanted: Requester: c P I ' c2 D 5751 ❑ Approved per applicable codes. 1:1 Corrections required prior to approval COMMENTS: 4s+- iL V r to inspection, fee must be I to reinspection. z �Z W J U. UO W =. �LL WO 9-1 LL co = W z H H O W �5 U� ON 0H W 2 I0 H W Z til co O H z Letter of earth Consultants Inc. Geotechnlcal Engineers, Geologists & Environmental Scientists T ransmittal Quo 1805 - 136 Place Northeast, Suite 201 Bellevue, Washington 98005 Phone: (425) 643 -3780 / Fax: (425) 746 -0860 Toll Free: 1- 888 - 739 -6670 TO: Sabey Corporation 12201 Tukwila International Blvd, 4t Floor Seattle, Washington 98168 -5121 ATTENTION: Mr. Brian Ellingson DATE: October 8, 2004 JOB NO.: M- 2579 -50 PROJECT Sabey Building 3 WE ARE SENDING YOU: ® Attached ❑ Under Separate Cover Via: THE FOLLOWING: ® Field Reports ❑ Reports ❑ Preliminary Drafts ❑ Test Results ® Per Your Request Copies No. of Reports I Description 1 each Observation Report(s) Dated 1 each 5 Strength* Report (s) Dated 10/4/04 THESE ARE TRANSMITTED FOR YOUR: ® Information ® Files ❑ Approval ❑ Review and Comments ❑ Signature ❑ Distribution FOR REMARKS If you have any questions, please call. Thank You! cc: ukvuila, Building. Department r 2. 3. 4. ATTN. ATTN. ATTN. BY Don A. Miller /ddw boy ao3 z ~w � 00 W= H NLL w J LL cl)d =w F- _ z t-- HO z �- w �5 U� O N 01 Uj LU `—` o w z U= O z I REPORT OF GROUT CYLINDER TEST Earth Consultants, Inc. Report Date: 10 / 4 / 04 Project Number M2579 -50 Report Number: 6165 Project: Sabey Building ##3 Client: Sabey Corporation Address 12201 Tukwila International Boulevard Fourth Floor Attn Mr. Brian Ellingson FIELD TEST CONDITIONS AND RESULTS (ASTM C 31) Date Placed: 7/29/2004 Time Sampled: Location of Sample Auger Cast Piles 1, 2, Supplier: Stoneway Truck Number 437 Mix Number 10050 Design Strength: 4 0 0 0 Time Batched: Batch Size: Slump: 8 " (ASTM C 143) Grout Temp: 74 Water Added: 5o gals water added on site 3, 4, 5, 6 Ticket Number 429101 Time Placed: 9:35 Air Content: Ambient Temp: 64 Technician: Doug Kostal LABORATORY TEST RESULTS (ASTM C 39 t Remarks: TYPES OF FRACTURES Copies to: A B C D E Cone Cone & Cone & Shear Columnar Split Shear Reported by: Don Mil er Laboratory Supervisor '� . � �' ; t.... v,. �t•, y�...t': .vt .,t�.�.xc� ".r, S:,�. W:Ldw ah;. <i L..Yda+ �..- +,.Y.n��� ii.7..4.�;:�. .oiww:ie::i .:.<;.u:.isa- i'.�.+� :':.: �" u41L4sS.i+ '�.,'� . unw.+tir:,.....�.ui:+a...�:::�.i Z J Z W vo No C0 J F- W u_ W O L¢ =d F W Z= i- H- O Z i- w �o U O � C3ff W ui LL O Z U= of Z Test Percent of Type of Specimen Date Age Load Diameter Area Strength Design Fracture 6165 -1 8/5/2004 7 17390 2.00 3.14 5535 6165 -2 8/26/2004 28 23400 2.00 3.14 7445 186% 6165 -3 8/26/2004 28 23860 2.00 3.14 7595 190% 6165 -4 H Remarks: TYPES OF FRACTURES Copies to: A B C D E Cone Cone & Cone & Shear Columnar Split Shear Reported by: Don Mil er Laboratory Supervisor '� . � �' ; t.... v,. �t•, y�...t': .vt .,t�.�.xc� ".r, S:,�. W:Ldw ah;. <i L..Yda+ �..- +,.Y.n��� ii.7..4.�;:�. .oiww:ie::i .:.<;.u:.isa- i'.�.+� :':.: �" u41L4sS.i+ '�.,'� . unw.+tir:,.....�.ui:+a...�:::�.i Z J Z W vo No C0 J F- W u_ W O L¢ =d F W Z= i- H- O Z i- w �o U O � C3ff W ui LL O Z U= of Z REPORT OF GROUT CYLINDER TEST Earth Consultants, Inc. Report Date 10/4/04 Project Number: Project: Client: Address: M2579 -50 Report Number 6168A Attn: Sabey Building #3 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Mr. Brian Ellingson FIELD TEST CONDITIONS AND RESULTS (ASTM C 31) Date Placed: 8/3/2004 Time Sampled: Location of Sample Augercast piles 7, 8 9 Supplier: Stoneway Truck Number 434 Mix Number: 1o0oo Design Strength: 4 0 0 0 Time Batched: Batch Size: Slump: 8 (ASTM C 143) Grout Temp: 75 Water Added: 80 gals water added on site Ticket Number 430860 Time Placed: 7:21 Air Content: Ambient Temp: 61 Technician: Doug Kostal LABORATORY TEST RESULTS (ASTM C 39 Remarks Water was added by subcontractor Copies to: TYPES OF FRACTURES A B C Cone Cone & Cone & Split Shear D I T Shear Columnar Reported by: Don Miller Laboratory Supervisor ..��. .a.'�,, ..`.47 _ .'1... ;i�.r: a,a (.y:, sclN i�tba�R• %' = .: vs(:.P ..,L"L.x:�. .�k:.i^:.+ 1.: :�� °.,w:�:i ^k= 'l: l ++iai'{+r1'it.C.di+� `�.L:kliwkE:��fr...r: Y+:Y:t'�:,11.L.,'.Y:.2,:...i sue: ;.. z Z �W J U. UO N �U- WO a N D = d �. w z H E-- O z F- LU �5 U� O N. C3ff W W F- �. LL' O .z V 2 o~ z Test Percent of Type of Specimen Date Age Load Diameter Area Strength Design Fracture 6168 -A -1 8/10/2004 7 21110 2.00 3..14 6720 6168 -A -2 8/31/2004 28 28160 2.00 3.14 8960 224% 6168 -A -3 8/31/2004 28 27060 2.00 3.14 8610 215% 6168 -A -4 H Remarks Water was added by subcontractor Copies to: TYPES OF FRACTURES A B C Cone Cone & Cone & Split Shear D I T Shear Columnar Reported by: Don Miller Laboratory Supervisor ..��. .a.'�,, ..`.47 _ .'1... ;i�.r: a,a (.y:, sclN i�tba�R• %' = .: vs(:.P ..,L"L.x:�. .�k:.i^:.+ 1.: :�� °.,w:�:i ^k= 'l: l ++iai'{+r1'it.C.di+� `�.L:kliwkE:��fr...r: Y+:Y:t'�:,11.L.,'.Y:.2,:...i sue: ;.. z Z �W J U. UO N �U- WO a N D = d �. w z H E-- O z F- LU �5 U� O N. C3ff W W F- �. LL' O .z V 2 o~ z REPORT OF GROUT CYLINDER TEST Earth Consultants, Inc. Report Date 10/4/04 Project Number: Project: Client: Address: Attn: M2579 -50 Sabey Building #3 Sabey Corporation Report Number 616813 12201 Tukwila International Boulevard Fourth Floor Mr. Brian Ellingson FIELD TEST CONDITIONS AND RESULTS (ASTM C 31) Date Placed: 8/3/2004 Time Sampled: Location of Sample Auger Supplier: Stoneway Truck Number: 415 Mix Number: 1oo5o Design Strength: 4000 Time Batched: Batch Size: cast piles 9 thru 16 NUmp: 8 1/2" (ASTM C 143) Grout Temp: 78 Water Added: 20 gals water added on site Ticket Number 430893 Time Placed: 9:28 Air Content: Ambient Temp: 64 Technician: Doug xostal LABORATORY TEST RESULTS (ASTM C 39 Remarks: TYPES OF FRACTURES V\1 i I Copies to: A B C D E Cone Cone & Cone & Shear Columnar i Split Shear Reported by: Don Mil er Laboratory Supervisor 1 1111110! MINN... i a z H W JU UO N(3 J � �LL w o u- CO a �w z H F- O z I-- w w U� ON ww �o .. z w 0 �' 0 z Test Percent of Type of Specimen Date Age Load Diameter Area Strength Design Fracture 6168 -B -1 8/10/2004 7 18330 2.00 3.14 5835 6168 -B -2 8/31/2004 28 29700 2.00 3.14 9450 236 6168 -B -3 8/31/2004 28 24530 2.00 3.14 7805 195 6168 -B -4 H Remarks: TYPES OF FRACTURES V\1 i I Copies to: A B C D E Cone Cone & Cone & Shear Columnar i Split Shear Reported by: Don Mil er Laboratory Supervisor 1 1111110! MINN... i a z H W JU UO N(3 J � �LL w o u- CO a �w z H F- O z I-- w w U� ON ww �o .. z w 0 �' 0 z V REPORT OF GROUT CYLINDER TEST Earth Consultants, Inc. Report Date 10/4/04 Project Number M2579 -50 Report Number: 6169 f Project: Sabey Building #3 Client: Sabey Corporation Address 12201 Tukwila International Boulevard 3 Fourth Floor i Attn Mr. Brian Ellingson FIELD TEST CONDITIONS AND RESULTS (ASTM C 31) Date Placed 8/4/2004 1. Time Sampled: Location of Sample: Auger cast piles 17 thru 27 Supplier: Stoneway Truck Number 426 Ticket Number 431253 Mix Number: 1oo5o S Design Strength: 4000 1 Time Batched: Time Placed: 7:28 Batch Size: Slump: 8 11 (ASTM C 143) Air Content: 1 Grout Temp: 74 Ambient Temp: 67 j Water Added 36 gals water added on site Technician: Doug Kostal LABORATORY TEST RESULTS (ASTM C 39) Test Percent of Type of i Specimen Date Age Load Diameter Area Strength Design Fracture 6169 -1 8/11/2004 7 23310 2.00 3.14 7420 6169 -2 9/1/2004 28 32580 2.00 3.14 10370 259% 6169 -3 9/1/2004 28 34070 2.00 3.14 10845 271 i 6169 -4 H i I ' Remarks: TYPES OF FRACTURES Copies to: A B C D E Cone Cone & Cone & Shear Columnar Split Shear Reported by: &14 Don Miller Laboratory Supervisor Z Z �w JU vo C J Z (!1 U. w u_ ¢ =w Z i— O Z w U� O N off w u w Z Us o� Z M r t REPORT OF GROUT CYLINDER TEST Earth Consultants, Inc. Report Date 10/4/04 Project Number M2579 -50 Report Number: 6170 Project: Sabey Building ##3 Client: Sabey Corporation Address: 12201 Tukwila International Boulevard Fourth Floor Attn Mr. Brian Ellingson FIELD TEST CONDITIONS AND RESULTS (ASTM C 31) Date Placed: 8/5/2004 Time Sampled: Location of Sample: Augercast piles 28 thru 37 Supplier: Stoneway Truck Number 426 Mix Number: 10050 Design Strength: 4000 Time Batched: Batch Size: Slump: 8 1/2" (ASTM C 143) Grout Temp: 74 Water Added: 20 gals water added on site Ticket Number 43 163 0 Time Placed: 7: 25 Air Content: Ambient Temp: 62 Technician Doug Kostal LABORATORY TEST RESULTS (ASTM C 39) Test Percent of Type of Specimen Date Age Load Diameter Area Strength Design Fracture 6170 -1 8/12/2004 7 18850 2.00 3.14 6000 6170 -2 9/2/2004 28 29200 2.00 3.14 9295 232 6170 -3 9/2/2004 28 27540 2.00 3.14 8765 219% 6170 -4 H Remarks: TYPES OF FRACTURES Copies to: A B C D E Cone Cone & Cone & Shear Columnar j Split Shear _ Reported by: oz Don Mil er Laboratory Supervisor z J-Z JU UO Cl) J F- S2 U- w� J U. co = w ?H z0 W5 U� O N =U F� u. O ..z U= o F- z %Pc. Letter of Earth Consultants Inc. Geolechnical Engineers, Geologists & Environmental Scientlsts T ransmittal 1805 - 136 Place Northeast, Suite 201 Bellevue, Washington 98005 Phone: (425) 643 -3780 / Fax: (425) 746 -0860 Toll Free: 1- 888 - 739 -6670 TO: Sabey Corporation DATE September 14, 2004 12201 Tukwila International Blvd, 4" Floor JOB NO.: M- 2579 -50 Seattle, Washington 98168 -5121 PROJECT Sabey Building 3 'i ATTENTION: Mr. Brian Ellingson Y- ` WE ARE SENDING YOU: ® Attached ❑ Under Separate Cover Via: ern 1 5 OU --ra 2004 THE FOLLOWING c ,IMUNITY Field Rep orts DEVELOPMENT i ® p ❑ Reports ❑ Preliminary Drafts ❑ Test Results i ( ® Per Your Request ❑ Copies No. of Reports Description .1. each Observation Report(s) Dated 1 each 4 Strength Report(s) Dated 9/7/04 THESE ARE TRANSMITTED FOR YOUR: ® Information REMARKS: If you have any questions, please call. Thank You! cc: 1. City of Tukwila, Building Department 2. 3. 4. ATTN. Mr. Dave Larsen ATTN. ATTN. ATTN. BY Don A. Miller /ddw r *'b0+�03 o.w�;t 1.:—:...: s.,..... �..:,:. v.. :..d ✓..t.+::;,i;ia.,:..f,:u . a.. �., �.,.. ...:aGfxi..i.�.::iA.:e4r.".a.:L ! w'.: ��:. �n�cnv� '�'- f3Yfi::tSti�tjFS'67P++i 'vfie.' k " !+'f+1..+li, k . +X .. i .Kr. 4 - .,4;ut� �Y: �y+.,' �+ 1veiN 'v^4�+:.�k ® Files ❑ Approval ❑ Review and Comments ❑ Signature ❑ Distribution z �w QQ J0 00 N J � �U_ w f J LL � =w z� Z0 25 U O� OH wW �- 0 .z U= z REPORT OF GROUT CYLINDER TEST Earth Consultants, Inc. Report Date: 9/7/04 Project Number M2579 -50 Report Number 6168A Project: Sabey Bulding #3 Client: Sabey Corporation Address: 12201 Tukwila International Boulevard Fourth Floor Attn Mr. Brian Ellingson FIELD TEST CONDITIONS AND RESULTS (ASTM C 313 Date Placed: 8/3/2004 Time Sampled: Location of Sample Augercast piles 7, 8 & 9 Supplier: Stoneway Truck Number 434 Mix Number: 1oo00 Design Strength: 4000 Time Batched: Batch Size: Slump: 8" (ASTM C 143) Grout Temp: 75 Water Added: 80 gals water added on site Ticket Number 430860 Time Placed: 7:21 Air Content: Ambient Temp: 61 Technician: Doug xostal LABORATORY TEST RESULTS (ASTM C 39 Remarks Water was added by subcontractor Copies to: TYPES OF FRACTURES 11 IM A B C D E Cone Cone & Cone & Shear Columnar �� S p lit Shear Reported by: offilkK . Don Miller Laboratory Supervisor �......� .. ... a.w «3....+.L.Y ...:.Glv wc.{:1.w �nil.w:.):.C:31:a h.a u�v`iw�!.A ✓.ikw•tti ��. 4..} �kiit. nll...+ l ,WyY:IsW:•Rt.+'H �NAb. 3= 5i4'�� �• � C«,�tfw� %�;ILk'�'ui.,iU,'ff.1 �.G�.k.;AG z iH W . �QQ � JU U Cl) (3 V) w w� �u- w 0 L � N d =w z h- ZO w Lu �o 0 N o E- w �O �z U C0 . o� z Test Percent of Type of Specimen Date Age Load Diameter Area Strength Design Fracture 6168 -A -1 8/10/2004 7 21110 2.00 3.14 6720 6168 -A -2 8/31/2004 28 28160 2.00 3.14 8960 224-W 6168 -A -3 8/31/2004 28 27060 2.00 3.14 8610 215$ 6168 -A -4 H Remarks Water was added by subcontractor Copies to: TYPES OF FRACTURES 11 IM A B C D E Cone Cone & Cone & Shear Columnar �� S p lit Shear Reported by: offilkK . Don Miller Laboratory Supervisor �......� .. ... a.w «3....+.L.Y ...:.Glv wc.{:1.w �nil.w:.):.C:31:a h.a u�v`iw�!.A ✓.ikw•tti ��. 4..} �kiit. nll...+ l ,WyY:IsW:•Rt.+'H �NAb. 3= 5i4'�� �• � C«,�tfw� %�;ILk'�'ui.,iU,'ff.1 �.G�.k.;AG z iH W . �QQ � JU U Cl) (3 V) w w� �u- w 0 L � N d =w z h- ZO w Lu �o 0 N o E- w �O �z U C0 . o� z 0 REPORT OF GROUT CYLINDER TEST Earth Consultants, Inc. Report Date 9/7/04 Project Number M2579 -50 Report Number 6168B Project: Sabey Bulding #3 Client: Sabey Corporation Address: 12201 Tukwila International Boulevard Fourth Floor Attn: Mr. Brian Ellingson FIELD TEST CONDITIONS AND RESULTS (ASTM C 31) Date Placed: 8/3/2004 Time Sampled: Location of Sample: Auger cast piles 9 thru 16 Supplier: Stoneway Truck Number 415 Ticket Number 430893 Mix Number: 1 o o 5 o Design Strength: 4000 Time Batched: Time Placed: 9:28 Batch Size: Slump: 8 1/2 (ASTM C 143) Air Content: Grout Temp: 78 Ambient Temp: 64 Water Added: 20 gals water added on site Technician: Doug Kostal LABORATORY TEST RESULTS (ASTM C 39) Test Percent of Type of Specimen Date Age Load Diameter Area Strength Design Fracture 6168 -B -1 8/10/2004 7 18330 2.00 3.14 5835 6168 -B -2 8/31/2004 28 29700 2.00 3.14 9450 236% 6168 -B -3 8/31/2004 28 24530 2.00 3.14 7805 195% 6168 -B -4 H Remarks: TYPES OF FRACTURES E H Copies to: A B C D E Cone Cone & Cone & Shear Columnar � S p lit Shear Reported by: !l7tS Don Miller Laboratory Supervisor I Z Z i� W JU UO co W -J H N u- WO � Q LL N cY =W z� ZO 2� U� ON o t— W w H L). .. Z U= o }-- Z M REPORT OF GROUT CYLINDER TEST Earth Consultants, Inc. Report Date 9/7/04 Project Number M2579 -50 Report Number: 6169 Project: Sabey Bulding #3 Client: Sabey Corporation Address: 12201 Tukwila International Boulevard Fourth Floor Attn Mr. Brian Ellingson FIELD TEST CONDITIONS AND RESULTS (ASTM C 311 Date Placed: 8/4/2004 Time Sampled: Location of Sample Auger cast piles 17 thru 27 (Supplier: Stoneway Truck Number: 426 Ticket Number 431253 Mix Number: 10050 Design Strength: 4000 Time Batched: Time Placed: 7:28 Batch Size: Slump: 8 11 (ASTM C 143) Air Content: Grout Temp: 74 Ambient Temp: 67 Water Added: 36 gals water added on site Technician: Doug Kostal Remarks: TYPES OF FRACTURES Copies to: A B C D E Cone Cone & Cone & Shear Columnar Split , Sh e ar Reported by: Don Miller Laboratory Supervisor Z W D! � JU cU 0 N 0 C0 w J Tu- w J u.. Q U� = W Z i— O w UJ �o O N' w O .. Z W L) o� Z LABORATORY TEST RESULTS (ASTM C 39) Test Percent of Type of Specimen Date Age Load Diameter Area Strength Design Fracture 6169 -1 8/11/2004 7 23310 2.00 3.14 7420 6169 -2 9/1/2004 28 32580 2.00 3.14 10370 259% 6169 -3 9/1/2004 28 34070 2.00 3.14 10845 271% 6169 -4 H Remarks: TYPES OF FRACTURES Copies to: A B C D E Cone Cone & Cone & Shear Columnar Split , Sh e ar Reported by: Don Miller Laboratory Supervisor Z W D! � JU cU 0 N 0 C0 w J Tu- w J u.. Q U� = W Z i— O w UJ �o O N' w O .. Z W L) o� Z REPORT OF GROUT CYLINDER TEST Earth Consultants, Inc. Report Date 9/7/04 Project Number M2579 -50 Report Number: 6170 Project Sabey Bulding #3 Client: Sabey Corporation Address 12201 Tukwila International Boulevard Fourth Floor Attn Mr. Brian Ellingson FIELD TEST CONDITIONS AND RESULTS (ASTM C 311 Date Placed: 8/5/2004 Time Sampled: Location of Sample: Augercast piles 28 thru 37 Supplier: Stoneway Truck Number 426 Ticket Number 431630 Mix Number: 10050 Design Strength: 4000 Time Batched: Time Placed: 7:25 Batch Size: Slump: 8 1/2 (ASTM C 143) Air Content: ' Grout Temp: 74 Ambient Temp: 62 Water Added: 20 gals water added on site Technician: Doug Kostal LABORATORY TEST RESULTS (ASTM C 39) Test Percent of Type of Specimen Date Age Load Diameter Area Strength Design Fracture 6170 -1 8/12/2004 7 18850 2.00 3.14 6000 6170 -2 9/2/2004 28 29200 2.00 3.14 9295 232 6170 -3 9/2/2004 28 27540 2.00 3.14 8765 219 6170 -4 H j Remarks: TYPES OF FRACTURES f i i i z 11 lu Copies to: A B C D E Cone Cone & Cone & Shear Columnar Split Shear Reported by: i Don Miller Laboratory Supervisor z �Z w UO to o C0 Lu J = u- 0 N =d �w z E- f-- O z E- W5 U� O N o � w ~ H u. O L11 Z O z IV Letter of Transmittal ��O �Gg� %p\� IN '% TO: Sabey Corporation 12201 Tukwila International Blvd, 4t Floor Earth Consultants Inc. GeolechnIcal Engineers, Geologists & Environmental Scientists 1805-136 1h Place Northeast, Suite 201 Bellevue, Washington 98005 Phone: (425) 643 -3780 / Fax: (425) 746 -0860 Toll Free: 1- 888 - 739 -6670 DATE: September 8, 2004 JOB NO.: M- 2579 -50 Seattle, Washington 98168 -5121 PROJECT Sabey Building 3 ATTENTION Mr. Brian Ellingson WE ARE SENDING YOU: ® Attached ❑ Under Separate Cover Via: THE FOLLOWING: ® Field Reports ❑ Reports ❑ Preliminary Drafts ❑ Test Results ® Per Your Request Copies No. of Reports Description 1 each Observation Report(s) Dated 1 each 1 Strength Report(s) Dated 8/31/04 THESE ARE TRANSMITTED FOR YOUR: ® Information ® Files ❑ Approval ❑ Review and Comments ❑ Signature ❑ Distribution 7 ❑■ REMARKS If you have any questions, please call. Thank You! cc: 1. City of Tukwila, Building Department 2. 3. 4. ATTN. Mr. Dave Larsen ATTN. ATTN. ATTN. BY Don A. Miller /lkm Z �Z ~ w fr 2 �u D 00 0 0 W J X Tw w U - cl)a =w Z F ! O UJI Z F- 25 U O co O I-- wW '—` O w z co O z ' REPORT OF GROUT CYLINDER TEST Earth Consultants, Inc. Report Date 8/31/04 Project Number M2579 -50 Report Number: 6165 Project: Sabey Bulding ##3 Client: Sabey Corporation Address 12201 Tukwila International Boulevard Fourth Floor Attn Mr. Brian Ellingson FIELD TEST CONDITIONS AND RESULTS (ASTM C 31) Date Placed: 7/29/2004 Time Sampled: Location of Sample Auger Cast Piles 1, 2, 3, 4, 5, 6 Supplier: Stoneway Truck Number 437 Ticket Number 429101 Mix Number: 1oo5o Design Strength: 4000 Time Batched: Time Placed: 9:35 Batch Size: Slump: 8 11 (ASTM C 143) Air Content: j Grout Temp: 74 Ambient Temp: 64 Water Added: 50 gals water added on site Technician: Doug Kostal LABORATORY TEST RESULTS (ASTM C 39) } Test Percent of Type of Specimen Date Age Load Diameter Area Strength Design Fracture j 6165 -1 8/5/2004 7 17390 2.00 3.14 5535 6165 -2 8/26/2004 28 23400 2.00 3.14 7445 186% ! 6165 -3 8/26/2004 28 23860 2.00 3.14 7595 190% 6165 -4 H 1 r Remarks: TYPES OF FRACTURES Copies to: A B C D E Cone Cone & Cone & Shear Columnar Split Shear i Reported by: &M11, Don Miller j Laboratory Supervisor Z IZ JU UO U UJ �U- w Cf) =w Z _ 2 � ►- O w �5 0 0 o t- wW H� u—' O Ill Z U CO) o� Z .J Earth Consultants, Inc J Job No. OBSERVATION REPORT , Footings Tilt -up Panels Placement Area: 6172 Page of Date Day of Permit No. SOG Walls Other Placement location (gridlines): ,&tL; � AIZ P's' f 1� r y1 Total Quantity of Pour: 37 (cubic yards) Approved Mix Design Available? Yes _ — No Mix Design: /0050 Per Project Plans and Specifications, 28 Day Strength of Concrete: yOno /mil'" Method of Consolidation: A6Lde Method of Discharge: Direct: Pump: & Numbers of Cylinders Cast per Set: e l Number of Sets Cast: Grades for Reinforcing Steel: d Verified Steel to be Free of Debris: Yes: Verified Steel to Have Proper Ties: Yes: Verified Steel to Have Proper Clearance: Yes: Verified Steel to Have Proper Lap Yes: Verified Steel to Have Proper Spacing: Yes: _ Other: No: No: No: No: r . Y-To the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: ,79 Name: ds��r /.fir Date: -I3 -O V R E C. ZM. k. ignature: f. • .1 r. �r;.� G/�iad��sLfD2y��s B { S7�.t.3n DEPT.,,. ' 1 1 Z Z W JU UO Cl) U) w J � N tl W IQ co 7: f- w Z- 1- w ~ w U� ON o t- Ww HP LL O w U= ~O �.. Z Other: No: No: No: No: r . Y-To the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: ,79 Name: ds��r /.fir Date: -I3 -O V R E C. ZM. k. ignature: f. • .1 r. �r;.� G/�iad��sLfD2y��s B { S7�.t.3n DEPT.,,. ' 1 1 Z Z W JU UO Cl) U) w J � N tl W IQ co 7: f- w Z- 1- w ~ w U� ON o t- Ww HP LL O w U= ~O �.. Z V 6173 Earth Consultants, Inc. Job No. Page of OW10chnka1 EnFOnaxa cwkVsts 6 Cn�lrautxztt�l SciaUists Z J C011MnICtIOn Testing a IC130 / WADO In.5)CO"I SM'JUS I l f — Contractor Date Day of Week l Bellevue (425 643 -3780 • i Toll Free (888) 739-6670 005 dp'—' AD FAX (425) 746 -0860 Inspector Permit No. v REINFORCED CONCRETE D�`G , '� 4 Project Nam OBSERVATION REPORT Footings Tilt -up Panels SOG Walls Placement Area: Othe Placement location (gridlines): 4 r-50 Total Quantity of Pour: Z C*.S (cubic yards) Approved Mix Design Available? — Yes . __ - No Mix Design: _ /45 - e Per Project Plans and Specifications, 28 Day Strength of Concrete: Kee Method of Consolidation: AUGW Method of Discharge: Direct: Pump: Other: Numbers of Cylinders Cast per Set: y Number of Sets Cast: / Grades for Reinforcing Steel: G a Verified Steel to be Free of Debris: Yes: ;e No: Verified Steel to Have Proper Ties: Yes: - No: Verified Steel to Have Proper Clearance: Yes: ,g� No: Verified Steel to Have Proper Lap Yes: Jc—� No: Verified Steel to Have Proper Spacing: Yes: A* No: Comments: TTo the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: & ;, ` ame Date: + Signatur Di.r` I I'. z W JU UO to 0 co W W = H N W w u- Q co 1 �w z X t- t- 0 z I- w W �o U O� OH wW �U �O W z �. O z I 61 i4 7 � _ 1•.Cl �k 1 1 � ill \\ _• Earth Consultants, Inc. GoWechnkal D1011cem C"k) st_s & Di%1r mmital.9dcmLsts COn IC M11 Tcstlllg & IC1301 NABO hI_gloc,krl Smites 1805 136th Place N.E., Suite 201 - Bellevue, WA 98005 Bellevue (425) 643 -3780 - Toll Free (888) 739 -6670 FAX (425) 746 -0860 Job No. Page Contractor Date Inspector Permit No. REINFORCED CONCRETE U( ; — OBSERVATION REPORT Project Napfe ���. y _ � Footings Tilt -up Panels SOG Placement Area: 0 Walls Other Placement location (gridlines): A&&21TLpT /fZj Total Quantity of Pour: ZS (cubic yards) Approved Mix Design Available? Yes _a� No Mix Design: /-00.6 Per Project Plans and Specifications, 28 Day Strength of Concrete: Method of Consolidation: 14!/<r� Method of Discharge: Direct: Pump: 4— Other: Numbers of Cylinders Cast per Set: 4 Number of Sets Cast: / Grades for Reinforcing Steel: 60 Verified Steel to be Free of Debris: Yes: No: Verified Steel to Have Proper Ties: Yes: No: Verified Steel to Have Proper Clearance: Yes: No: Verified Steel to Have Proper Lap Yes: No: Verified Steel to Have Proper Spacing: Yes: No: Y-To the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other D i R VE D2 Name: 0 ' J( } 1 Signature:, _ tk zutz< �+ � re�s �:: lz�sues+•;. �: rr: ��w rll* s, ����?Hr�;; ��;: m�; rr,_„ �...., w. �! ��s�;» �n;,': �...' �`. ru��l; r; �a' � Yrrµ•+;;* v�rr• � c�s* w ,,.,�,�.,��"�. z W JU 00 0 U) H �LL w LL Q co = a ua z I— O zH W U� ON off wW F� LO W U= O z 7452 Earth Consultants, Inc Ge ndinkni Engnars. GmkyA-As a M%1mxinx!tta1 .9d=Lsls Calslnlc•k)n Testing a 1CB0I NADO Insixc Scn'kcs 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739 -6670 FAX (425) 746 -0860 DAILY OBSERVATION REPORT Job No. Page of /lf ZS : So /— Contractor Date Ce ✓11'� Nl�l� ✓co �' /Z - Inspector Permit No. oa6'r '0 -z Project N e Day of L —� . r ..ate_ /mot % .i. !'/. NEW ed- Zl. -62 s E K' /i1!l 7?2 14-To the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: R EC EI VED Date: e- /a _p y BUILDING DEPARTMENT Name: �. er Signature: —�" z ~ w JU UO N 13 J = F U) LL WO �Q U � �W z H H- O z H W W U� O- � F- WW HP LL. O •z W U= ~O I— z i#�`Y ^<'>��?!F?�tr�L`�r��rtef nk+,n•.�.�r,,r�..K.�...... =—.,ern �;�+vtx^..v „ „x�Yj�t4^�`:'r.r t5�ww. n, nn,' trr'. c' y,.„ �':*... s:. �;;... �,. P? M” t'?. ��rY. u., t: �srw ^.��v7�M,"4�!i�+�'^.��`?��� �. — -- ' .',Vl _...,. :�?'::;7 I' z ~ w JU UO N 13 J = F U) LL WO �Q U � �W z H H- O z H W W U� O- � F- WW HP LL. O •z W U= ~O I— z wV'' 10'-1 ` .)_0 3 Earth Consultants, Inc Geolac n", I Filotl rM GcnkYAsts d D Wron naltal Sc avOs Co1LSInlctkNl TffAng R ICIJo / Ni \DO 111L93ccjkxl Smices 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (B88) 739.6670 FAX (425) 746 -0860 Job No. Contractor REINFORCED CONCRETE ZbO P G� OBSERVATION REPORT Footings Tilt -up Panels Placement Area: Page of Da Day of Week C.�w•s, T� O � 7uE� Permit No. p SOG Walls Other 4 �//GflT,�lZ6s Placement location (gridlines): A37 ads 8, ion /. Total Quantity of Pour: 3 7 (cubic yards) Approved Mix Design Available? Yes JP No Mix Design: A= l0000 /8= /ooS'a Per Project Plans and Specifications, 28 Day Strength of Concrete: 4, Method of Consolidation: �l Method of Discharge: Direct: Pump: _f - Other: Numbers of Cylinders Cast per Set: y Number of Sets Cast: / Grades for Reinforcing Steel: Verified Steel to be Free of Debris: Yes: No: Verified Steel to Have Proper Ties: Yes: No: Verified Steel to Have Proper Clearance: Yes: �_ No: Verified Steel to Have Proper Lap Yes: No: Verified Steel to Have Proper Spacing: Yes: No: Comments: e 4i. a& .s1 SGxk&ZAP ' Z /c ee=wd y,r�W STZy&z WAr s ArcaawUnc- Uj7,V ;P6 AXIO PAAAW . S fO ) . U,01 WA';e_ CaeZ&7rgr 72,01d J- 1a619- 7a .4 o the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: G AG Name: Oav c Date: I r' Signature: E.r i � f'�QJr"o2 yiias �� � R' �3r5 'ktntawrsr,�':p�.:r�^?s?cv�Y'� ti> �;4° �msr> v�n�, n�a�, rq???Q :�truuHcr'.�r;�>✓�?�,�ca!�. �� "" dyer � ��aasa�.a*+o. -•� •� s..4�.rla' , a.. .r,�.,:.. _'do�e.- r.u�...... " �rr.'us� �.r�.+,.i: "s�:�"swr ..: •raiuls•eg,c:�ec...3..�+ i� t � z = w �U 00 N o J = H �w w 9-1 LL = �w z ZO W w U� ON o H_ W �U �O w z U= O z Earth Consultants, Inc GcotM1111 I0 19U)mMC"knQstsa0v61rmntcttlal_&k i1Lsls oautntctlar Testing 6 U30 / WADO In-9volar Smkes 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739 -6670 FAX (425) 746.0860 REINFORCED CONCRETE OBSERVATION REPORT Footings Placement Area: 6169 Job No. Page of Contractor Date Day of Week - Ofe ' y Co.Jsr- e'- ay 0 Inspector Permit No. Tilt -up Panels SOG Walls Other Placement location (gridlines): 4i j & Cif' _,�, ..f' / t2 Ls�Z�Zs Z� 6f Z� Total Quantity of Pour: 1 9 01 0 (cubic yards) Approved Mix Design Available? Yes No Mix Design: _ /o0.5"0 Per Project Plans and Specifications, 28 Day Strength of Concrete: Woad Method of Consolidation: Am 6"oge Method of Discharge: Direct: Pump: K— Other: Numbers of Cylinders Cast per Set: y Number of Sets Cast: / Grades for Reinforcing Steel: Verified Steel to be Free of Debris: Yes: Pr No: Verified Steel to Have Proper Ties: Yes: *- No: Verified Steel to Have Proper Clearance: Yes: No: Verified Steel to Have Proper Lap Yes: dt No: Verified Steel to Have Proper Spacing: Yes: No: .% /.� /�: !- �.. _ r/ ' �� �► /. G.- ri M�To the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: Gt,n 12, "ollvol_�! . Date: 8' -(e -0 Name:t�l Signature: IV/d-S' z �W UO 0 CO) f- �U_ w La co = t .-w Z 1— O z I- W U� O� 0I__ W W L O w z Cl) O~ z , '+^a rs �� r +wr�,!� srmr *.;+Mrs?rr�r*tlswr�!rtwr.�rr;�. n?xrra�?taV�.t;FN�A.7tktRtp �Lx:�.a.L.+n�".a� +....�:�,:�a'»r!.�.:�.��'�i+ 9'''t' wl«. a.. a.:.. �w.. . e .*a+.:.,:......•�.www«n..+.=,., 6170 Earth Consultants Inc Job No. Page of Gmtcchni al niginms, cmk)glsts & FJ »tramwtnl SdauNs ZS ;t-7--5-6 U1151 Testing a ICB0I WABO Inspcokm Servkrs Contractor Date Day of Week 1805 136th Place N.E., Suite 201 - Bellevue, WA 98005 SWRO ,� J lr . �'0S 7 Bellevue (425) 643 -3780 - Toll Free (888) 739.6670 r FAX (425) 746 -0860 Inspector Permit No. REINFORCED CONCRETE OBSERVATION REPORT tProjectNa e �3 Footings Tilt -up Panels SOG Walls Placement Area: Other Placement location (gridlines): Total Quantity of Pour: :D (cubic yards) Approved Mix Design Available? Yes -Jr- No Mix Design: /oos Per Project Plans and Specifications, 28 Day Strength of Concrete: !9 ao o '�' Method of Consolidation: AGe7e Method of Discharge: Direct: Pump: l Other: Numbers of Cylinders Cast per Set: y Number of Sets Cast: / Grades for Reinforcing Steel: / a Verified Steel to be Free of Debris: Yes: No: Verified Steel to Have Proper Ties: Yes: Ir No: Verified Steel to Have Proper Clearance: Yes: No: Verified Steel to Have Proper Lap Yes:_ No: Verified Steel to Have Proper Spacing: Yes: No: Comments: 4 e`r joez 4 i 7) i OTo the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: ea4v Date: Fo7 G - O'1 G✓S�Bd�i�'alo2 f/ /oS F.... 5;, ^.+y= :. #4n�; 6 �f,�t�4a�'fiA�+l�"!��F"sr + lAyft; Gi* Y, 1t' T'! 7 ?ht"t?2rr+?S.XA+N�,•,'�? }�a+ +d7 "�,'Y"� ' " d C�- .`i:'.�Cda.i�i' 4'h x,. ra. raoa-+ e. +,- .....ne;....�%..�:�:'.T,.:+ > w. �a+ n .wa:+ +.w.:�w�dww.d'w+�.",.»w•:m wus�. .,..++- .s+iw...�.rw,.�++����..w �n day z W JU UO ND �_ S2 LL w J LL Q W z z� W LLJ U� O� 0 F- w W O w z Cl) O z A deg Earth Consultants, Inc Job No. CAMICCIIII H11011 CM CCObgSL; 6 SCIa ltlSiS L Cansirl" 1 Testing & ICAO / WADO hI_�aakX1 Scnikes Contractor 1805 136th Place N.E., Suite 201 - Bellevue, WA 98005 " & In IV Bellevue (425) 643 -3780 - Toll Free (088) 739.6670 FAX (425) 746 -0860 1 Inspector REINFORCED CONCRETE r OBSERVATION REPORT 6178 Page of d Date / Day of Week "/ i 'O'ev Permit No. L :Dd5/- Z 1'- Zee=s,JG' ;O�3 Footings Tilt -up Panels SOG Walls Placement Area: Other Plac ement location (gridlines): ��� /f yf �So we TPJ O �- f Total Quantity of Pour: �� (cubic yards) Approved Mix Design Available? Yes )f No Mix Design: Per Project Plans and Specifications, 28 Day Strength of Concrete: CO � ST� Method of Consolidation: �F�G�f��/6z Ctl�. Flo - '.✓ Method of Discharge: Direct: Pump: Other: Numbers of Cylinders Cast per Set: Number of Sets Cast: f Grades for Reinforcing Steel: 6 6 Verified Steel to be Free of Debris: Yes: -;L� No: Verified Steel to Have Proper Ties: Yes: - No: Verified Steel to Have Proper Clearance: Yes: No: Verified Steel to Have Proper Lap Yes: No: Verified Steel to Have Proper Spacing: Yes: No: TT OTo the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other //yy Reviewed By: oy&yt Name Date: -dH RE CEIVED Signature BUILDING DEPARTMENT rd d z �z W Ce QQ JU UO N U W J t W u WO J U_ j = W F— _ z11­_ !-- O w 25 U 0 ON 0H Ww u- O z U= O z S ;� ww+•uvM.. 4awxa+ van+ wmn, wrtwannr; w. mx/ nbsMeMrwvmrN. Y�l u.•• �... �++ o. �. a:.:+ c+.+ �Nxn.. nV•.•..,..-.._...•......... � ..................... r...... n" r•. r-....•»' n» xtm�b , /.{l!+:n'an[x1nGa }.'fS,rlti; �h�Y, �GUIk:,. hT?: V CnFiSM?dCtfi1'At�.'� '�} Earth Consultants In Job No. Gmlechnkal Fnglnaxs GoobgLms & Di %lnxi naltal SCkAUIsts !' Zs So Colmntctlal Testing a IC DO / WM30 lnspoctlon S niccs Contractor 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 s e - Bellevue (425) 643 -3780 • Toll Free (888) 739.6670 FAX(425)746 -0860 Inspector REINFORCED CONCRETE ACV w OBSERVATION REPORT Project Name I < 6165 Page of Date Day of Week " Ie. Permit No. k k- Footings Tilt -up Panels SOG Walls Placement Area: Other Placement location (gridlines): Silo . Total Quantity of Pour: Z s (cubic yards) Approved Mix Design Available? Yes No Mix Design: Per Project Plans and Specifications, 28 Day Strength of Concrete: 7�ooc ) S!rr Method of Consolidation: ,o&CO F Method of Discharge: Direct: Pump: Other: i Numbers of Cylinders Cast per Set: y Number of Sets Cast: / Grades for Reinforcing Steel: 60* o i 1 :2W R"To the best of my knowledge, the work described above complies with approved plans and specifications. 1 ❑ Other Reviewed By: A k4 a, Date: 7 0 N Signature: y /ds z Z �w QQ JU UO 0 wW �U_ wo 2 J LL tY =w z� t= O z l_ w U� ON 13 H W F- u. O W z U= O z Verified Steel to be Free of Debris: Yes: No: Verified Steel to Have Proper Ties: Yes: No: Verified Steel to Have Proper Clearance: Yes: No: Verified Steel to Have Proper Lap Yes: No: Verified Steel to Have Proper Spacing: Yes: J� No: i 1 :2W R"To the best of my knowledge, the work described above complies with approved plans and specifications. 1 ❑ Other Reviewed By: A k4 a, Date: 7 0 N Signature: y /ds z Z �w QQ JU UO 0 wW �U_ wo 2 J LL tY =w z� t= O z l_ w U� ON 13 H W F- u. O W z U= O z 0 do t � ENW ENGINEERs NORTH`VEST, INC., P.S. STRUCTURAL ENGINEERS - 6869 WOODLAWN AVE. N. E., SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522 -6698 INTERGATE EAST BUILDING THREE (EAST MARGINAL WAY CORPORATE PARK PHASE 2, BUILDING D) REVIEWED FOR CODE COMPLIANCE APPR O VED STRUCTURAL JUL 2 1 2004 — - City Of Tukwila BUILDING DIVISION CALCULATIONS TYCOM REPAIRS t;J7yR TNKp'14 JUN 1 8 2004 PERmi 'CENTER June 9, 2004 ENW Project No. 01038005 i CODE: 1997 Uniform Building Cod SEISMIC: Zone 3 WIND: 80 MPH, Exposure B �:i:.i::- i.t : i, �;::. y., Ftiir,:+ lfiw :;c�,�..:. <i•:,�r..r�rikw:.:t l�.:v�.k �.cf �Aa�:•CS :hSiHhw.wuil sn'wiw`�:�:: ,• 4'w.rziY.rwwr r.m�. - +...r.:k: Sr *�dsr '.:� v,' ; ux. �a.- >U:e�.i�d„J%�'.tnr'tu:3. - .._. " "`y z E' �~ W � JU 00 0 W= 0 L wo LL c �. =a �w z F- �o z F- w w D0 O C0 0 F- w � �. LL o .. Z U= O z 11:24;26 AM Licensed to: Licensee name not yet specified. Computer program for ANALYSIS AND DESIGN OF SLAB SYSTEMS Licensee stated above acknowledges that Portland Cement Association(PCA) is not and cannot be responsible for either the accuracy or adequacy of the. material supplied as input for processing by the ADOSS(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output by the ADOSS(tm) program. Although PCA has endeavored to produce ADOSS(tm) error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the ADOSS(tm) program. Note: Further information and technical support on the ADOSS computer program is available through the CPCA Web site at: "www.cpca.ca ". 9 z i� '~ w UO (n o J = H LL WO L? � �W z f- HO z F- w w U� ON o E- wW H LO ..z w co O z pppppp ccccc aaaaa p p c c a a p p c c a p p c aaaaaa "V p p c c a a p p c c a a pppppp ccccc aaaaaa P P AAA DDDDD 000 SSSSS SSSSS A A D D 0 0 S S S S A A D D 0 0 S S AAAAAAA D D 0 0 SSSSS SSSSS A A D D 0 0 S S ( ttttt mm mm) A A D D 0 0 S S S S ( t m m m m A A DDDDD 000 SSSSS SSSSS ( t m m m) Computer program for ANALYSIS AND DESIGN OF SLAB SYSTEMS Licensee stated above acknowledges that Portland Cement Association(PCA) is not and cannot be responsible for either the accuracy or adequacy of the. material supplied as input for processing by the ADOSS(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output by the ADOSS(tm) program. Although PCA has endeavored to produce ADOSS(tm) error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the ADOSS(tm) program. Note: Further information and technical support on the ADOSS computer program is available through the CPCA Web site at: "www.cpca.ca ". 9 z i� '~ w UO (n o J = H LL WO L? � �W z f- HO z F- w w U� ON o E- wW H LO ..z w co O z ll :*24c26 AM Licensed to:.Licensee name not yet specified. FILE NAME UNTITLED.ADS PROJECT ID. TYCOM Slab repair 4PA iMB1N ID. 01038005 - N -S ENGINEER DML DATE TIME UNITS' CODE SLAB SYSTEM FRAME LOCATION 5/4/2004 10:57:31 U.S. in -lb ACI 318 -95 z Z QQ JU UO UU w = 1-- CO LL w 0 LL Q U) D = �w z� 1- O z I- 25 U� O CO OH wW LL Z ui CO O z FLAT SLAB SYSTEM INTERIOR DESIGN METHOD STRENGTH DESIGN MOMENTS AND SHEARS NOT PROPORTIONED NUMBER OF SPANS 9 SOLID HEAD DIMENSIONS AS INPUT BY ENGINEER CONCRETE FACTORS t Tf?ENSITY (pcf ) :YPE f' c ( ksi ) density factor fr (psi) SLABS 150.00 NORMAL WGT 3.00 1.00 410.80 BEAMS 150.00 NORMAL WGT 3.00 1.00 410.80 COLUMNS 150.00 NORMAL WGT 3.00 1.00 410.80 REINFORCEMENT DETAILS: NON - PRESTRESSED YIELD STRENGTH Fy = 60.00 ksi DISTANCE TO RF CENTER FROM TENSION FACE: AT SLAB TOP = 2.00 in INNER LAYER AT SLAB BOTTOM = 2.00 in INNER LAYER MINIMUM FLEXURAL BAR SIZE: AT SLAB TOP = # 4 AT SLAB BOTTOM = # 4 MINIMUM SPACING: IN SLAB = 6.00 in �••VV V • �L.VV � LLL.IVUV `\a L \L �� I +.'Vi . LiVt.+i irVMir UVi�r I. 1.L \.I Vi LV ► \i •' LL\►I ULIL JL./ ►11 "'L.V U ►•••�.L M\'V Y 11:24:26 AM Licensed to: Licensee name not yet specified. COLUMN /TORSIONAL DATA * * * * * * * * * * * * * * * * * * * ** 7 0LUMN I COLUMN ABOVE SLAB I COLUMN BELOW SLAB I CAPITAL ** ICOLUMN MIDDL LJUMBER ( Cl C2 HGT I Cl C2 HGT (EXTEN. DEPTHISTRIP* STRIP *i I-------- I (in) I------------------- (in) (ft) I (------------------- (in) (in) (ft) i (in) (------------- (in) i (ft) (-------------- (ft) I ( I I 1 I I .0 .0 .0 I I 16.0 .0 100.0 i I .0 .0 I I 6.0 I 7.3 I 2 I .0 .0 .0 ( 16.0 .0 100.0 I .0 .0 I 6.0 7.3 I I 3 I .0 .0 .0 i 16.0 .0 100.0 I .0 .0 I 6.0 7.3 I I 4 I .0 .0 .0 I' 16.0 .0 100.0 I .0 .0 I 6.0 7.3 I I 5 i .0 .0 .0 I 16.0 .0 100.0 I .0 .0 I 6.0 7.3 ( 6 ( .0 .0 .0 I 16.0 .0 100.0 I .0 .0 I 6.0 7.3 I 7 ( .0 .0 .0 I 16.0 .0 100.0 I .0 .0 I 6.0 7.3 I i 8 I ( .0 I .0 .0 I 16.0 I .0 100.0 I .0 I .0 I 6.0 I 7.3 I I Columns with zero 11 C2" are round columns. * -Strip width used for negative flexure. * *- Capital extension distance measured from face of column. I COLUMN ( TRANSVERSE BEAM I DROP PANEL /SOLID HEAD I SUPPORT ( NUMBER { WIDTH DEPTH ECCEN I LEFT RIGHT WIDTH THICK ( FIXITY* I i--------(------------------- I (in) (in) (in) i (------------------------------------ (ft) (ft) (ft) (in) I % I (---------- I ;• 1 I i 24.0 24.0 I .0 I .0 .0 .0 .0 I I ( 0% I I 2 I .0 .0 .0 I 1.5 1.5 3.0 9.0 ( 0% i ( 3 I .0 .0 .0 I 1.5 1.5 3.0 9.0 I 0% I I 4 ( .0 .0 .0 I 1.5 1.5 3.0 9.0 I 0% I 5 I .0 .0 .0 I 1.5 1.5 3.0 9.0 ( 0% I { 6 I .0 .0 .0 ( 1.5 1.5 3.0 9.0 ( Oak I I 7 I .0 .0 .0 i 1.5 1.5 3.0 9.0 I 0% I i 8 I 24.0 24.0 .0 I .0 .0 .0 .0 { 0% { * - Support fixity of 0% denotes pinned condition. Support fixity of 999% denotes fixed end condition. i Z HZ �w JU 00 (n o co W J = H S2 LL w LLQ �0 i �w Z �_O z�_ W w U� O- OH w w H LL O Z w L) O Z VJ — V'i — LVV'! rxLJLJ►7 J\L.l(l .'f.V1 t1VjJ11CL.GilY JVA.LVVLA Vi LV ♦LAL ,L JI \L .u►u •auvri.C;..�y,v v 11:24 :26 AM Licensed to: Licensee name not yet specified. LATERAL LOAD /OUTPUT DATA * * * * * * * * * * * * * * * * * * * * * * ** 'ERAL LOADS ARE NOT SPECIFIED OUTPUT DATA PATTERN LOADINGS: 1 THRU 4 PATTERN LIVE LOAD FACTOR (1 -3) = 75% = w LOAD FACTORS: v U = 1.40 *D + 1.70 *L v O U = .75( 1.40 *D + 1.70 *L + 1.70 *W) CO W U = .90 *D + 1.30 *W w wO OUTPUT OPTION (S) : 2 Input Echo LL j Centerline Moments and Shears N d Column Strip Distribution Fac _ Shear Table ? t- Reinforcing Required z O Bar Sizing LU LU Additional Information o Deflections 0 to Material Quantities a j )ROP NOT SPECIFIED AT COLUMN 1 W W =U I ** SPECIFIED DROP PANEL LENGTH LEFT LESS THAN 1/6 OF SPAN AT COLUMN 2 Z i DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. U Cr) ** SPECIFIED DROP PANEL LENGTH RIGHT LESS THAN 1/6 OF SPAN AT COLUMN 2 H= O ~ Z DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL WIDTH LESS THAN 1/3 OF SPAN AT COLUMN 2 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. * *SPECIFIED DROP DEPTH AT COLUMN 2 GREATER THAN 1 /4TH THE SUPPORT -DROP EDGE DISTANCE, EXCESS DEPTH ON SPAN 2 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS. * *SPECIFIED DROP DEPTH AT COLUMN 2 GREATER THAN 1 /4TH THE SUPPORT -DROP EDGE DISTANCE, EXCESS DEPTH ON SPAN 3 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS. ** SPECIFIED DROP PANEL LENGTH LEFT LESS THAN 1/6 OF SPAN AT COLUMN 3 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL LENGTH RIGHT LESS THAN 1/6 OF SPAN AT COLUMN 3 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL WIDTH LESS THAN 1/3 OF SPAN AT COLUMN 3 f IP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. * *SPECIFIED DROP DEPTH AT COLUMN 3 GREATER THAN 1 /4TH THE SUPPORT -DROP E DGE DISTANCE, EXCESS DEPTH ON SPAN 3 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS. d l nn rnrnn mm^m nnmmvi •nm r%^v rTl /17 7 P MTT711T q / Amin MfT" nrTT1T1r%T - %m nnnn nnnrn � ::i t .',•r.�.., <:,w„it „ei:. :�Y.,..i...:m::,z:�it;:�' e;';ec�,?:sx ''`l/a��t3w' -�,.,, 't'+'' 'U5 -LUU4 AUU55 (M) I .U.L Yl:UPtd.CL.dty. JUJ -UW V.L. cvt\.L"Z - lru . ;11`: AM Licensed to: Licensee name not yet specified: DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS ALONG SPANS ************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ii - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - r - - - - - - - SPAN LOAD CRITICAL DESIGN LOAD MAX. I.P. LOAD MAX. I.P. LOAD NUM TYPE SECTION MOMENT PTRN DIST LEFT PTRN DIST RGHT PTRN (ft) (ft -k) (ft) (ft) 2 TOTL 5.100 TOP -.6 2 .000 0 .000 0 BOT 75.1 3 5.100 1 5.100 3 3 TOTL 6.300 TOP -28.3 3 .000 0 .000 0 z BOT 48.5 2 3.900 2 3.900 2 4 TOTL 5.700 TOP -19.8 2 .000 0 .000 0 BOT 56.9 3 3.900 3 4.500 3 i 5 TOTL 6.300 TOP -24.1 3 .000 0 .000 0 BOT 52.5 2 4.500 2 3.900 2 6 TOTL 6.300 TOP -19.8 2 .000 0 .000 0 BOT 56.9 3 4.500 3 3.900 3 7 TOTL 5.700 TOP -28.3 3 .000 0 .000 0 BOT 48.5 2 3.900 2 3.900 2 i 8 TOTL 6.900 TOP -.6 2 .000 0 .000 0 r ------------------------------------------------------------------------------ BOT 75.1 3 5.100 3 5.100 1 i I z i� '~ w JU 00 CO 0 w= H C0 U w 0 UQ c� = �w Z ZO U� ON L I-- =w U LL O .z w CO) O Z U0 - U4' 4uu4 L-1UVJJ k Lill) / . U1 rLUJJ,L.LCI aLY 0V.L V WGl1C �J1 _ L,VL�l u L']L \L VLJL'lLLI1 LLUUL • ... i`l1 :24-:*-2 AM Licensed to: Licensee name not yet specified. DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS COL CROSS TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT (ft -k) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) 1 LEFT TOP -3.8 .0 ( 0) -3.8 ( 100 ) .0 ( 0) .0 ( 0) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP .6 .0 ( 0) .6 (100) .0 ( 0) .0 ( 0) BOT -15.7 .0 ( 0) -15.7 (100) .0 ( 0) .0 ( 0) 2 LEFT TOP -110.5 .0 ( 0) -82.9 ( 75) .0 ( 0) -27.6 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 114.9 .0 ( 0) 86.2 ( 75) .0 ( 0) 28.7 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) A 3 LEFT TOP -82.6 .0 ( 0) -62.0 ( 75) .0 ( 0) -20.7 ( 25) SOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) { RGHT TOP 82.3 .0 ( 0) 61.8 ( 75) .0 ( 0) 20.6 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) ?4 LEFT TOP -84.9 .0 ( 0) -63.7 ( 75) .0 ( 0) -21.2 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 85.1 .0 ( 0) 63.8 ( 75) .0 ( 0) 21.3 ( 25) r BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 5 LEFT TOP -85.1 .0 ( 0) -63.8 ( 75) .0 ( 0) -21.3 ( 25) ' BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 84.9 .0 ( 0) 63.7 ( 75) .0 ( 0) 21.2 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 6 LEFT TOP -82.3 .0 ( 0) -61.8 ( 75) .0 ( 0) -20.6 ( 25) i BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) I RGHT TOP 82.6 .0 ( 0) 62.0 ( 75) .0 ( 0) 20.7 ( 25) r BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) ' 7 LEFT TOP -114.9 .0 ( 0) -86.2 ( 75) .0 ( 0) -28.7 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 110.5 .0 ( 0) 82.9 ( 75) .0 ( 0) 27.6 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) z Z. �w QQ JU 00 CO 0 w= H CO)U- 0 w? cl)d = w z� ZO w w U 0- 0H W w z ui co O z V.J_v4_4UV•`! ClLVJJ.kwll) / •U - CLVr•L.LC LCLLY JVLLWaLC V1 C I f'0lJL4 CCIy C. 1.L... 11:24:26 AM Licensed to: Licensee name not yet specified. DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -------------------------------------------------------------------------------- COL CROSS TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT Z (ft -k) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( g ) (ft -k) ( 9 6 ) a --------------- - - - - -- ------------------------------------------------------ - - - - -- � W 8 LEFT TOP - .6 .0 ( 0) -.6 (100) .0 ( 0) .0 ( 0) BOT 15.7 .0 ( 0) 15.7 (100) .0 ( 0) .0 ( 0) _30 UO RGHT TOP 3.8 .0 ( 0) 3.8 (100) .0 ( 0) .0 ( 0) w BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) �U- O -------------------------------------------------------------------------- - - - - -- � u C d ' = W 1- DISTRIBUTION OF DESIGN MOMENTS IN SPANS _ ? 3 W W SPAN CROSS TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP p NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT p N (ft -k) (ft -k) ( % ) (ft -k) ( % } (ft -k) ( % ) (ft -k) ( % - 5.10 - - ------- - - - - T - 4 - 0) - -- TOP ------ 0 - ( -- 0� ----- _ 4 ( 60 0 - ( -- 0� -.3 BOT 75.1 .0 ( 0) 45.1 ( 60) .0 ( 0) 30.1 ( 40) O Z U N 3 6.30 TOP -28.3 .0 ( 0) -17.0 ( 60) .0 ( 0) -11.3 ( 40) o BOT 48.5 .0 ( 0) 29.1 ( 60) .0 ( 0) 19.4 ( 40) Z 4 5.70 TOP -19.8 .0 ( 0) -11.9 ( 60) .0 ( 0) -7.9 ( 40) BOT 56.9 .0 ( 0) 34.1 ( 60) .0 ( 0) 22.8 ( 40) 5 6.30 TOP -24.1 .0 ( 0) -14.5 ( 60) .0 ( 0) -9.6 ( 40) BOT 52.5 .0 ( 0) 31.5 ( 60) .0 ( 0) 21.0 ( 40) 6 6.30 TOP -19.8 .0 ( 0) -11.9 ( 60) .0 ( 0) -7.9 ( 40) BOT 56.9 .0 ( 0) 34.1 ( 60) .0 ( 0) 22.8 ( 40) 7 5.70 TOP -28.3 .0 ( 0) -17.0 ( 60) .0 ( 0) -11.3 ( 40) BOT 48.5 .0 ( 0) 29.1 ( 60) .0 ( 0) 19.4 ( 40) $ 6.90 TOP 0 -.6 .0 0 ( ) -.4 60 ( ) .0 ( 0 ) -.3 ( 40) BOT 75.1 .0 ( 0) 45.1 ( 60) .0 ( 0) 30.1 ( 40) � "�7' UJ U4 - LUU4 kiUVOO A l.11l/ / . Ul rtvri.ic�aiy .✓v�. rrui.. ..� - ___ --• 11:24:•2'6 AM Licensed to: Licensee name specified. S H E A R A N A L Y S I S NOTE -- Allowable shear stress in slabs = 219.09 psi when ratio of col. dim. (long /short) is less than 2.0. - -Wide beam shear (see "CODE ") is not computed, check manually. z Z �w J0 UO N J = Co U_ w 0. U _ z �w Z f- ZO w w U� O� �H wW H� u. 0 ..z w U= 0 z - -After the column numbers, C = Corner, E = Exterior, I = Interior. D I R E C T S H E A R W I T H T R A N S F E R O F M 0 M E N T - - - - - - - - - - A R 0 U N D C O L U M N - - - - - - - - - - COL. ALLOW. PATT REACTION SHEAR PATT REACTION UNBAL. SHEAR SHEAR NO. STRESS NO. STRESS NO. MOMENT TRANSFR STRESS (psi) (kips) (psi) (kips) (ft -k) (ft -k) (psi) lE 219.09 4 46.5 47.94 4 46.5 13.5 .0 47.94 2I 219.09 4 103.2 83.14 4 103.2 .0 .0 83.14 3I 219.09 4 82.1 66.14 4 82.1 .0 .0 66.14 4I 219.09 4 88.9 71.56 4 88.9 .0 .0 71.56 5I 219.09 4 88.9 71.56 4 88.9 .0 .0 71.56 61 219.09 4 82.1 66.14 4 82.1 .0 .0 66.14 7I 219.09 4 103.2 83.14 4 103.2 .0 .0 83.14 8E 219.09 4 46.5 47.94 4 46.5 13.5 .0 47.94 - - AROUND DROP /SOLID HEAD - - COLUMN ALLOW. PATT REACTION SHEAR t NUMBER STRESS NO. STRESS (psi) (kips) (psi) 1 Not applicable, drop dimensions not specified. 21 187.79 4 99.0 115.49 32 187.79 4 77.8 90.85 41 187.79 4 84.6 98.70 5I 187.79 4 84.6 98.70 6I 187.79 4 77.8 90.85 7I 187.79 4 99.0 115.49 8 Not applicable, drop dimensions not specified. z Z �w J0 UO N J = Co U_ w 0. U _ z �w Z f- ZO w w U� O� �H wW H� u. 0 ..z w U= 0 z UJ - US14 UU4 kiLJUJJ k WLLI f . V1 r.vr� ic�aiY .ry �. +. �- •,� • ... ...... .. .. _ _ _ _.. - - J _ - - 11':'24:•26 AM Licensed to: Licensee name not yet specified. V T R A N S V E R S E B E A M S H E A R A N D T O R S I O N R E Q U I R E M E N T S (kips, ft -k, SQ.in, /,in.) ---------------------- - - - - -- LEFT SIDE -------------------------------- BEAM PATT. Vu @d Vc @d Tu @d Tc @d Av /s At /s Atot /s Al Smax No. NO. SHEAR SHEAR TORSION TORSION @d @d @d @d ---------------------------------------------------------------------------- 1 0 .0 .0 .0 N/A .000 .000 .000 0. .0 Z 2 * * Transverse beam not specified * * 3: Z 3 * * Transverse beam not specified * * W Uj 4 * * Transverse beam not specified * * v 5 * * Transverse beam not specified * * 0 0 6 * * Transverse beam not specified * * N 7 * * Transverse beam not specified * * LUX 8 0 .0 .0 .0 N/A .000 .000 .000 0. .0 CO L W O ------------------------ - - - - -- RIGHT SIDE ------------------------------ BEAM PATT. Vu @d Vc @d Tu @d Tc @d Av /s At /s Atot /s Al Smax LL Q No. NO. SHEAR SHEAR TORSION TORSION @d @d @d @d 0 -- i---- O------ ��------= 0------ �0 - - - -- NSA - - -. 000 - -- .000 - -- .000----- 0�-- - - - - =o Z = UJ _ f-- 2 * * Transverse beam not specified * * z O 3 * * Transverse beam not specified * * w w 4 * * Transverse beam not specified 5.. * * Transverse beam not specified * * U N 6 * * Transverse beam not specified * * p 7 * * Transverse beam not specified * * = W 8 0 .0 .0 .0 N/A .000 .000 .000 0. .0 H - - - - -- z f ---------------------------------------------------------------------- w NOTES: 1.) Deep beam analysis not considered. v s 2.) Loads assumed applied from above beam. O ~ 3.) Moment and shear at concentrated load must be checked manually Z if located along transverse beam. 4.) Symbols following Av /s values: * - Code required minimum shear reinforcement. x - Vs exceeds 4 *Vc, increase member section. 5.) Symbols following At /s values: * - Code required minimum torsion. x - Section check requires that the member section be increased. 6.) Symbols following Atot /s values: * - Code required minimum torsion reinforcement. # - Total stirrups exceed allowable. - Stirrup spacing exceeds allowable. 7.) Redistribution of torque is not considered. r 8.) Detail first stirrup @ 3 inches. A. U5 U4 - 1UU4' HUVbb--t m) / . U.L rtUPtlCl.aty O vi r \JL \1 JJll /. LJLi. • .� y 11:24:26 AM Licensed to: Licensee name not yet specified. N E G A T I V E R E I N F O R C E M E N T COLUMN *PATT *LOCATION * TOTAL * COLUMN STRIP * MIDDLE STRIP j NUMBER* NO.* @COL FACE* DESIGN * AREA WIDTH * AREA WIDTH * (ft -k) * (sq.in) (ft) * (sq.in) (ft) 1 ** 4 L -3.8 1.04 6.0 1.27 7.3 2 4 R 114.9 3.53 6.0 1.27 7.3 Z 3 1 L -82.6 2.46 6.0 1.27 7.3 ;� z y 4 1 R 85.1 2.54 6.0 1.27 7.3 5 1 L, -85.1 2.54 6.0 1.27 7.3 v 6 1 R 82.6 2.46 6.0 1.27 7.3 00 7 4 L -114.9 3.53 6.0 1.27 7.3 0 w 8 ** 4 R 3.8 1.04 6.0 1.27 7.3 W 7 Cl) V.. ** - Positive reinforcement required, compute manually. L P O S I T I V E R E I N F O R C E M E N T Q w SPAN *PATT *LOCATION * TOTAL * COLUMN STRIP * MIDDLE STRIP Z z NUMBER* NO. *FROM LEFT* DESIGN * AREA WIDTH * AREA WIDTH Z O (ft) * (ft -k) * (sq.in) (ft) * (sq.in) (ft) w w - - - - -- -----**------------------------------------------------- 3 v o 2 5.1 75.1 1.75 6.0 1.27 7.3 O ur 3 ** 2 6.3 48.5 1.11 6.0 1.27 7.3 0�- 4 ** 3 5.7 56.9 1.31 6.0 1.27 7.3 3:0 w 5 ** 2 6.3 52.5 1.21 6.0 1.27 7.3 6 ** 3 6.3 56.9 1.31 6.0 1.27 7.3 --O 7 ** 2 5.7 48.5 1.11 6.0 1.27 7.3 ui� 8 ** 3 6.9 75.1 1.75 6.0 1.27 7.3 � O i i ** - Negative reinforcement required, compute manually. Z U5 U4 -1UU4 Auubo ( c1n) / . U L . rLUjJL1Cl.dLY PU1l.WGtJ.0 Ul rv"\il_,niv✓ % - :J V1LJ"'L a 3, uy` y� 11 :24•:26 AM Licensed to: Licensee name not yet specified. D E S I G N R E S U L T S ✓ NOTE- -The schedule given below is a guide for proper reinforcement placement and is based on reasonable engineering judgement. Unusual boundary and /or loading conditions may require modification of this schedule. N E G A T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Positive reinforcement required, design manually. P O S I T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * 0 L C 0 L U M N S T R I P M I *M I D D L E S T R I P I P * LONG BARS * SHORT BARS * LONG BARS COLUMN * -B A R- L E N G T H- * -B A R- A L E N G T H- * -B A R - L E N G T H- NUMBER * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT LENGTH * SIZE LENGTH * (ft) (ft) * LENGTH (ft) (ft) * (ft) * (ft) (ft) 1 ** 3 # 4 1.00 3.84 2 # 4 1.00 2.75 7 # 4 1.00 2.97 2 4 # 6 8.45 5.66 4 # 6 4.85 4.15 7 # 4 7.88 4.88 3 4 9.00 5 4.47 4.47 4 .50 # 5 4 3.56 7 # 4 3.68 3.68 4 4 # 5 4.47 4.85 4 # 5 3.56 3.56 7 # 4 3.68 4.28 5 4 # 5 4.85 4.47 4 # 5 3.56 _3.56 7 8.40 6 ** 4.28 3.68 6 4 # 7 T__4_.T7 4 9.00 4 # 5 3.56 3. 7 �#4 8.40 3.68 3.68 7 4 # 6 5.66 8.45 4 # 6 4.15 4.85 7 # 4 4.88 7.88 8 ** 3 # 4 3.84 1.00 2 # 4 2.75 1.00 7 # 4 2.97 1.00 Positive reinforcement required, design manually. P O S I T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** - Negative reinforcement required, design manually. z ,�- z � ¢¢ 2 JU 00 CO w= H �w w �Q �Z) = a �. w z H F- O z�_ w w U O� W O W z U= O z * C 0 L U M N S T R I P * M I D D L E S T R I P * LONG BARS * SHORT BARS * LONG BARS * SHORT BARS SPAN * - - -- B A R - - -- * - - -- B A R - - -- * - - -- B A R - - -- * - - -- B A R - - -- NUMBER * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * (ft) * (ft) * (ft) * (ft) ------------------------------------------------------------ 2 ** 66 4 10.41 4 # 4 - - 12.1 - - -- 3 ------- # 4 - - - - -- 10.11 3 ** 3 # 4 11.50 �#4 9.00 4 .50 # 4 8.40 4 ** 4 # 4 11.50 3 # 4 9.00 4 # 4 12.50 3 # 4 8.40 5 ** 3 # 4 11.50 3 # 4 9.00 4 # 4 12.50 3 # 4 8.40 6 ** 4 # 4 11.50 3 # 4 9.00 4 # 4 12.50 3 # 4 8.40 7 ** 3 # 4 11.50 3 # 4 9.00 4 # 4 12.50 3 # 4 8.40 8 ** 5 # 4 11.66 4 # 4 10.41 4 # 4 12.16 3 # 4 10.11 ** - Negative reinforcement required, design manually. z ,�- z � ¢¢ 2 JU 00 CO w= H �w w �Q �Z) = a �. w z H F- O z�_ w w U O� W O W z U= O z U5 -.U4 -2004 ADUSS (tm) 'I. Ui - rroprietary.:5ostwaxe or euK , i:LANu 1:�N1�lV'1' H�J►V . raye lb 11 :2 AM Licensed to: Licensee name not yet specified. A D D I T I O N A L I N F O R M A T I O N A T S U P P O R T S *********************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * REINF. SUMMARY* ADD'L R/F REQ'D DUE TO UNBALANCED (U.) MOMENT TRANSFER NUMBER * W/0 U. MOMENT * MAX.U. *GAMMA* FLEXURAL *PATT* CRITICAL SECTION * REQ'D - PROV'D* MOMENT * -f * TRANSFER *NO. * SLABW - AREA -- R/F * (sq.in) (sq.in) * (ft -k) * * (ft -k) * * (ft) (sq.in) 1 2.30 2.40 .0 1.00 .0 4 3.2 .00 0 # 4 2 4.80 4.92 .0 1.00 .0 4 3.2 .00 0 # 6 3 3.73 3.88 :0 1.00 .0 3 3.2 .00 0 # 5 4 3.81 3.88 .0 1.00 .0 3 3.2 .00 0 # 5 5 3.81 3.88 .0 1.00 .0 3 3.2 .00 0 # 5 6 3.73 3.88 .0 1.00 .0 3 3.2 .00 0 # 5 7 4.80 4.92 .0 1.00 .0 3 3.2 .00 0 # 6 8 2.30 2.40 .0 1.00 .0 3 3.2 .00 0 # 4 NOTE: Zero transfer "CRITICAL SLABW" indicates no support dimensions given for transfer. If beam(s) are present, transfer mode may be due to beam shear and /or torsion, check manually. A D D I T I O N A L I N F O R M A T I O N F O R I N - S P A N C O N D I T I O N S } * REINF. SUMMARY SPAN * ----------- -- - --- * TOTAL FACTORED SPAN NUMBER* AT MIDSPAN * STATIC DESIGN MOMENT * REQ'D. - PROV'D. * (W /0 PARTIAL LOADS) * (sq. in) (sq. in) * (ft -k) -------------------------------------------------- 2 3.02 3.20 110.2 3 2.38 2.60 110.2 4 2.58 2.80 110.2 5 2.47 2.60 110.2 6 2.58 2.80 110.2 7 2.38 2.60 110.2 8 3.02 3.20 110.2 z w D UO U) o CO w J = E- Cl) LL WO LL Q ND = �W z F- O z I- W5 U CO D 1- Ww LL O W z U= O z FLEXURAL *PATT* CRITICAL SECTION * REQ'D - PROV'D* MOMENT * -f * TRANSFER *NO. * SLABW - AREA -- R/F * (sq.in) (sq.in) * (ft -k) * * (ft -k) * * (ft) (sq.in) 1 2.30 2.40 .0 1.00 .0 4 3.2 .00 0 # 4 2 4.80 4.92 .0 1.00 .0 4 3.2 .00 0 # 6 3 3.73 3.88 :0 1.00 .0 3 3.2 .00 0 # 5 4 3.81 3.88 .0 1.00 .0 3 3.2 .00 0 # 5 5 3.81 3.88 .0 1.00 .0 3 3.2 .00 0 # 5 6 3.73 3.88 .0 1.00 .0 3 3.2 .00 0 # 5 7 4.80 4.92 .0 1.00 .0 3 3.2 .00 0 # 6 8 2.30 2.40 .0 1.00 .0 3 3.2 .00 0 # 4 NOTE: Zero transfer "CRITICAL SLABW" indicates no support dimensions given for transfer. If beam(s) are present, transfer mode may be due to beam shear and /or torsion, check manually. A D D I T I O N A L I N F O R M A T I O N F O R I N - S P A N C O N D I T I O N S } * REINF. SUMMARY SPAN * ----------- -- - --- * TOTAL FACTORED SPAN NUMBER* AT MIDSPAN * STATIC DESIGN MOMENT * REQ'D. - PROV'D. * (W /0 PARTIAL LOADS) * (sq. in) (sq. in) * (ft -k) -------------------------------------------------- 2 3.02 3.20 110.2 3 2.38 2.60 110.2 4 2.58 2.80 110.2 5 2.47 2.60 110.2 6 2.58 2.80 110.2 7 2.38 2.60 110.2 8 3.02 3.20 110.2 z w D UO U) o CO w J = E- Cl) LL WO LL Q ND = �W z F- O z I- W5 U CO D 1- Ww LL O W z U= O z UJ - 0004 H1JU00. k Litt) - I. U.I. r.LQ&-.1.a -Q.i.y 11 :g4:26 AM Licensed - to: Licensee name not yet specified: J . D E F L E C T I O N A N A L Y S I S ******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** NOTES- -The deflections below must be combined with those of the analysis in the perpendicular direction. Consult users manual for method of combination and limitations. - -Spans 1 and 9 are cantilevers. z -- Time - dependent deflections are in addition to those z shown and must be computed as a multiplier of the dead load(DL) deflection. See "CODE" for range of multipliers. v J UO -- Deflections due to concentrated or partial loads may be larger N W at the point of application than those shown at the centerline. _ Deflections are computed as from an average uniform loading LOLL derived from the sum of all loads applied to the span. -- Modulus of elasticity of concrete, Ec = 3321. ksi U_< C% * * C 0 L U M N S T R I P * M I D D L E S T R I P �w * DEAD * DEFLECTION DUE TO: * DEFLECTION DUE TO: z SPAN * LOAD *------------------------------------------- 1 NUMBER * Ieff. * DEAD * LIVE * TOTAL * DEAD * LIVE * TOTAL * w W * (in 4) * (in) * (in) * (in) * (in) * (in) * (in) * o --- -- - - - - -- - - - -- - - - - - - -- - - - -- - - -- - -- CO 1 6827. - .003 -. 008 - .011 - .003 - .008 -.011 0 H ! 2 6827. :017 .045 .062 .010 .024 .034 = w 3 6827. .006 .020 .026 .001 .004 .005 4 6827. .010 .025 .035 .004 .011 .016 4 '0 j 5 6827. .008 .025 .033 .003 .009 .012 v N 6 6827. .010 .025 .035 .004 .011 .016 H = 7 6827. .006 .020 .026 .001 .004 .005 z ~ 8 6827. .017 .045 .062 .010 .024 .034 9 6827. -.003 -.008 -.011 -.003 -.008 -.011 Q U A N T I T Y E S T I M A T E S **** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL QUANTITIES CONCRETE .... 29.8 cu.yd FORMWORK .... 1201. sq.ft REINFORCEMENT (IN THE DIRECTION OF ANALYSIS) j (NEGATIVE) .... 878. lbs j (POSITIVE) .... 711. lbs A SUMMARY OF QUANTITIES 1 5 4'i: u �. --------------- - - - - -- CONCRETE .... .70 cu. ft /sq. ft'.4 FORMWORK .... 1.05 sq.ft /sq.ft"° REINFORCEMENT ** .... 1.39 lbs / sq.ft **(IN THE DIRECTION OF ANALYSIS) �,�V11. r� _., .: , U� AOUob tM). I .Ul. .- rrUprlecary AUll.WdtC UL rVrilLrIWL k.,r,, ILA4l 11:49:57 AM Licensed to: Licensee name not yet specified. Licensee stated above acknowledges that Portland Cement Association(PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the ADOSS(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the ADOSS(tm) program. Although PCA has endeavored to produce ADOSS(tm) error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or`other tort for any analysis, design or engineering documents prepared in connection with the use of the ADOSS(tm) program. Note: Further information and technical support on the ADOSS computer program is available through the CPCA Web site at: "www.cpca.ca ". z ~w JU U0 U) �LL w �a- LL ¢ ND = �W z ZO W W U ON 0 I— W LL 0 ui co O z pppppp P p ccccc c c aaaaa a a a P p c c a p p c aaaaaa ��--- p p c c a a p p c c a a pppppp ccccc aaaaaa P P AAA DDDDD 000 SSSSS SSSSS A A D D O O S S S S A A D D O O S S AAAAAAA D D O 0 SSSSS SSSSS A A D D 0 O S S ( ttttt mm mm ) A A D D 0 O S S S S ( t m m m m ) A A DDDDD 000 SSSSS SSSSS ( t m m m) i i. i i i e Computer program for ANALYSIS AND DESIGN OF SLAB SYSTEMS Licensee stated above acknowledges that Portland Cement Association(PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the ADOSS(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the ADOSS(tm) program. Although PCA has endeavored to produce ADOSS(tm) error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or`other tort for any analysis, design or engineering documents prepared in connection with the use of the ADOSS(tm) program. Note: Further information and technical support on the ADOSS computer program is available through the CPCA Web site at: "www.cpca.ca ". z ~w JU U0 U) �LL w �a- LL ¢ ND = �W z ZO W W U ON 0 I— W LL 0 ui co O z :,,• u)) uq - LUUq AUVJJ(CIII) /.ul YL JVL.LWdLC .V 1. rAJLT1LC1141J %_QVICiVil. &%0001. 11:49:57 AM Licensed to: Licensee name not yet specified. FILE NAME UNTITLED.ADS PROJECT ID. ID. ENGINEER DATE TIME UNITS CODE SLAB SYSTEM FRAME LOCATION DESIGN METHOD MOMENTS AND SHEARS NUMBER OF SPANS 9 Intergate East TYCOM repair East -West span DML 5/4/2004 11:43:35 U.S. in -lb ACI 318 -95 FLAT SLAB SYSTEM INTERIOR STRENGTH DESIGN NOT PROPORTIONED SOLID HEAD DIMENSIONS CONCRETE FACTORS SLABS QENSITY(pcf ) 150.00 YPE NORMAL WGT f'c (ksi) 3.00 density factor 1.00 fr (psi) 410.80 AS INPUT BY ENGINEER BEAMS 150.00 NORMAL WGT 3.00 1.00 410.80 REINFORCEMENT DETAILS: NON - PRESTRESSED YIELD STRENGTH Fy - 60.00 ksi DISTANCE TO RF CENTER FROM TENSION FACE: AT SLAB TOP = 2.00 in OUTER LAYER AT SLAB BOTTOM = 2.00 in OUTER LAYER MINIMUM FLEXURAL BAR SIZE: AT SLAB TOP = # 4 AT SLAB BOTTOM = # 4 MINIMUM SPACING: IN SLAB = 6.00 in i COLUMNS 150.00 NORMAL WGT 3.00 1.00 410.80 z ': w � D 00 N CO) J N U. w uQ cd = w F- O z F- w UJ �o U ON o�_ w u. Z ui U N O z c, :U5=U4'-20U4 ADOSS (tm) *1.U1 Proprietary Sottware . of ;, VURTLAND t, hME Y A66N . rage ­­11:•49.:57 AM Licensed to: Licensee name not yet specified. SPAN /LOADING DATA * * * * * * * * * * * * * * * ** (LENGTH Tslab I WIDTH L2 * * *I SLAB I DESIGN COLUMN I UNIFORM LOADS I IM AN BERI L1 I LEFT RIGHT I SYSTEM I STRIP STRIP * *I S. DL LIVE I I (ft) I- ----- I-------------- (in) ( (ft) I-------------- (ft) I I-------- I I------- (ft) .--------- (ft) I I---------- (psf ) (psf ) I - - - - - I I 1* { 1.0 8.0 { 6.0 6.0 { 2 I 12.0 .0 I .0 250.0 2 1 13.3 8.0 I 6.0 6.0 I 2 I 12.0 6.0 I .0 250.0 ? I 3 ( 13.3 8.0 i 6.0 6.0 I 2 I 12.0 .6.0 { .0 250.0 { I 4 1 13.3 8.0 I 6.0 6.0 I 2 I 12.0 6.0 I .0 250.0 5 I 13.3 8.0 I 6.0 6.0 I 2 I 12.0 6.0 ( .0 250.0 6 1 13.3 8.0 I 6.0 6.0 I 2 I 12.0 6.0 I .0 250.0 I 7 I 13.3 8.0 I 6.0 6.0 I 2 I 12.0 6.0 ( .0 250.0 8 1 13.3 8.0 I 6.0 6.0 I 2 I 12.0 6.0 I .0 250.0 9* I 1.0 8.0 I 6.0 6.0 I 2 I 12.0 .0 I .0 250.0 * - Indicates cantilever span information. ** -Strip width used for positive flexure. . * * *--L2 widths are 1/2 dist. to transverse column. "E "- Indicates exterior strip. PARTIAL LOADING DATA * * * * * * * * * * * * * * * * * * ** :` jTIAL LOADINGS ARE NOT SPECIFIED r. z Z. JU 00 N o co Uj J = H MLL w J U Q co D = C! �w Z = H F- O w ~ w D O N o H ww H � UO W z N O z U5- U4 - LUU,4 AUUSS (.tm) '1.:. °Proprietary Software of PORTLAND CEMENT - ASSN . ;- 11:49•:57 AM Licensed to: Licensee name not yet specified. COLUMN /TORSIONAL DATA * * * * * * * * * * * * * * * * * * * ** Columns with zero 11 C2" are round columns. * -Strip width used for negative flexure. * *- Capital extension distance measured from face of column. COLUMN I TRANSVERSE BEAM I DROP PANEL /SOLID HEAD I SUPPORT I I NUMBER I WIDTH DEPTH JOLUMN I COLUMN ABOVE SLAB I COLUMN BELOW SLAB I CAPITAL ** ICOLUMN MIDDLEI . NUMBER I (- ------- I C1 I (in) I------------------- C2 (in) HGT I (ft) i I---------- Cl (in) C2 (in) - - - HGT (ft) - -- ---I-------------I------------- IEXTEN. I (in) DEPTHISTRIP* (in) I (ft) STRIP* (ft) I 1 I I .0 .0 I .0 I 16.0 .0 100.0 I I .0 .0 I I 6.0 I 6.0 I 2 I .0 .0 .0 I 16.0 .0 100.0 I .0 .0 I 6.0 6.0 3 I .0 .0 .0 I 16.0 .0 100.0 I .0 .0 I 6.0 6.0 I I 4 I .0 .0 .0 I' 16.0 .0 100.0 I .0 .0 I 6.0 6.0 I 5 I .0 .0 .0 I 16.0 .0 100.0 I .0 .0 ( 6.0 6.0 I I 6 ( .0 .0 .0 I 16.0 .0 100.0 I .0 .0 I 6.0 6.0 I 7 I .0 .0 .0 I 16.0 .0 100.0 i .0 .0 I 6.0 6.0 I n I 8 I .0 .0 .0 I 16.0 .0 100.0 I .0 .0 ( 6.0 6.0 Columns with zero 11 C2" are round columns. * -Strip width used for negative flexure. * *- Capital extension distance measured from face of column. COLUMN I TRANSVERSE BEAM I DROP PANEL /SOLID HEAD I SUPPORT I I NUMBER I WIDTH DEPTH ECCEN ( LEFT RIGHT WIDTH THICK I FIXITY* I I --- - - - - -I (in) ------------------ (in) (in) I I------------------------------------ (ft) (ft) (ft) (in) I I----- % - - - - - I 1 I 24.0 24.0 .0 I .0 .0 .0 9.0 I 0% I 2 I .0 .0 .0 I 1.5 1.5 3.0 9.0 I 0% I 3 I .0 .0 .0 I 1.5 1.5 3.0 9.0 I 0% I 4 I .0 .0 .0 I 1.5 1.5 3.0 9.0 I 0% I 5 I .0 .0 .0 I 1.5 1.5 3.0 9.0 I 0% 6 ( .0 .0 .0 I 1.5 1.5 3.0 9.0 I 0% 7 I .0 .0 .0 I 1.5 1.5 3.0 9.0 I 0% 8 i I I 24.0 24.0 .0 I I .0 .0 .0 9.0 I I 0% I I * - Support fixity of 0% denotes pinned condition. Support fixity of 999% denotes fixed end condition. Z Z � JU 00 Cl w= H N LL w LL 0:3 1 W z P F_ O Z W Do U O� o�_ wW L O W z 0 co O Z U5 -U4 -2004 ADOSS (tm) 7..01 Proprietary Software of PORTLAND CEMENT ASSN .-Page ­'j­ 11:49-:57 AM Licensed to: Licensee'name not yet specified. LATERAL LOAD /OUTPUT DATA * * * * * * * * * * * * * * * * * * * * * * ** )ERAL LOADS ARE NOT SPECIFIED OUTPUT DATA PATTERN LOADINGS: 1 THRU 4 PATTERN LIVE LOAD FACTOR (1 -3) = 75% LOAD FACTORS: U = 1.40 *D + 1.70 *L U = .75( 1.40 *D + 1.70 *L + 1.70 *W) U = .90 *D + 1.30 *W OUTPUT OPTION (S) Input Echo Centerline Moments and Shears Column Strip Distribution Fac Shear Table Reinforcing Required Bar Sizing Additional Information Deflections Material Quantities TROP NOT SPECIFIED AT COLUMN 1 ** SPECIFIED DROP PANEL LENGTH LEFT LESS THAN 1/6 OF SPAN AT COLUMN 2 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL LENGTH RIGHT LESS THAN 1/6 OF SPAN AT COLUMN 2 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL WIDTH LESS THAN 1/3 OF SPAN AT COLUMN 2 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. * *SPECIFIED DROP DEPTH AT COLUMN 2 GREATER THAN 1 /4TH THE SUPPORT -DROP EDGE DISTANCE, EXCESS DEPTH ON SPAN 2 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS. IV Z �w JU UO ND J �LL w . U to =w I- 0 w ~ w U� 0- o�_ wW �O W Z U= O Z * *SPECIFIED DROP DEPTH AT COLUMN 2 GREATER THAN 1 /4TH THE SUPPORT -DROP EDGE DISTANCE, EXCESS DEPTH ON SPAN 3 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS. ** SPECIFIED DROP IGNORED ** SPECIFIED DROP IGNORED ** SPECIFIED IP IGNORED DROP PANEL LENGTH LEFT FOR FLEXURAL DESIGN AND DROP PANEL LENGTH RIGHT FOR FLEXURAL DESIGN AND DROP PANEL WIDTH FOR FLEXURAL DESIGN AND LESS THAN 1/6 OF SPAN AT COLUMN 3 DEFLECTION CALCULATIONS. LESS THAN 1/6 OF SPAN AT COLUMN 3 DEFLECTION CALCULATIONS. LESS THAN 1/3 OF SPAN AT COLUMN 3 DEFLECTION CALCULATIONS. * *SPECIFIED DROP DEPTH AT COLUMN 3 GREATER THAN 1 /4TH THE SUPPORT -DROP EDGE DISTANCE, EXCESS DEPTH ON SPAN 3 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS. .L.bMnT I1 'r TT Tn n r%ON T1 nn nm 7 T It f TI %Alt - 1 nnTTT mI"1n mfiT ui h /AMTT mf i rn nrtnnnnm nn^n T'Mrlrl U5.-U4..2UU.4 :.A1)U55(tm) /.Ul Yropri.etary b ortware of . " kUtt1 =LANll l;�;N1�N1.•A55N. Vage b 11• ;A;9.:57 'AM. Licensed to: Licensee name not yet specified. - - -- STATICS PRINT -OUT FOR GRAVITY LOAD ANALYSIS - - -- J 0 I N T M 0 M E N T S ( ft - kips ) JOINT ------------------------------------------ PATTERN -1 PATTERN -2 NUMBER LEFT RIGHT TOP BOTTOM LEFT RIGHT TOP BOTTOM -------------------------------------------------------------------- - - - - -- Z 1 -4.3 4.3 .0 .0 -4.3 4.3 .0 .0 z 2 -139.2 139.2 .0 .0 -83.4 83.4 .0 .0 w 3 -116.7 116.7 .0 .0 -55.3 55.3 .0 4 -119.8 119.8 A .0 -64.1 64.1 .0 .0 .0 � v 5 -119.8 119.8 .0 .0 -64.1 64.1 .0 .0 N o 6 -116.7 116.7 .0 .0 -55.3 55.3 7 -139.2 139.2 .0 .0 -83.4 83.4 .0 .0 .0 .0' w 8 -4.3 4.3 .0 .0 -4.3 4.3 .0 .0 N 0 O JOINT PATTERN -3 PATTERN -4 NUMBER LEFT RIGHT TOP BOTTOM LEFT RIGHT TOP BOTTOM ------------------------------------- - - - - -- ------------------------- - - - - -- U D 1 -2.4 2.4 .0 .0 -5.0 5.0 .0 .0 co =CY 2 -84.3 84.3 .0 .0 -157.8 157.8 .0 .0 Uj Z 3 -55.0 55.0 .0 .0 -103.7 103.7 .0 - 4 -64.2 64.2 .0 .0 -120.7 120.7 .0 .0 .0 z O_ 5 -64.2 64.2 .0 .0 -120.7 120.7 .0 .0 g Uj 6 -55.0 55.0 .0 .0 -103.7 103.7 v i 7 -84.3 84.3 .0 .0 -157.8 157.8 .0 .0 .0 .0 O - 8 -2.4 2.4 .0 .0 -5.0 5.0 .0 .0 o w w t =U J 0 I N T S H E A R S ( kips ) 0 ---------------------- - - - - -- Z JOINT PATTERN -1 PATTERN -2 PATTERN -3 PATTERN -4 U NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT 0E- ------------------------------------------------------------------------------- Z 1 -8.6 32.5 -8.6 8.2 -4.7 33.5 -9.8 36.7 2 -47.6 43.8 -17.7 39.3 -43.4 13.9 -57.3 49.8 3 -41.1 41.6 -35.1 11.0 -9.5 36.5 -41.6 44.4 4 -42.1 41.8 -12.4 37.2 -37:9 11.7 -47.0 45.7 5 -41.8 42.1 -37.2 12.4 -11.7 37.9 -45.7 47.0 6 -41.6 41.1 -11.0 35.1 -36.5 9.5 -44.4 41.6 7 -43.8 47.6 -39.3 17.7 -13.9 43.4 -49.8 57.3 8 ---------------------------------------------------------------------------- -32.5 8.6 -8.2 8.6 -33.5 4.7 -36.7 9.8 ** - Negative moment encountered in span, analyze manually. WW"N U5- U4- LUU4.; AUU55:(tm) I.U1 eroprietary 5ozr-ware or .runlLt��vu. ��i��rivl..t�aa�v, r ct ye 11: :'49-:57 AM Licensed to: Licensee name not yet specified. y�.� :. �.. . 1.. ... ' +�..;v; -. w,7.ir,F.G�'e,�1+r,�n,kark ;s. r:.r'�.Y.t'�tk4tP tip; �:..t.:Y.i.`ik:.rv.t,.i.w.,r ,.4i.•vuex'.i.., ..:in! ,+.r :R.atni �w z. y: v% :�.Kwi::rr:++�x:wutv��.J:iwi:r. z Z � D JU UO N J = U. w u.Q �D = �. w z E- F- O w �5 U� O N o h- wW U. O ui z co O z DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS FROM SUPPORTS ------------------------------------------- COL LOAD CROSS DESIGN - - - - -- ------------------------------ DISTANCE LOAD MAX.I.P. LOAD NUM TYPE SECTN MOMENT CR.SECTN PTRN DISTANCE PTRN ----------- - - - - -- ---- - - - - -- - f t - -- - - - - -- (ft) --------------------------------- (ft) 1 TOTL LEFT TOP -3.4 .175 4 1.000 1 BOT .0 .000 0 .000 0 RGHT TOP .3 .591 2 .667 2 BOT -15.9 .591 3 .000 0 2 TOTL LEFT TOP -125.1 .591 4 8.000 2 BOT .0 .000 0 .000 0 RGHT TOP 129.6 .591 4 4.667 4 BOT .0 .000 0 .000 0 3 TOTL LEFT TOP -93.4 .591 1 3.333 4 BOT .0 .000 0 .000 0 RGHT TOP 9�.1 .591 1 3.333 4 BOT .0 .000 0 .000 0 4 TOTL LEFT TOP -95.9 .591 1 3.333 4 BOT .0 .000 0 .000 0 RGHT TOP 96.1 .591 1 3.333 4 BOT .0 .000 0 .000 0 5 TOTL LEFT TOP -96.1 .591 1 3.333. 4 BOT .0 .000 0 .000 0 RGHT TOP 95.9 .591 1 3.333 4 BOT .0 .000 0 .000 0 6 TOTL LEFT TOP -93.1 .591 1 3.333 4 BOT .0 .000 0 .000 0 RGHT TOP 93.4 .591 1 3.333 4 BOT .0 .000 0 .000 0 7 TOTL LEFT TOP -129.6 .591 4 4.667 4 BOT .0 .000 0 .000 0 RGHT TOP 12561 .591 4 8.000 2 BOT .0 .000 0 .000 0 y�.� :. �.. . 1.. ... ' +�..;v; -. w,7.ir,F.G�'e,�1+r,�n,kark ;s. r:.r'�.Y.t'�tk4tP tip; �:..t.:Y.i.`ik:.rv.t,.i.w.,r ,.4i.•vuex'.i.., ..:in! ,+.r :R.atni �w z. y: v% :�.Kwi::rr:++�x:wutv��.J:iwi:r. z Z � D JU UO N J = U. w u.Q �D = �. w z E- F- O w �5 U� O N o h- wW U. O ui z co O z U5- U4 -LUU4 AUU68 (tm) I.Ui • ?roprietary• o f PURTLANU CEMENT ASSN. rage 11:49.:57 AM Licensed to: Licensee name not yet-specified. DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS FROM SUPPORTS ------------------------------------------------------------------------------ COL LOAD CROSS DESIGN DISTANCE LOAD MAX.I.P. LOAD NUM TYPE SECTN MOMENT CR.SECTN PTRN DISTANCE PTRN a (ft — (ft) (ft) 8 TOTL LEFT TOP —.3 .591 2 .667 2 BOT 15.9 .591 3 .000 0 RGHT TOP 3.4 ..175 4 1.000 1 BOT .0 .000 0 .000 0 z Z �U u NO w= cs H U. w u. ¢ co) = a. �w Z �- 0 z F— w 2 �: U O �. OH WW H u- O . Z. W U= O z US- U4 -ZUU4 AUUSS (tm) I v : vroprietary..-5ortware oz eutxlLtilvu klLL"lZNl IIA00L4. r,gyC y 11:49�:57 AM Licensed to: Licensee name_ not yet specified. DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS ALONG SPANS SPAN LOAD CRITICAL DESIGN LOAD MAX. I.P. LOAD MAX. I.P. LOAD NUM TYPE SECTION MOMENT PTRN DIST LEFT PTRN DIST RGHT PTRN - ----------------------------------------------------------------------------- (ft) (ft -k) (ft) (ft) 2 TOTL 5.667 TOP -.1 2 .000 0 .000 0 BOT 83.9 3 5.667 1 5.667 3 3 TOTL 7.000 TOP -31.1 3 .000 0 .000 0 BOT 54.2 2 4.333 2 4.333 2 4 TOTL 6.333 TOP -21.7 2 .000 0 .000 0 BOT 63.4 3 4.333 3 5.000 3 5 TOIL 6.333 TOP -26.4 3 .000 0 .000 0 BOT 58.7 2 4.333 2 5.000 2 6 TOTL 7.000 TOP -21.7 2 .000 0 .000 0 BOT 63.4 3 5.000 3 4.333 3 7. TOTL 6.333 TOP -31.1 3 .000 0 .000 0 BOT 54.2 2 4.333 2 4.333 2 8 TOTL 7.666 TOP .0 0 .000 0 .000 0 BOT 83.9 3 5.667 3 5.667 1 Z �z �w �U 00 Cl) 0 C0 w J I - S2 U- wO U . �d = w Z F- f- 0 z F- U� 0� 0H wW 0 w z U= O~ Z E U , - U4 - LUU4 t-000bkLlU)...-1.U.L rLUYt.LCLaiy ay.Ll.walc..v.i a.vaiLCir✓ .u�,u..� ,,..ev.,. .... ,� „ 11:49x AM Licensed to: Licensee mame not yet specified. Z '~ w JU 0 Cl) __ Co LL w O. w¢ U) = a �w z ZO W w U� ON o�_ w u' O .z w co O z DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ----- - COL - - - - -- CROSS --------------------------------------------------------------------- TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT (ft -k) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) 1 LEFT TOP -3.4 .0 ( 0 ) -3.4 (100 ) .0 ( 0 ) .0 ( 0 ) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP .3 .0 ( 0) .3 (100) .0 ( 0) .0 ( 0) BOT -15.9 .0 ( 0) -15.9 (100) .0 ( 0) .0 ( 0) 2 LEFT TOP -125.1 .0 ( 0) -93.9 ( 75) .0 ( 0) -31.3 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 129.6 .0 ( 0 ) 97.2 ( 75 ) .0 ( 0 ) 32.4 ( 25 ) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 3 LEFT TOP -93.4 .0 ( 0) -70.0 ( 75) .0 ( 0) -23.3 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 93.1 .0 ( 0) 69.8 ( 75) .0 ( 0) 23.3 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) �4 LEFT TOP -95.9 .0 ( 0) -71.9 ( 75) .0 ( 0) -24.0 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 96.1 .0 ( 0) 72.1 ( 75) .0 ( 0) 24.0 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 5 LEFT TOP -96.1 .0 ( 0) -72.1 ( 75) .0 ( 0) -24.0 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 95.9 .0 ( 0) 71.9 ( 75) .0 ( 0) 24.0 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 6 LEFT TOP -93.1 .0 ( 0) -69.8 ( 75) .0 ( 0) -23.3 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 93.4 .0 ( 0) 70.0 ( 75) .0 ( 0) 23.3 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 7 LEFT TOP -129.6 .0 ( 0) -97.2 ( 75) .0 ( 0) -32.4 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 125.1 .0 ( 0) 93.9 ( 75) .0 ( 0) 31.3 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) Z '~ w JU 0 Cl) __ Co LL w O. w¢ U) = a �w z ZO W w U� ON o�_ w u' O .z w co O z U5 U4 AUUZ)6 tr-M) /.UI t JULI.WdtC U1 rVriIljAl%"LI I.r� L 1 1GL41 r� JULV.. ; C "Qq= L.L 11:49c57 AM'Licensed to: Licensee name not yet specified. DISTRIBUTION OF DESIGN MOMENTS IN SPANS ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SPAN DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP NUM SECTN MOMENT ---------------------------- COL CROSS TOTAL - - - - -- ---------------------------------------------- TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT (ft -k) ( MOMENT --------------------------------------------------------------------------------- (ft -k) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) 8 LEFT TOP -.3 .0 ( 0) -.3 (100) .0 { 0) .0 ( 0) BOT 15.9 .0 ( 0) 15.9 (100) .0 ( 0) .0 ( 0) RGHT TOP 3.4 .0 ( 0) 3.4 (100) .0 ( 0) .0 ( 0) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) DISTRIBUTION OF DESIGN MOMENTS IN SPANS ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SPAN CROSS TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT . (ft -k) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) --- 5 TOP - - - - -- 1 - - - - - - . 0 - - ( --- 0) - -- .1 ( 60) - - - - -- - 0- ( - - 0) - - - -- - . 1- ( -40 ) -- BOT 83.9 .0 ( 0) 50.3 ( 60) .0 ( 0) 33.6 ( 40) 3 7.00 TOP -31.1 .0 ( 0) -18.7 ( 60) .0 ( 0) -12.4 ( 40) BOT 54.2 .0 ( 0) 32.5 ( 60) .0 ( 0) 21.7 ( 40) 4 6.33 TOP -21.7 .0 ( 0) -13.0 ( 60) .0 ( 0) -8.7 ( 40) BOT 63.4 .0 ( 0) 38.1 ( 60) .0 ( 0) 25.4 ( 40) 5 6.33 TOP -26.4 .0 ( 0) -15.8 ( 60) .0 ( 0) -10.6 ( 40) BOT 58.7 .0 ( 0) 35.2 ( 60) .0 ( 0) 23.5 ( 40) 6 7.00 TOP -21.7 .0 ( 0) -13.0 ( 60) .0 ( 0) -8.7 ( 40) BOT 63.4 .0 ( 0) 38.1 ( 60) .0 ( 0) 25.4 ( 40) 7 6.33 TOP -31.1 .0 ( 0) -18.7 ( 60) .0 ( 0) -12.4 ( 40) BOT 54.2 .0 ( 0) 32.5 ( 60) .0 ( 0) 21.7 ( 40) 8 7.67 TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 { 0) BOT 83.9 .0 ( 0) 50.3 ( 60) .0 ( 0) 33.6 ( 40) z �w QQ JU 00 (00 J = E- Cl)U- w J u. Q N D S �W z 2 H F- 0 z F_ W w U� ON o� wW X u' 0 w z U =. O z .­ Uo- U4 - zUUq 1gUUbb ktm) /.U.L trrQpr.LeUar.y 001.LWdLU. U.L. rUM11,tL%4u t- zi1rio4i - jooiv. .11: AM Licensed to: Licensee name not ,yet specified. S H E A R A N A L Y S I S `)NOTE -- Allowable shear stress in slabs = 219.09 psi when ratio of col, dim. (long /short) is less than 2.0. - -Wide beam shear (see "CODE ") is not computed, check manually. rayc.i4 AROUND DROP /SOLID HEAD l COLUMN - -After the column numbers, C = Corner, E = Exterior, I = Interior. D I R E C T S H E A R W I T H T R A N S F E R O F M O M E N T - - - - - - - - - - A R 0 U N D 77.9 C 0 L U M N - - - - - - - - - - COL. ALLOW. PATT REACTION SHEAR PATT REACTION UNBAL. SHEAR SHEAR NO. STRESS NO. 8 STRESS NO. not specified. MOMENT TRANSFR STRESS (psi) (kips) (psi) (kips) (ft -k) (ft -k) (psi) lE 219.09 4 44.7 47.34 4 44.7 -13.0 .0 47.34 2I 219.09 4 103.2 83.08 4 103.2 .0 .0 83.08 3I 219.09 4 82.2 66.20 4 82.2 .0 .0 66.20 4I 219.09 4 88.8 71.53 4 88.8 .0 .0 71.53 5I 219.09 4 88.8 71.53 4 88.8 .0 .0 71.53 6I 219.09 4 82.2 66.20 4 82.2 .0 .0 66.20 7I 219.09 4 103.2 83.08 4 103.2 .0 .0 83.08 BE 219.09 4 44.7 47.34 4 44.7 13.0 .0 47.34 AROUND DROP /SOLID HEAD l COLUMN ALLOW. PATT REACTION SHEAR NUMBER STRESS NO. STRESS (psi) (kips) (psi) 1 Not applicable, drop dimensions not specified. 2I 187.79 4 98.9 115.39 3I 187.79 4 77.9 90.94 4I 187.79 4 84.5 98.66 5I 187.79 4 84.5 98.66 61 187.79 4 77.9 90.94 7I 187.79 4 98.9 115.39 8 Not applicable, drop dimensions not specified. z �z '~ w J0 cU 0 CO 0 J � CO U. w J U? cod �w z F- O z�_ w �o U O- 0 1- UJ W �0 .z w U= O z Uo•- u -LUU4 AUU66 k Lm) /.U er uprieLary SoL u.i rumii,auau k.trtr&i i Tu @d Tc @d rage l,5 11:49 AM Licensed to: Licensee name not yet specified. NO. SHEAR SHEAR ' T R A N S V E R S E B E A M S H E A R A N D T O R S I O N .0 R E Q U I R E M E N T S( kips, ft -k, SQ. in, / 2 * * ************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 3 * * Transverse beam ---------------------- - - - - -- LEFT SIDE -.----------------------------- * * BEAM PATT. Vu @d Vc @d Tu @d Tc @d Av /s* At /s Atot /s Al Smax No. NO. ---------------------------------------------------------------------------- SHEAR SHEAR TORSION TORSION @d @d @d @d * * 1 0 .0 .0 .0 N/A .000 .000 .000 0. .0 2 * * Transverse beam not specified * * 3 * * 0 .0 Transverse beam not specified .000 .000 .000 * * 4 * * Transverse beam not specified * * 5 * * Transverse beam not specified * * 6 * * Transverse beam not specified * * 7 * * Transverse beam not specified * * 8 0 .0 .0 .0 N/A .000 .000 .000 0. .0 RIGHT SIDE BEAM PATT. Vu @d Vc @d Tu @d Tc @d Av /s At /s Atot /s Al Smax No. NO. SHEAR SHEAR TORSION TORSION @d @d @d @d ------------------------------------------------------------------------,---- 1 0 .0 .0 .0 N/A .000 .000 .000 0. .0 2 * * Transverse beam not specified 3 * * Transverse beam not specified 4 * * Transverse beam not specified 5, * * Transverse beam not specified 6 * * Transverse beam not specified 7 * * Transverse beam not specified 8 ---------------------------------------------------------------------- 0 .0 .0 .0 N/A .000 .000 .000 0. .0 - - - - -- NOTES: 1.) Deep beam analysis not considered. 2.) Loads assumed applied from above beam. 3.) Moment and shear at concentrated load must be checked manually if located along transverse beam. 4.) Symbols following Av /s values: * - Code required minimum shear reinforcement. x - Vs exceeds 4 *Vc, increase member section. 5.) Symbols following At /s values: * - Code required minimum torsion. x - Section check requires that the member section be increased. 6.) Symbols following Atot /s values: * - Code required minimum torsion reinforcement. # - Total stirrups exceed allowable. - - Stirrup spacing exceeds allowable. 7.) Redistribution of torque is not considered. 8.) Detail first stirrup @ 3 inches. z ~w UO U) o J = F- WU. w UQ �D = 0 F- w z X F- F- O w �5 U� ON Q F- wW F H U- I-- 111 z U- O z US- U4 -ZUU4 .AUU66(=) /..'U-.L • eroprletary 5o oz rVtCl'LH1VU 1. C,l °1 C,LV_l. tiJJIV.:;rdl� y 11:49:57 AM Licensed to: Licensee name not yet specified. N E G A T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** COLUMN *PATT *LOCATION * TOTAL * COLUMN STRIP * MIDDLE STRIP NUMBER* NO.* @COL FACE* DESIGN * AREA WIDTH * AREA WIDTH ------------------------------------------------------------- TOTAL * COLUMN STRIP * (ft -k) * (sq.in) (ft) * (sq.in) (ft). 1** 4 L II * AREA -3.4 1.04 6.0 1.04 6.0 2 4 it R 129.6 4.04 6.0 1.24 6.0 3 1 L II 3 ** -93.4 2.81 6.0 1.04 6.0 4 1 II R 96.1 2.90 6.0 1.04 6.0 5 1 L II 6.3 -96.1 2.90 6.0 1.04 6.0 6 1 II R 93.4 2.81 6.0 1.04 6.0 7 4 L II 1.25 -129.6 4.04 6.0 1.24 6.0 8 ** 4 II R 3.4 1.04 6.0 1.04 6.0 ** - Positive reinforcement required, compute manually. P O S I T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SPAN *PATT *LOCATION * TOTAL * COLUMN STRIP * MIDDLE STRIP NUMBER* NO. *FROM LEFT* DESIGN * AREA WIDTH * AREA WIDTH (ft) * (ft -k) * (sq.in) (ft) * (sq.in) (ft) 2 ** 3 5.7 83.9 1.97 6.0 1.29 6.0 3 ** 2 7.0 54.2 1.25 6.0 1.04 6.0 4 ** 3 6.3 63.4 1.47 6.0 1.04 6.0 5 ** 2 6.3 58.7 1.35 6.0 1.04 6.0 6 ** 3 7.0 63.4 1.47 6.0 1.04 6.0 7 ** 2 6.3 54.2 1.25 6.0 1.04 6.0 8 3 7.7 83.9 1.97 6.0 1.29 6.0 ** - Negative reinforcement required, compute manually. z Z �w u�l D JU UO CO J = H CO W w 0 w? C% = w z� I- O z F- w W Do U O co � I- ww ~ H U- O . z . w U= O z U5 - LUU4 L uuz:)0 (LIR) /•.UI rZUYL'leLd.Ly OUILWdte U1 YUM11,tiLVU l.Gl1GLV1• tiJJLV,.. tayt! 11 :49:57 AM Licensed to: Licensee name not yet specified. D E S I G N R E S U L T S * * * * * * * * * * * * * * * * * * * * * * * * * ** "NOTE- -The schedule given below is a guide for proper reinforcement placement and is based on reasonable engineering judgement. Unusual boundary and /or loading conditions may require modification of this schedule. N E G A T I V E R E I N F O R C E M E N T * C O L U M N S T R I P *M I D D L E S T R I P * LONG BARS * SHORT BARS * LONG BARS COLUMN * -B A R- L E N G T H- * -B A R- L E N G T H- * -B A R- L E N G T H- NUMBER * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT * (ft) (ft) * (ft) (ft) * (ft) (ft) 1 ** 3 # 4 1.00 4.24 2 # 4 1.00 3.02 5 # 4 1.00 3.26 2 F �� �� 46 5�25� 4.15 7 8.76 5.43 3 5 # 5 4.63 4.63 4 # 5 3.56 3.56 5 # 4 4.09 4,09 4 5 # 5 4.63 4.63 5 # 5 3.56 3.56 5 # 4 4.09 4.09 5 5 # 5 4.63 4.63 5 # 5 3.56 3.56 5 # 4 4.09 4.09 6 5 # 5 4.63 4.63 4 # 5 3.56 3.56 5 # 4 4.09 4.09 7 5 # 6 5.92 9.25 4 # 6 4.15 5.25 7 # 4 5.43 8.76 8 ** 3 # 4 4.24 1.00 2 # 4 3.02 1.00 5 # 4 3.26 1.00 + - Positixe reinforcement required, design manually. 0 P O S I T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I * C 0 L U M N S T R I P * M I D D L E S T R I P * LONG BARS * SHORT BARS * LONG BARS * SHORT BARS SPAN * - - -- B A R - - -- * - - -- B A R - - -- * - - -- B A R - - -- * - - -- B A R - - -- NUMBER * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * (ft) * (ft) * (ft) * (ft) - - - - - -- ----------------------------------------------------------------------- 2 ** 5 # 4 12.99 5 # 4 11.58 4 # 4 13.49 3 # 4 11.24 3 ** 4 # 4 12.83 3 # 4 10.00 3 # 4 13.83 2 # 4 9.33 4 ** 4 ' #4 12.83 4 # 4 10.00 2 9.33 5 ** 4 # 4 12.83 3 # 4 10.00 3 # 4 13.83 2 # 4 9.33 6 ** 4 # 4 12.83 4 # 4 10.00 3 # 4 13.83 2 # 4 9.33 7 ** 4 # 4 12.83 3 # 4 10.00 3 # 4 13.83 2 # 4 9.33 8 5 # 4 12.99 5 # 4 11.58 4 # 4 13.49 3 # 4 11.24 ** - Negative reinforcement required, design manually. s ,.ci,?::S r.r,�s.iH..+i.aui7'a ,.ir ;rN ft {,.i «:Sfp� '�rifu`.'s`+:i;, "c.iF: •G "'..,... z ' w JU UO w= H �LL w LLQ �D = �w z H ZO LU5 U� o�_ wW Lo w co O z U5- U4- - ZUU4 AUU55 (tm) I .Ul eroprieLary SoxLware of rUn1LHlVU �,�,gsr,�vi. ti00I4. ray'd ,. 11:49#.58 "AM Licensed to: Licensee name not yet specified. NOTE: Zero transfer "CRITICAL SLABW" indicates no support dimensions given for transfer. If beam(s) are present, transfer mode maybe due to beam shear and /or torsion, check manually. * - Indicates REQ'D reinforcement is greater than PROV'D (check bar selection) A D D I T I O N A L I N F O R M A T I O N F O R I N - S P A N C O N D I T I O N S * REINF. SUMMARY * SPAN * A D D I T I O N A L I N F O R M A T I O N A T S U P P O R T S - PROV'D. * (W /O PARTIAL LOADS) * *********************************** (sq.in) * (ft -k) * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 125.1 3 2.28 * REINF. SUMMARY* ADD'L R/F REQ'D DUE TO UNBALANCED (U.) MOMENT TRANSFER 2.40 UMN --------------* ------------------------------------------------------ 2.60 125.1 7 2.28 2.40 125.1 8 3.26 NUMBER * W/O U. MOMENT * MAX.U. *GAMMA* FLEXURAL *PATT* CRITICAL SECTION * REQ'D - PROV'D* MOMENT * -f * TRANSFER *NO. * SLABW - AREA - R/F * ( sq.in) ( sq.in) * (ft -k) - - - - * * - - (ft -k) * - _ ___---- * (ft) ---- y----- ( sq.in) -- - - - --- 1 - - - - - -- - 2.07 * - -- -- 2.00 .0 1.00 • 0 3 3.2 .00 0 # 2 5.29 5.36 .0 1.00 .0 1 3.2 .00 0 # 6 3 3.85* 3.79 .0 1.00 .0 3 3.2 .00 0 # 5 4 3.94 4.10 .0 1.00 .0 2 3.2 .00 0 # 5 5 3.94 4.10 .0 1.00 .0 2 3.2 .00 0 # 5 6 3.85* 3.79 .0 1.00 .0 3 3.2 .00 0 # 5 7 .29 5.36 .0 1.00 .0 0 3.2 .00 0 # 6 8 2.07* 2.00 .0 1.00 .0 4 3.2 .00 0 # 4 NOTE: Zero transfer "CRITICAL SLABW" indicates no support dimensions given for transfer. If beam(s) are present, transfer mode maybe due to beam shear and /or torsion, check manually. * - Indicates REQ'D reinforcement is greater than PROV'D (check bar selection) A D D I T I O N A L I N F O R M A T I O N F O R I N - S P A N C O N D I T I O N S * REINF. SUMMARY * SPAN * ----------- - - - - -- * TOTAL FACTORED SPAN NUMBER* AT MIDSPAN * STATIC DESIGN MOMENT * REQ'D. - PROV'D. * (W /O PARTIAL LOADS) * ( sq.in) (sq.in) * (ft -k) 2 3.26 3.40 125.1 3 2.28 2.40 125.1 4 2.51 2.60 125.1 5 2.39* 2.40 125.1 6 2.51 2.60 125.1 7 2.28 2.40 125.1 8 3.26 3.40 125.1 * - Indicates REQ'D reinforcement is greater than PROV'D (check bar selection) z �z �w Q 2 WU 0 NO J = CO W w U. �D = �W z 1- O z 1-- W W U� ON o�- WW U- O W z U= z UJ U4 tiUUJJ k u1L) / . Ul rLUy11eLdry OOLLWdLe UL l,ZVlr,1 Acb1V rage 1 / 11:49-:58 'AM Licensed to: Licensee name not yet specified. D E F L E C T I O N A N A L Y S I S ******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ! NOTES- -The deflections below must be combined with those of the analysis in the perpendicular direction. Consult users manual for method of combination and limitations. - -Spans 1 and 9 are cantilevers. -- Time - dependent deflections are in addition to those shown and must be computed as a multiplier of the dead load(DL) deflection. See "CODE" for range of multipliers. -- Deflections due to concentrated or partial loads may be larger at the point of application than those shown at the centerline. Deflections are computed as from an average uniform loading derived from the sum of all loads applied to the span. -- Modulus of elasticity of concrete, Ec = 3321. ksi * * C O L U M N S T R I P * M I D D L E S T R I P * DEAD * DEFLECTION DUE TO: * DEFLECTION DUE TO: SPAN LOAD *-------------------------------------------------------- NUMBER * Ieff. * DEAD * LIVE * TOTAL * DEAD * LIVE * TOTAL * (in ^4) * (in) * (in) * (in) * (in) * (in) * (in) 1 6144. -.004 -.011 -.015 -.004 -.011 -.016 2 6144. .024 .065 .090 .015 .039 .054 3 6144. .008 .034 .043 .002 .012 .014 4 6144. .013 .044 .057 .007 .023 .030 ' 5 6144. .011 .042 .053 .005 .019 .024 6 6144. .013 .044 .057 .007 .023 .030 7 6144. .008 .034 .043 .002 .012 .014 8 6144. .024 .065 .090 .015 .039 .054 9 6144. -.004 -.011 -.015 -.004 -.011 -.016 Q U A N T I T Y E S T I M A T E S **** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL QUANTITIES ---------------- CONCRETE .... 29.7 cu.yd FORMWORK .... 1198. sq.ft REINFORCEMENT (IN THE DIRECTION OF ANALYSIS) j (NEGATIVE) .... 970. lbs f (POSITIVE) .... 767. lbs SUMMARY OF QUANTITIES --------------------- CONCRETE .... .70 cu.ft /sq.ft FORMWORK .... 1.05 sq.ft /sq.ft REINFORCEMENT ** .... 1.52 lbs / sq.ft * *(IN THE DIRECTION OF ANALYSIS) +.._a .t. i• .; ,.J. .. ».. «.,. .- (.:,�. :.{iw„t G ?+.5r :.�. ' tr �. f 777 ,. >+"N ..+v.Ji�uxiP^.+i:'i' 'u'..a ". • a, �:• ncu�3:. t,: � :wn= °::ii1Y.:im.'1STa.�r'S:nili. z Z �w ¢ D JU 00 N J = U) LL w �_j u. Q = �w z F- 0 z I- w w U� ON o�_ w HF- O tll z U= O z L ENW ENGINEERs NORTHWEST, INC., P.S. 'r STRUCTURAL E NGINEERS aa / 6869 WOODLAwN AVE. N. E., #205 SEATTLE, WA 98115 (206) 5257560 FAx (206) 522 -6698 PROJECT # D�V �� PROJECT IA 3 S DATE SUBJECT SHEET OF BY 0/y L OL -tau /''dF �-`��' s�r .33 l3.3�fq 12.3 {9 v u 24-(. 1 4.b 2 4. (. b =�ti P s � z ( 12 S A. Ko 6s� A s 1,0l' 4-16 i ) � #. 0veJ eAcH W ( � e 5" Z j-- Z w UO 0 wx cl) LL w 9-1 u.D � =w �_ Z �- F- O W�. LLI D0 O� p }- wW HF U. O W Z U N O Z ENW ENGINEERs NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAwN AVE. N. E., #205 SEATTLE, WA 98115 (206) 5257560 FAx (206) 5226698 Cn PROJECT # PROJECT `/T�ST/V I ,/ 44' DATE -/ 3-1)41 SUBJECT 1A) T ( AA C. SHEET OF B ,Q'yic. A = j2ivw Q - /I,- (o A 2 138 Utz } l q `, w ` v i �� 3 sF i i Z Z : J U UO N(3 W= J N u- 0 u. a �a =w ? 1-. WO UJ U� co o� W uJ F- -. u. Z U= ~O F- Z. ENW EN GINEERs NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 W OODLAwN AVE. N. E., 4205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 5226698 PROJECT # PROJECT DATE SUBJECT SHEET OF BY 1P r sm') - clor 1 s me & �T. @ 44e-) �� H Ny�,svd CtN,,gED 6' d .� Gl3o i�ti'�tl E/? s193� J ` � \N f J •� f, i qL V Fj n 77 e c., , u , a ,rs i z W �QQ � JU UO co) J = H W L w La ca = w ?� �- O w 2� U O� 0 H- w HF- tL O W z U= OH z ENW ENGINEERs NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS 6869 WOODLAwN AVE. N. E., #205 SEATTLE, WA 98115 (206) 5257560 FAX (206) 522 -6698 1 PROJECT# n 1 - PROJECT lu/�f26*7,7V' d¢,S9' /fie° As DATE SUBJECT SHEET OF BY .d Goa - -jr 5 Pb z3 i • 3 0, 2- G, /� i s S i Z.8 3 7,vL rep- e w '_ , 5p4o/;w z 'a �z �w .J U UO co co Lu J = N LL w 0 ua co D = a. �w z X z o. w LLj �o U w U U- O w z 1= _ co O z k. 3 GEOTECHNICAL ENGINEERING STUDY PROPOSED TYCOM GLOBAL NETWORK TELEXCHANGE FACILITY BUILDING 3, INTERGATE EAST TUKWILA, WASHINGTON E- 2579 -41 June 27, 2001 PREPARED FOR TYCOM GLOBAL NETWORK r� •��. � IRE S7 Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 201 Bellevue, Washington 98005 (425) 643 -3780 Toll Free 1- 888 - 739 -6670 REVIEWED FOR CODE COMPLIANCE APPROVE JUL 212004 rr t J Zger City Of l kw11a 2i -4 I G DIVISION rITIR OF TI IKWII A JUL 0 2 2004 PERMIT CENTER INCO !!r LTR # bo4 z �}- z �w QQ JU 000 N J = Cl) LL w 0. LLQ Cf) 1 �w z� z� LU U� o C o�- w LL W z U= o� z h t Earth Consultants Inc. Geotechnlcal Engineers. Geologists & Environmental Scientists June 27, 2001 TyCom Global Network c/o J.A. Jones Construction Company 3343 — 120 " Place South Tukwila, Washington 98168 Attention: Mr. Butch Banner Dear Mr. Banner: E- 2579 -41 We are pleased to submit our report titled "Geotechnical Engineering Study, Proposed TyCom Global Network Telexchange Facility, Building 3, Intergate East, Tukwila, Washington. This report presents the results of our field exploration, selective laboratory tests, and engineering analyses as they relate to the building upgrades. In our opinion, the planned upgrades to the existing building are feasible from a j geotechnical standpoint. The primary geotechnical considerations are related to foundation support, and reducing post - construction settlements. Due to the presence of compressible soils at the site, the use of pile foundations will be necessary to support the proposed generator yard and new building loads. Bearing soils suitable for support of pile foundations were encountered at depths of approximately thirty -five (35) to forty -five (45) feet below the existing grade. Recommendations for foundation support of the new structures are presented in the following sections of this report. We appreciate this opportunity to have been of service to you. Should you or your I consultants have questions about the content of this report, or if we can be of further assistance, please call. Sincerely, EARTH ONSULTANTS, INC. 4 - :ond A. Cog as, P. E. Project Manager 1805 -136th Place KE, Suite 201, Bellevue, Washington 98005 Bellevue (425) 643 -3780 FAX (425) 746 -0860 Toll Free (888) 739 -6670 z Z �w Q � JU 00 CO CO W J � �LL w J IL?... CO d = W Z �. �_o z t_ LU U� ON a �_ wW �z LLi U =, 0 z TABLE OF CONTENTS E- 2579 -41 PAGE INTRODUCTION ............................................................... ............................... 1 General .................................................................. ............................... 1 Project Description ................................................... ............................... 1 SITE CONDITIONS .:.......................................................... ............................... Surface .................................................................. ............................... 1 Subsurface ............................................................. ............................... 2 Groundwater........................................................... ............................... 2 LaboratoryTesting ................................................... ............................... 2 DISCUSSION AND RECOMMENDATIONS ............................ ............................... 3 General .................................................................. ............................... 3 Site Preparation and General Earthwork ...................... ............................... 3 Foundations ............................................................ ............................... 4 TankExcavation ..........:........................................... ............................... 6 Permanent Retaining and Foundation Walls ................. ............................... 7 Seismic Design Considerations .................................. ............................... 8 Existing Structural Slab ............................................ ............................... 9 SiteDrainage .......................................................... ............................... 9 Excavationsand Slopes ........................................... ............................... 10 Utility Trench Backfill .............................................. ............................... 10 PavementAreas ..................................................... ............................... 11 LIMITATIONS .................................................................. ............................... 12 Additional Services ................................................. ............................... 12 Earth Consultants. Inc. z 30 UO to 0 (D III � W° 2� U . � F- w z i- O w ~ w U� o - off wW L L -- z O z w 9 TABLE OF CONTENTS, Continued E- 2579 -41 APPENDICES Appendix A Appendix B ILLUSTRATIONS Plate 1 Plate 2 Plate 3 Plate 4 Plate A 1 Plates A2 through A17 Plates A18 through A20 Plate B1 and B2 i Field Exploration Laboratory Test Results Vicinity Map Boring Location Plan Typical Footing Subdrain Typical Utility Trench Fill Legend Boring Logs (June 2001) Boring Log (March, 1985) Grain Size Analyses Earth Consultants, Inc. . � .�. ,:.: ,�.. .�. �.. c , ,�.... :. . .. � ,,..... ...._ . -� � ,:, �.�: � , .:.;:.:a. ...: ;.::_ .i�a ��i� � v.�,.un'„.:;:z- ,taK,.:. p! :.+',�.,.G..:,...n. ,. ....y,,. �awo..• +.,k�: +� ...emu'..::+ Z Z D JU U 00: N J 3: �LL w 0 Q' N D = d W Z �. 1-- w ~ w 25 U O� O F— Ww Lo Z U CO O F- Z GEOTECHNICAL ENGINEERING STUDY PROPOSED TYCOM GLOBAL NETWORK TELEXCHANGE FACILITY BUILDING 3, INTERGATE EAST TUKWILA, WASHINGTON E- 2579 -41 INTRODUCTION General This report presents the results of the Geotechnical Engineering Study completed by Earth Consultants, Inc. (ECI) for the proposed TyCom Global Network Telexchange Facility to be located at 3333 South 120 Place, Tukwila, Washington. The general location of the site is shown on the Vicinity Map, Plate 1. The purpose of this study was to explore the subsurface conditions at the site, and based on the conditions encountered, develop geotechnical recommendations for the proposed site development. Project Description A schematic representation of the existing building, proposed generator yard, and our exploratory locations are approximately as shown on the Boring Location Plan, Plate 2. The existing building was constructed in 1986 and is supported on timber piles. Along the east side of the existing building, construction of a generator yard and the installation of an underground 'storage tank are planned. The generator yard foundation will be a pile supported two -foot thick mat foundation. In the interior of the existing building from grids H to L and 8 to 18, new metal stud bearing walls will be installed. We understand the new metal stud interior walls will impart loads of 5 kips per lineal foot. The new diesel generators and pump package planned outside the building will weigh 70 kips and 50 kips, respectively. If any of the above design criteria are incorrect or change, we should be consulted to review the recommendations contained in this report. In any case, ECI should be retained to perform a general review of the final design. SITE CONDITIONS Surface The area around the existing building is currently a paved parking area. The topography is relatively flat. Earth Consultants, Inc. M z i~ z �w QQ JU UO NO co W J � NLL w� 2� J LL j � d =w z� �o w LU U� ON ww 1L O z U= oF_ z IV- GEOTECHNICAL ENGINEERING STUDY TyCom Global Network c/o J.A. Jones Construction Company June 27, 2001 Subsurface E- 2579 -41 Page 2 The subsurface conditions at the site were explored by drilling two borings along the east side of the building and three borings inside the building. Previous subsurface data collected in 1985 during the original development of the site was also reviewed. Please refer to the boring 'logs presented on Plates A2 through A20 for a more detailed description of the conditions encountered at each location explored. A description of the field exploration methods is included in Appendix A. The following is a generalized description of the subsurface conditions encountered at the exploration sites. Silty sand with gravel and light weight fill (Hog Fuel) soils were observed to a depth of approximately six to ten feet at the boring locations. Underlying the existing fill, very loose to medium dense sand, silt, and clay soils were encountered. At a depth of approximately thirty -five (35) to forty -five (45) feet medium dense to very dense sand, silty sand, and gravel were encountered. Based on the conditions observed, the lower deposits of very dense sand, silty sand, and gravel is suitable for support of the pile foundations. The previous subsurface data acquired at the site in 1985 are generally consistent with the conditions observed at the new boring locations: Groundwater At the time of our exploration (June 2001), the groundwater table was observed at a depth of approximately thirteen (13) to fifteen (15) feet below the existing grade. Groundwater levels and the rate of seepage are not static, and fluctuations in the level and rates can be expected depending on the season, amount of rainfall, surface water runoff, and other factors. Generally, the groundwater level and rate of seepage is higher in the wetter winter months (typically October through May). Laboratory Testing Laboratory tests were conducted on several representative soil samples to verify or modify the field soil classification and to evaluate the general physical properties and engineering characteristics of the soil encountered. Moisture content tests were performed on all samples. The results of laboratory tests performed on specific samples are provided in Appendix B, or at the appropriate sample depth on the boring logs. It is important to note that these test results may not accurately represent the overall in -situ soil conditions. Our geotechnical recommendations are based on our interpretation of these test results and their use in guiding our engineering judgement. ECI cannot be responsible for the interpretation of these data by others. M Earth Consultants, Inc. 1 Z a� �- w 00 00 U) LL1 J H T w 2� J LL.? co =w z� 1= O w 25 U� O o �- wW F-� �- O w Z co ~O H z GEOTECHNICAL ENGINEERING STUDY TyCom Global Network c/o J.A. Jones Construction Company E- 2579 -41 June 27, 2001 Page 3 z In accordance with our Standard Fee Schedule and General Conditions, the soil samples ;M w for this project will be discarded after a period of fifteen days following completion of this report unless we are otherwise directed in writing. o Co DISCUSSION AND RECOMMENDATIONS J M General NU_ UJ 0 Based on the results of our study, it is our opinion the proposed upgrades to the existing U. j building are feasible from a geotechnical perspective, provided the recommendations D d contained in this report are incorporated into the final design. The primary geotechnical _ z considerations for the project are related to foundation support -� p j pport and reducing post- ~ � o construction settlements. In our opinion, the proposed generator pad and new building w ~ W foundations can be supported on pile foundations bearing in the dense to very dense o strata encountered at depths of approximately thirty five (35) to forty five (45) feet. o cn Recommendations for site preparation and foundations are presented in the following o sections of this report. LU L) The excavation for the underground storage tank planned along the east side of the .. z generator pad will require temporary shoring. Given the relatively high groundwater 0 CO conditions and the- presence of loose soils, the use of sheetpiles will likely be the most p practical approach to shoring the excavation. Recommendations for the underground z storage tank excavation are provided in the "Tank Excavation" section of this report. This report has been prepared for the exclusive use of TyCom Global Network and their representatives. The report was prepared for specific application to this project only and in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No other warranty, expressed• or implied, is made. We recommend that this report, in its entirety, be included in the project contract documents for the information of the contractor. Site Preparation and General Earthwork The proposed development areas along the eastern exterior of the existing building should be stripped and cleared of the existing asphalt pavement and other deleterious materials. If desired, the existing asphalt pavement can be crushed and left in place below the generator pad. The asphalt should be crushed into fragments of three inches or less. Existing utility pipes that are abandoned should be plugged or removed. Earth Consultants, Inc. I 'i',»t ,+1 %s i,l� r b•;' „;1w �i .siiti��kt^Lnr`ks.a� < v I i e+ti:rinN$YJ.'i.' fri4titi f£Si .�a•. l{ 'YrY GEOTECHNICAL ENGINEERING STUDY TyCom Global Network c/o J.A. Jones Construction Company E- 2579 -41 June 27, 2001 Page 4 Structural fill placed around the proposed pile caps and grade beams should consist of Z z compacted granular fill. A representative of ECI should observe the ground surface where JZZ Uj structural fill, or foundations are to be placed. Loose or unstable subgrade soils should be 0 stabilized prior to constructing the pile caps and grade beams. The native soils are U o sensitive, and will become unstable when exposed to excessive moisture. Q w 11.1 Compaction and grading of these soils will be difficult if the moisture content of the soil is J above the optimum moisture content. S2 LL w o Fill for use during wet weather should consist of a fairly well raded granular material 9 9 LL ¢ having a maximum size of three inches and no more than 5 percent fines passing the No. d 200 sieve based on the minus 3/4 -inch fraction. _ z� Structural fill is defined as compacted fill placed under foundations, roadways, slabs, w pavements, or other load- bearing areas. Structural fill under slabs and footings should be o ? o i placed in horizontal lifts not exceeding twelve (12) inches in loose thickness and CO compacted to a minimum of 90 percent of its laboratory maximum dry density. The o maximum dry density should be determined in accordance with AS_TM Test Designation = Uj 4 D -1557 (Modified Proctor). The fill materials should be placed at or near the optimum � moisture content. Fill under pavements and walks should also be placed in horizontal lifts _ Z and compacted to 90 percent of maximum density except for the top twelve (12) inches Cd which should be compacted to 95 percent of maximum density. o F- z Foundations In our opinion, the proposed generator yard and new foundations throughout the interior of the existing building can be supported on pile foundations bearing in the dense to very dense strata encountered at depths of approximately thirty -five (35) to forty -five (45) feet. We understand the use of sixteen 0 6) inch diameter augercast piles is currently being considered. This report will specifically address sixteen (16) inch diameter augercast piles. ECI can provide recommendations for other pile types, if requested. The augercast piles should be embedded into the bearing strata a minimum distance of five feet. As discussed previously, the bearing strata was encountered at depths of approximately thirty -five (35) feet to forty -five (45) feet. We estimate pile lengths of approximately forty (40) to fifty (50) feet will be necessary to achieve the minimum five (5) feet of embedment into the bearing strata. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY TyCom Global Network c/o J.A. Jones Construction Company E- 2579 -41 June 27, 2001 Page 5 For 16 -inch diameter piles the following allowable capacities may be used: Embedment Axial Capacity Uplift Capacity 5 -foot 50 Tons 15 Tons 10 -foot 60 Tons 18 Tons 15 -foot 70 Tons 20 Tons 20 -foot 80 Tons L 20 Tons For resistance to lateral loads, allowable capacities of two (2) tons and four (4) tons can be used for free head conditions, assuming one -half inch and one inch deflection, respectively. For fixed head conditions, allowable capacities of five (5) tons and ten (10) tons can be assumed for one -half inch and one inch deflection, respectively. The point of fixity for free head and fixed head piles can be assumed at seventeen (17) feet and twenty -two (22) feet, respectively. k � For short-term wind and seismic loading conditions, cone -third increase in the above capacities can be considered. Lateral resistance from grade beams and pile caps can be calculated using an equivalent fluid of three hundred fifty (350) pounds per cubic foot (pcf). Friction along pile caps and grade beams can also be assumed for resisting lateral loads. For design, a coefficient of friction of 0.35 can be used. Due to the potential for post- construction and liquefaction related settlements below pile caps and grade beams, friction along the bottom surface of these elements should be neglected. The above values assume the grade beams and pile caps are backfilled with granular structural fills. The piles should be spaced with a center to center distance of at least four diameters. The minimum spacing can be reduced to one and one -half pile diameters where new piles are placed adjacent to abandoned timber piles. Due to the loose conditions of the upper native deposits, a relatively large amount of grout may be necessary to complete the piles. Ratios of pumped grout to the theoretical volume could be as high as two for some piles. ECI should be on -site during the pile installation to verify bearing strata, depths of embedment, and pumped grout volumes. Earth Consultants, Inc. ., �.1x... ..,>- . «{,.J: .f..o: - ..Xra,= r.:i:3:i'r,Y�i� ntt:.U.;:.t wS'�:r.%4..j1 •�=fk � o�.�i � �.� t �ytisr.`W.'�' :sv' a�a• pie '.1e�s "+iw'�i J+� z � z �w JU 00 CO U) LILI J = DLL w LQ W� = �w Z z� W w U� (0_ o1.- wW I— H LL 8 U= o z GEOTECHNICAL ENGINEERING STUDY TyCom Global Network c/o J.A. Jones Construction Company June 27, 2001 E- 2579 -41 Page 6 Provided the foundations are installed in accordance with the recommendations contained in this report, we estimate differential settlement between the new pile groups will not exceed one -half inch. Most of the anticipated foundation settlements should occur during construction as dead loads are applied. Tank Excavation We understand installation of a 15,000 gallon underground storage tank is planned along the north end of the proposed generator pad. Installation of the tank will require an excavation of approximately fifteen (15) to eighteen (18) feet in depth. In our opinion, due to the loose soil conditions and shallow groundwater conditions, and the close proximity of the existing building, open cutting of the excavation is not feasible. A ' shoring system consisting of cantilevered sheetpiles or an internally braced sheetpile wall are feasible alternatives for temporary shoring of the excavation. Sheetpile support of underground storage tank excavation has been used successfully for several other tank excavations at the site. For calculating active earth pressures, an angle of internal friction of 32 degrees should be used for the existing fill soils and native silt soils that will be retained by the sheetpile wall. The existing fill soils generally consist of silty sand with gravel. A traffic surcharge of one - hundred potjnds per square foot (psf) applied in a rectangular distribution along the entire height of the wall should be included in the analysis. For the restraining soils located along the embedded portion of the sheetpiles, an internal angle of friction of 30 degrees should be used for calculating passive resistance. Based on our review of the soil conditions at the site, the soils anticipated along the embedded portions of the sheetpiles should consist of silt, sand, and silty sand. At the time of our exploration, groundwater was observed at a depth of approximately thirteen (13) to fifteen (15) feet below the ground surface. During the winter months groundwater levels could rise to within eight (8) feet of the ground surface. In our opinion, for design of the tank excavation shoring, groundwater should be modeled at a depth of eight (8) feet to account for the worst case condition. Earth Consultants, Inc. z �z �w QQ JU 00 N CO W J = LO LL w� LLQ = �. w z z° w W U o F- wW IL z w CO o� z GEOTECHNICAL ENGINEERING STUDY TyCom Global Network c/o J.A. Jones Construction Company E- 2579 -41 June 27, 2001 Page 7 Based on our experience with cantilever sheetpile shoring, pile embedment depths of 1.5 Z w to 2.0 times the shoring height are typical. Given the proposed excavation depths, we ,� estimate sheetpile lengths of approximately forty -five (45) to fifty (50) feet will be D necessary. If a braced or tieback sheetpile shoring system is used, we estimate sheetpile (D o lengths of approximately thirty (30) feet will be necessary. Due to the potential for a high w LU groundwater table, pumping of the shored excavation may be necessary, and heave of N LL the excavation bottom should be expected. The use of a woven geotextile and rock w o ballast can be used to help stabilize the excavation bottom, if necessary. Pumping of the excavation can be achieved by the use of sumps or well points installed around the U_ excavation perimeter. The rate of groundwater flow into the shored excavation is difficult CO a to predict, and will depend on groundwater levels at the time of construction. i z� Due to the relatively high groundwater table conditions at the site, buoyant forces acting w on the tank should be considered. Based on a minimum six foot of soil cover over the o a tank, uplift of the tank should not be a problem. The tank, however, should be anchored o to the concrete mat foundation that will be constructed at the bottom of the excavation. o ECI should observe the excavation to verify soil and groundwater conditions, and to = LU observe the subgrade conditions at the bottom of the excavation. The use of a woven L geotextile and rock ballast may be necessary along the excavation bottom to provide a z stable subgrade for the mat foundation. In our opinion, long term settlement of the tanks w L will not exceed 'one inch. ECI should review the design for the tank excavation and o shoring. The manufacturer of the tanks should be consulted with regard to minimum soil Z cover over the tanks in heavy truck areas. Permanent Retaining and Foundation Walls Retaining walls, and foundation walls that function as retaining walls should be designed to resist lateral earth pressures from the retained soils, and any surcharge loading. For walls designed to yield a minimum of 0.002 times the height of the wall, lateral earth pressures can be calculated using an equivalent fluid with a unit weight of thirty -five (35) pounds per cubic foot (pcf). For non - yielding walls, the equivalent fluid pressure should be increased to fifty (50) pcf. The above lateral earth pressure values assume horizontal backfill conditions and no hydrostatic pressures behind the wall. The above lateral earth pressure values assume no surcharges due to traffic, adjacent foundations, construction loads, or any other loadings. If surcharges are to apply, they should be added to the above design lateral pressures. To account for traffic surcharges, a two foot soil surcharge can be included in the retaining wall design, where applicable. Earth Consultants, Inc. ...: uY. a`" r }«'�� i:.,.w..,[,..,w. =��r+ �.+,a,: �..1 .:.. .�..'�5��}"�4�r+«' _ ..d m�.nsrs°. CSC. �'' �% �.. E."' Sfi»:]'. Y" ' 1 ".= iCP:'S "" x � h: :.:ZG.`.iii'..«r.��. I GEOTECHNICAL ENGINEERING STUDY TyCom Global Network c/o J.A. Jones Construction Company June 27, 2001 E- 2579 -41 Page 8 The walls should be provided with a perforated PVC drain pipe and backfilled with a free - draining material. The free - draining material should extend at least eighteen (18) inches behind the wall. Seismic Design Considerations The Puget Sound region is classified as Zone 3 by the Uniform Building Code (UBC). The largest earthquakes in the Puget Sound region have been subcrustal (intraplate) events, ranging in depth from fifty (50) to seventy (70) kilometers. Such deep events have exhibited no surface faulting. Weaver and Shedlock (1989) researched the probable or known source areas for the crustal, intraplate, and subduction zone earthquakes in the Washington and Oregon area. Crustal and intraplate earthquakes are the only events in Washington and Oregon in which there is a historical record. Shallow crustal earthquakes occur within the North American Plate, and typically do not exceed focal depths of approximately 20 kilometers. Intraplate earthquakes occur in the subducting Juan de Fuca plate, and typically occur below depths of 40 kilometers. The subduction zone earthquake, in which there is no historical record in the Washington and Oregon area, would have its source along the interface between the North American Plate and the subducting Juan de Fuca Plate. Magnitude 8+ earthquakes are thought to be possible along this interface, and would occur at depths of approximately 50 to 60 kilometers (Weaver and Shedlock, 1989). The UBC Earthquake regulations have established a series of soil profile types that are used as a basis for seismic design of structures. Based on the encountered soil conditions, it is our opinion that soil type SE from Table 16 -J of the 1997 UBC should be used for design. Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time during an earthquake. The effects of liquefaction may be large total and /or differential settlement for structures with foundations founded in the liquefying soils. Groundshaking of sufficient duration results in the loss of grain -to -grain contact and rapid increase in pore water pressure, causing the soil to behave as a fluid for short periods of time. To have potential for liquefaction, a soil must be cohesionless with a grain size distribution of a specified range (generally sands and silt); it must be loose to medium - dense; it must be below the groundwater table; and it must be subject to sufficient magnitude and duration of groundshaking. Earth Consultants, Inc. ft }.w Z �z �w D JU UO N CO Ili J H WL w J U— CO D =w z� z0 UJI W U� �_ o E- wW �O w Z U= o� Z GEOTECHNICAL ENGINEERING STUDY TyCom Global Network c/o J.A. Jones Construction Company E- 2579 -41 June 27, 2001 Page 9 Based on the soil and groundwater conditions observed at the site, it is our opinion that the site has a moderate to high susceptibility to liquefaction. Pile support of the structures will help mitigate the impacts of liquefaction related settlements to the building and new structures. Settlement of slab -on -grade foundations and pavements, however, a is possible. Structural support of the building slab will help mitigate the impacts of liquefaction related settlements to the building slab. In our opinion, liquefaction related settlements could be in the range of two inches to six inches, and would not occur uniformly across the site. Existing Structural Slab We understand the existing structural slab appears to have a waviness to the surface. The settlement of the slab should be confirmed with elevation readings. The structural engineer should assess the need for remediation of the existing structural slab based on j the magnitude of subsidence. 'We anticipate small settlements in the slab can be repaired by placing a leveling course of concrete on the existing slab. Site Drainage - The site must be graded such that surface water is directed away from the buildings. Water must not be allowed to stand in construction areas. During construction, loose surfaces should be sealed by compacting the surface to reduce the potential for moisture infiltration into the soils. Interceptor trenches should be provided along the perimeter of excavations to intercept groundwater seepage before it enters the construction area, where necessary. Heavy groundwater seepage conditions should be expected in excavations that are advanced below a depth of approximately six feet. Temporary dewatering of deep excavations may be necessary. Perimeter footing drains should be installed to help reduce the potential for water infiltration. A typical footing drain detail for the perimeter footings or grade beams is provided on Plate 3. Under no circumstances should roof downspout drain lines be con- nected to the footing or foundation wall drain systems. All roof downspouts must be separately tightlined to discharge. Earth Consultants, Inc. YC. , c . „„.+�ii�f:. � � aa�:;: a ; ia:a r '. � " ry'.'+ �': iti '+a;w,.:S.kisliSia'A'w,�'S'tit �' {' ' "�y° »3n r , se..�,,, .:aw....i�:;. � ate" . 4+a�3.Yf�:'HC'i`di,::�F.'.i.r, z �z �w � 2 U U00 W = SLL 2 w La �D = �w Z_ I— o w ~ w U� o CO o� w L o w z U= o� z 1 %, - GEOTECHNICAL ENGINEERING STUDY TyCom Global Network c/o J.A. Jones Construction Company E- 2579 -41 June 27, 2001 Page 10 Z Excavations and Slopes w �g The following information is provided solely as a service to our client. Under no o circumstances should this information be interpreted to mean that ECI Is assuming N o responsibility for construction site safety or the contractor's activities; such responsibility J is not being implied and should not be inferred. N W In no case should excavation slopes be greater than the limits specified in local, state �I (WISHA), and Federal (OSHA) safety regulations. Based on the information obtained from u. our field exploration, the soils observed would be classified as Type C by OSHA and = a WISHA. As such, temporary cuts in these soils should be sloped at an inclination no Uj Z steeper than 1.5H:1 V (Horizontal: Vertical). ECI should observe the excavations to >~ o observe soil and groundwater conditions, and verify the OSHA soil type. ECI should w ~ t review the temporary slope and grading plan and observe conditions during excavation to o verify soil and groundwater conditions. If temporary slopes cannot be constructed in o co accordance with OSHA guidelines, the use of temporary shoring may be necessary. o� WW =U Permanent cut and fill slopes should be inclined no steeper than '2H:1 V. Cut slopes o j should be observed by ECI during excavation to verify that conditions are as anticipated. Supplementary recommendations can then be developed, if needed, to improve stability, ui Z _ including flattening -of slopes or installation of surface or subsurface drains. In any case, o water should not be allowed to flow uncontrolled over the top of slopes. Z Permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil. Utility Trench Backfill Based on the soil conditions encountered at the time of our exploration, remedial measures may be necessary for support of utilities located below the elevation of the existing fill soils. A woven geotextile and rock ballast can be used to provide support for utilities where weak soils are present along the trench subgrade. Below a depth of approximately six feet, heavy groundwater conditions should be expected in the trench excavation. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY TyCom Global Network c/o J.A. Jones Construction Company June 27, 2001 E- 2579 -41 Page 11 In our opinion, utility structures and vaults that are not advanced below a depth of approximately six feet will not require any special consideration regarding buoyancy. Utility installations that are advanced below a depth of approximately six feet should be assessed with regard to settlement of the trench backfill and buoyant forces acting on the utility structures. In our opinion pile support of utilities will not be necessary. The use of lightweight backfill, however, may be necessary for the deeper utility installations, such as sewer. Utility trench backfill is a primary concern in reducing the potential for settlement in pavement areas. It is important that the utilities be adequately supported in the bedding material. The material should be hand tamped to ensure support is provided around the haunches of these structures. Fill should be carefully placed and tamped to about twelve 0 2) inches above the crown of the pipe or tanks before heavy compaction equipment is brought into use. The remainder of the backfill should be placed in lifts having a loose thickness of less than twelve 0 2) inches. A typical trench backfill section and compaction requirements for load supporting and non -load supporting areas is presented on Plate 4. Pavement Areas The adequacy of site pavements is related in part to the condition of the underlying subgrade. To provide a properly prepared subgrade for pavements, the subgrade should be treated and prepared as described in the Site Preparation and General Earthwork section of this report. This means at least the top twelve (12) inches of the subgrade should be compacted to 95 percent of the maximum dry density (per ASTM D- 1557). It is possible that some localized areas of soft, wet or unstable subgrade may still exist after this process. Therefore, a greater thickness of structural fill or crushed rock may be needed to stabilize these localized areas. The following pavement section for lightly - loaded areas can be used: • Two inches of asphalt concrete (AC) over four inches of crushed rock base (CRB) material, or • Two inches of AC over three inches of asphalt treated base (ATB) material. r Earth Consultants, Inc. i i' 1 Z QQ J0 00 CO 0 wW S2 �L w �Q �D i F- W ►- O Z F- 25 U O CO o�- W Ir— U Iii Z U= O Z GEOTECHNICAL ENGINEERING STUDY TyCom Global Network c/o J.A. Jones Construction Company June 27, 2001 E- 2579 -41 Page 12 Heavier truck - traffic areas will require thicker sections depending upon site usage, pavement life and site traffic. As a general rule, the following sections can be considered for truck - trafficked areas: • Three inches of AC over six inches of CRB, or • Three inches of AC over four and one -half inches of ATB. These pavement thicknesses may be modified based on anticipated traffic loads and frequency. Asphalt concrete (AC), asphalt treated base (ATB), and crushed rock base (CRB) materials should conform to WSDOT specifications. All rock base should be compacted to at least 95 percent of the ASTM D -1557 laboratory test standard. LIMITATIONS Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses, the design information provided to us by you, and our experience and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from the exploratory borings. Soil and groundwater conditions between borings may vary from those encountered. The nature and extent of variations between our exploratory locations may not become evident until construction. If variations do appear, ECI should be requested to reevaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Additional Services We recommend that ECI be retained to perform a general review of the final design and specifications to verify that the earthwork and foundation recommendations have been properly interpreted and implemented in the design and in the construction specifications. M Earth Consultants, Inc. z � D 0 �z � 00 Co J � � w �Q co D = �w z O R �5 UO ON 0 1- LU LU F� U_ z w co b F- z GEOTECHNICAL ENGINEERING STUDY TyCom Global Network c/o J.A. Jones Construction Company June 27, 2001 E- 2579 -41 Page 13 We also recommend that ECI be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications, or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. We do not accept responsibility for the performance of the foundation or earthwork unless we are retained to review the construction drawings and specifications, and to provide construction observation and testing Earth Consultants, Inc, . {. +;Ni.:.a�5yea:, -.1r 5.�' r:e.dr� *•i•�esi�v.<.;.:u.r..... :w..,..�v.,...r.� .:.: i.... �1:.:.. +,.�taa.i..,,.:..r. Fa..t.<:;: .:.:..ui z �w u�D UO 0 w� CO) LL w 9- w ¢ Md Z� f- 0 z�- w � o 0 .o t-- = U. H � LO ui Z CO) Z Y US a r r U . S r. h ST I I. < 1 _vi i i i4t 7 i i j JJJ Earth Consultants Inc. Geotechnical Engineers, Geologists R Environmental Scientists I; Reference: Puget Sound Area King County / Map 625 By Thomas Brothers Maps Dated 2001 1 P NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Vicinity Map TyCom Tukwila, Washington Drwn. GLS Date June 2001 Proj. No. 2579 -41 Checked RAC Date 6/26/01 Plate 1 Y1 ;✓a urx:,.svm.�mn..rvsn.e.,mmu,..,, .: rzcrlaa+. armtary xnr+.... I' 114 a WJH �7 Z ~ W � D UO UO J D LL c WO C L F— W Z H F— O W W U� ON W H~ �O Z W U= O Z Bldg. 2 Bldg. 1 NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black and white reproductions of this plate. Not - To - Scale LEGEND B- 101 -9 Approximate Location of ECI Boring, Proj. No. E- 2579 -41, June 2001 B -3 —o—Approximate Location of ECI Boring, PRoj. No. E -2579, Mar. 1985 Subject Building Existing Building 3ft Earth Consultants, Inc. Geolechnical Engineers. Geologists & Environmental Scientists Boring Location Plan TyCom Tukwila, Washingt Drwn. GLS Date June 2001 Pro]. No. 2579 -41 Checked RAC Date 6/26/01 Plate 2 .e.� ' U R} !' •' G , ' Y;+„ ' 7�f 7e* e� 3'? � ':e %;+r± ::'�» :. .,.�'!,'.•........_.._�........ _u. ,. _.......i: �..: ,_' ......,»...._......v:'.— :,_.... �.. ". .:... ,.rS�q;• zKN� z Z �w �U 00 CO J = H N LL w UQ co :3 = �w z �O z ►- w U� 0— o�- W F- - �O w z co O z 6 Inch min. b° Slope To Drain ° t'L O O e �, ..mow - .•. - � • �• - •o - �• • ��• •• •'o .. �.' •+ O'• o ° •�� O' �•.� ;; °O �'•'.• ..• .� -A moo' 0 0 O 4 inch min. ° Diameter o:.:.;�::.• -:. o '.: - : ,.;.. ° • ,o - o ° o . e��_ Perforated Pip : °••, : : :, �:.;:,: a •e . °, ° ° ° o° ; . ° b •o •'� °° Wrapped In Drainage . : ='... '•, •.�; o -' ;; o e o • o - ° ° o ° ° ° o Fabric % "�; �� =: :�.' ° ° ° °° °� '° ° °° 18 inch min. 2 inch min. 2 inch min. i 4 inch max. 12 inch min. SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING LEGEND Surface seal; native soil or other low permeability material. Fine aggregate for Portland Cement Concrete; Section 9-03.1(2) of the ° WSDOT Specifications. Drain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Do not tie building downspout drains into footing lines. Wrap with Mirafi 140 Filter Fabric or equivalent. Earth Consultants Inc TYPICAL FOOTING SUBDRAIN DETAIL Crou'chnkal Englnecrs. Geobgists & En%lroruncn,al Sck•rnbrs TyCom Tukwila, Washington Proi. No. 257941 1 Drwn. GLS Date June 2001 Checked RAC Date 6/26/01 Plate 3 `� Qf•, � �' � s �i� {b«1!•!�S`.'f'�"'�r,7$'.w<; �.s�� ..sn.�4,yc�y,�— �r�zi�r�i fn . .•.tt,r ......new `.4Y'4f+� ��" ' �•'^ 5t •.n. � ...w ..v�r.w �.•+... w..... r. �...... r ...w- ..�..r.....a...ur.�..rwr.. W«.aar.•.o:+�.w{b• —.e ..... i 1 1 Z W u� D JU UO I0 0 N w w= J �— M U w I.f. U. N D w Z z� w� w U� ON w u. O ui Z U= O Z Non -Load Supporting Floor Slab or Areas Roadway Areas Backfill Bedding - Road Pavement or Concrete Floor Slab ° o ° L Base Rock Backfill; Compacted On -Site Soil or Suitable Imported Fill Material. Minimum Percentage of Maximum 90 Laboratory Dry Density as determined by ASTM Test Method D 1557 -91 (Modified Proctor), unless otherwise specified in the attached report text. : .;q Bedding Material; material type depends on type of pipe and laying conditions. Bedding should conform to the manufacturers recommendations for the type of pipe selected. Varies 1 foot min. Varies Varies I SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Consultants, Inc. Geotechnical Engineers, Geologists 6 Environmental Scientists TYPICAL UTILITY TRENCH FILL TyCom Tukwila, Washington Drwn. GLS �• ' •' •j• r:85, 0 o o O o ° 0 0 oOo O°O° ° Checked RAC 95 Plate 4 • •" 80 90 0. .. '• :t::':::i :•: ': Pipe :;: : ?: •• :'::oa o L7 0 �0 o. o',U obo oO o 0 Q•° Q, °• �• °• �o O 0°0• O •° O• ° oO °moo °Q Q*cf Q'o 0 0 ° °moo °Qo °Q Oo Ca oa . . ° .b. • . o•b• •.ti1 .•o o;o °a::�b•4jo;'o:�a: °sb :s'a • •Qd;���a : .;q Bedding Material; material type depends on type of pipe and laying conditions. Bedding should conform to the manufacturers recommendations for the type of pipe selected. Varies 1 foot min. Varies Varies I SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Consultants, Inc. Geotechnical Engineers, Geologists 6 Environmental Scientists TYPICAL UTILITY TRENCH FILL TyCom Tukwila, Washington Drwn. GLS Date June 2001 Proj. No. 2579 -41 Checked RAC Date 6/26/01 Plate 4 En z .. .:: n. �" �"` w�.......—.. r+✓. w... r. wwiati. v+.. v .n..— •.s.w�aw•.waur+ww.wnwec-mV �h�FYi`.T I I. z ~ w U0 CO a W = C0 U_ w u- cod = W Z r F— O z I— w W U� w 1_ U L — 0 W co H� O z APPENDIX A FIELD EXPLORATION z E- 2579 -41 w D • JU Our field exploration was performed in June 2001. Subsurface conditions at the site Co W were explored by drilling five borings. The approximate boring locations were determined LU X from existing landmarks presented on available plans. The locations of the borings should cn be considered accurate only to the degree implied by the method used. These o w 0 approximate locations are shown on the Boring Location Plan, Plate 2. U- -:C D The field exploration was continuously monitored by an engineer from our office, who i w classified the soils encountered and maintained a log of each boring, obtained z = representative samples, measured groundwater levels, and observed pertinent site �- z o features. w w Do All samples were visually classified in accordance with the Unified Soil Classification ;p (0. System that is presented on Plate Al, Legend. Logs of the borings are presented in the ° Ir- W Appendix A, Plates A2 through A17. The logs from a previous study in March of 1985 X 0 are presented on Plates A18 to A20. The final logs represent our interpretations of the U o field logs and the results of the laboratory tests of field samples. The stratification lines iii z. on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. 0 z Earth Consultants, Inc. M Topsoil- ' y y J Humus And Duff Layer GRAPH LETTER Hfyhly Variable Constituents MAJOR DIVISIONS iSYMBOL SYMBOL TYPICAL DESCRIPTION Vei P GW Well- Graded Gravels, Gravel -Sand * And Clean Gravels d Q - a • poll gW Mixtures, Little Or No Fines Poorly -Graded Gravels, Gravel - LL Gravelly (little or no fines) 4& • 4 GP Coarse Soils PLASTIC INDEX • • • DURING EXCAVATION gp Sand Mixtures, Little Or No Fines Grained GM Silty Gravels, Gravel -Sand- Soils More Than 50% Coarse kraction Gravels With gm Silt Mixtures Fines ( appreciable Retained On amount of fines) GC Clayey Gravels, Gravel -Sand - No. 4 Sieve gC Clay Mixtures Sand • o I** , o SW Well- Graded Sands, Gravblly And Clean Sand o o SW Sands, Little Or No Fines More Than Sandy Soils ( le or no fines) �:::: :: SP l;oQ:; Poorly- Graded Sands, Gravelly 50% Material ........ , .. 1G„ Sp Sands, Little Or No Fines Larger Than More Than $M No. 200 Sieve Size 50 °b Coarse Sands With SrTI Silty Sands, Sand - Silt Mixtures Fraction Fines (appreciable , Clayey Sands, Sand -Clay Mixtures Passing No.4 Sieve amount of fines) " SC SC ML Inorganic Silts & Very Fine Sands, Rock Flour,Silty- ml Clayey Fine Sands; Clayey Silts w/ Slight Plasticity Fine Silts Liquid Limit CL Inorganic Clays Of Low To Medium Plasticity, Grained Md Less Than 50 CI Gravelly Clays, Sandy Clays, Silty Clays, Lean Soils Clays Organic Silts And Organic 1 1 1 1 1 1 QL ( I I I I r r r OI Silty Clays Of Low Plasticity M Inorganic Silts, Micaceous Or Diatomaceous Fine More Than mil Sand Or Silty Soils 50% Material Smaller Tran Silts And Liquid Limit CH Inorganic Clays Of High No. 200 Sieve Clays Greater Than 50 Ch Plasticity, Fat Clays. Size Organic Clays Of Medium To High Silts OH Oh Plasticity, Organic Peat, Humus, Swamp Soils Highly Organic Soils pt With High Organic Contents Topsoil- ' y y J Humus And Duff Layer Fill qu Hfyhly Variable Constituents The discussion In the text of this report Is necessary for a proper understanding of the nature of the material presented in the attached logs. DUAL SYMBOLS we used to indicate borderline soil classification. C TORVANE READING, tsf I 2" O.D. SPLIT SPOON SAMPLER qu PENETROMETER READING, tsf W MOISTURE, % dry weight 24" I.D. RING OR SHELBY TUBE SAMPLER P SAMPLER PUSHED * SAMPLE NOT RECOVERED i WATER OBSERVATION WELL poll DRY DENSITY, lbs. per cubic ft. LL LIQUID LIMIT, % Q DEPTH OF ENCOUNTERED GROUNDWATER PI PLASTIC INDEX DURING EXCAVATION Z SUBSEQUENT GROUNDWATER LEVEL W/ DATE tft Earth Consultants Inc. Gtxat•tlmh nl Iinghu *cis. (Kx)lugL+ls &I �wirim it imNdi Sch:nlbis IV LEGEND Proj. No .2579- 411D June ol ,Plate Al '� � $, �' 4' t? ?F7 Ni1�}; U:"}'.' �fyp6s5 ' {�S?"Y•}�,"s+r,.»ry•�,�a,�.r rr . � : +t rrz:� +r�s:a. , .. .._�. ..__._._.. »_e ........ —_ �....... riAwrM�Yam *M— .'..uLY.Y:IiYHf�tlNdH1a'ivr .. . .•+ I I' Z Q � ~ W M W UQ W = H CO t1.. W J LL Q C0 = yo F. W Z t W W U fn WW F— W Z W U= O Z Boring Log Project Name: TyCom Sheet of 1 3 Job No. 2579 -41 Logged by: SG Start Date: 6/8/01 Completion Date: 6/8/01 _7 Boring No.: B -101 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W % No Blows Ft. U — n $ 12- C9 rn „ � �, a �, u, ° cn v N Surface Conditions: 4 Asphalt Concrete `v a L 9.4 49.4 44.9 7 2 2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 SM Gray silty SAND with gravel, loose, moist (Fill) OL Dark brown organic SILT with wood pieces, very loose, wet (Fill) 7 Earth Consultants Inc GcXNCCt uilral FngineMS. Gr.�logt•;ts& Fnv1rwnxmm1!;dmi e Boring Log TyCom Tukwila, Washington L Proj. No 2579 -41 1 Dwn. GLS Date June 2001 Checked RAC Date 6/25/01 Plate A2 suosunace conamons oepictea represent our ooservations at the ume ana location of trns wporatory nose, moamea dY engineering tests, anaips ana 1 udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of n /nrmoflnn �vaoanfaA nn We Inn ..,,..:: Z.. �Lr.. w",. lt rr«. or..... v :: CACV:. tSSY: �s•• nK+ Mr+. roA_• cRwelK n r Mrn< a. mmiT�ae?! �c�n .r.RRMItK;R�•.� I zz W tY 2 D ,J U UO Cl) 0 CO LU J = H CO LL WO LLQ U = F- W ' z H F- O z I— W 5 U� O� O I— ww X F- �O .z w U= O z Boring Log Project Name: TyCorn 7 Sheet of 2 3 Job No. 2579 -41 Logged by; SG Start Date: 6/8/01 Completion Date: 6/8/01 Boring No.: B -101 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonfte Notes i off, � ) No. s — �' Blows E a, u E Ft. c9 o N U, D E e �? a 20.3 11.8 21.2 6 21 22 23 24 23 25 26 27 28 29 30 61 31 32 33 34 35 ... 37 ° 38 a 39 ML Gray sandy SILT, loose, water bearing SM Gray silty SAND, very dense, water bearing SP -SM Gray poorly graded SAND with silt, very dense, water bearing t� a Earth Co Inc C m dintcal Rngfnftn . CvOkVL & F.nvtmnmm�ml Sdrmltit5 Proj. No. 2579 -41 1 Dwn. GLS Date June 2001 Boring Log TyCom Tukwila, Washington Checked RAC Date 6/25/01 Plate A3 subsurface Conditions aepictea repr esent our oDServaaons at the ume ana tocatton or tnts exploratory note, moomea Dy engineering less, analysts anu j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmelinn nr&ae had nn thto Inn : w r "�ry.n.:R „�'. r`. r�yy�.3•h ll^. • MNyst���C�fi�. C �j wP.YTXM1trt!'IMAf.>Y.K,�Ni:l.'. niw r�.i'wnp��l.M.� � Z '~ W J0 00 N o CO LL WO LQ CO _CY F. W ` Z H h- 0 Z F- �5 U ON 0 t-- WW H H LL Z CO O Z Boring Log i Project Name: Sheet of TyCom 1 3 3 Job No. Logged by: Start Date: Completion Date: Boring No.: 2579 -41 SG 6/8/01 6/8101 B -101 Drilling Contactor. Drilling Method: Sampling Method: Gregory Drilling HSA SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General W No. Blows n $ E Y n. cn S Notes �°�) Ft. 1° iii o u. M u� ? > cn 21.1:: SP -SM Gray poorly graded SAND with silt, very dense, water bearing 64 41 42 p : 43 o >: 44 21.4 •> 45 82 00.. o° 47 »° 48 49 18.4 0: 76 °¢ Boring terminated at 51.5 feet below e)dsting grade. Groundwater table encountered at 15.0 feet during drilling. s L L 7 Bo ring Log 3 Earth Consultants Inc TyCorn Qxxed Inlool Fnglnr.ctt;. Cv -(An%N & Fnvlmnn Sdrnti. Tukwila, Washington Proj. No. 2579 -41 Dwn. GLS Date June 2001 --F Checked RAC Date 6/25/01 Plate A4 sunsurfaoe oonpftions depicted represent our observations at the time and location of this wooratory hole, modified by engineering tests, analysis ana J udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfn►mat"n rwao nfo i nn 1h10 1M :f.�£�N:i:.l:p::.li+hvJ�!4e z W t 2 JU UO to o J = H U) LL WO LL Q CO) = z F— E- O W ~ W U O N 0 1-- WW LL Z. Iii U= O Z Boring Log Project Name: TyCom Sheet of 1 3 Job No. 2579 -41 Logged by: SG Start Date: 6/8/01 Completion Date: 6/8/01 Boring No.: &102 Drilling Contactor. Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite Notes General No. Blows Ft. -' E w (D u`. ' E U) CO N E cn Surface Conditions: 6" Asphalt Concrete 3 a 86.1 47.8 14 7 2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 PT Light brown HOG FUEL, medium dense, moist (Fill) - SWAL Interbedded dark gray SILT and silty SAND, very loose, water bearing Earth Consultants Inc Cxxxt'd �nMal Pngltllc78. Geak>gttir.: k Fnvimnnxrnrel Sctrntl.� ., Boring Log TyCom Tukwila, Washington Z Proj. No 2579 -41 T- D - wn- GLS Date June 2001 Checked RAC Date 6/25/01 T PIate A5 Subsurface conditions depicted represent our observations at the time and location of this e)loratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nlnrmeFinn nroa .4 nn W. L,n �,, •+..• ,L� V.v,..�:.k.u✓.. t I I 1� Z �_- Z �W Q 2 JU UO to o J = H DLL WO 9-J U. Q D = f.. W Z f- HO Z I-- W LLJ �p U O- � H WW H� tL O. •Z W U Cl) O Z Boring Log I I I I I Project Name: TyCom Sheet of 1 2 3 Job No. 2579 -41 Logged by: SG Start Date: 6/8/01 Completion Date: 6/8/01 Boring No.: B -102 Drilling Contactor. Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W (°�) No. Blow s Ft. 1 016 c o o us A Cn cn E ? iii 3 ) i J 20.7 10.2 8.0 8 28 28 26 21 22 23 24 25 26 27 28 30 31 32 33 34 35 37 38 39 ML Dark gray SILT with sand, loose, water bearing SM Gray silty SAND with gravel, medium dense, water bearing 3 Earth Consultants Inc. J GcxxcxllnMal Fngllx:cai:. Ct�g1:;M1 h Fnvlmnnxlnral k'IrnN.�A Boring Log Tycom Tukwila, Washington Pro). No. 2579 -41 1 Dwn. GLS I Date June 2001 Checked RAC Date 6/25101 Plate A6 ouosunace conamons oepiccea represem our ooservaaons a[ me ume ana location or tnis wporatory note, mocxtlecl t)y engineering tests, anaryvs ana Judgm en They are necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of We t S� �r.�•�I ✓.C.�::P tNY.f q'yY.yn'M'a".Ce.vEV H . ^� i `*�fM�Txth .� +� ' ..wa+'nb.bx. 3 � �. r. �.:. 3: d! Y »rn..... mw ... yw •• Ytll[».' 4Y:f:.`' ��.�.++.r+ +..�... �. 1,. �. i` . r. � w ti..: �r....` � .).i....:..w+»1.�.- .. '.'. 9 +sw`- , I'. Z Z �W JU UO N CO U.1 W = H CO LL WO 9-J LL Q Nd = W H Z f.. I— O Z H W U ON O 1— WW H� LL Z u.i U= O l.. Z Boring Log of Project Name: Sheet of 1 TyCom 3 3 Job No. Logged try: Start Date: Completion gate: Boring No.: 2579 -41 SG 6/8/01 6/8/01 B -102 Drilling Contactor. Drilling Method: Sampling Method: Gregory Drilling HSA SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite Notes 1 % � ) No. Blows Ft. " — E 0 CO °2 a u E (1) rn . g CO E . .. rn 20.7 SM Gray silty SAND, dense, water bearing 40 41 42 43 GP Gray poorly graded GRAVEL with silt and sand, very dense, water bearing 4.1 5016 wo • � � 45 46 Boring terminated at 46.0 feet below e)dsting grade. Groundwater table encountered at 13.0 feet during drilling. U a q Alt Earth Consultants Inc Gmxt". inkaIFngine: - ha-ok*%sFAFnvlmnn"ml5dM.1"sN Boring Log TyCom Tu{CWI {a, Washington Proj. No. 2579 -41 1 Dwn. GLS Date June 2001 Checked RAC Date 6/25/01 Plate A7 timmurrace co namons aeplaeo represent our ooservations at the lime ana location or tnls exploratory nose, n roW 1WU UY ei1y 111=1ll ly wQw, 01101y;X0 011M J udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmo4inn nmean#M nn rhto L.n 4t{' � + 7 �`R��"'�'�� ` 'F�a. . r ". f ' �.. �'- � °}; 7 i�i:� �i+Mr:nxr .., nmaana•F: — �,. 7�LT�; i,:. A"..' iwn4. T�'.' �Y'.`: .w"a....�..,• a .•,e.e..v ».�r .;y�,;.:W'a`rpLk;` ;i, l3'd�#n.iw�. I z '~ W t 2 JU U N CO W J :r CQ LL. w LL. Q N� = �w z ZO w U ON wW L O ..z w CO O F- z Boring Log I M Project Name: T om Sheet of 1 3 Job No. 2579 -41 logged by: SG Start Date: 6111101 Completion Date: 6111/01 Boring No.: 8-103 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonfte General Notes W M No. Blows Ft. o $ C7 cn r n o CO N $ c� cn Surface conditions: 9" Concrete 0 w a 271.8 117.7 32.9 2 1 6 H11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 PT Dark brown PEAT and wood chips (Hog Fuel Fill) - Gray silty SAND, loose, water bearing H t� Earth Consult Inc cum"iniadIFngfie"s.Crt4ws&envim immalScirntl�: Boring Log TyCom Tukwila, Washington Pro]. No. 2579 -41 T D;. GLS Date June 2001 Checked RAC Date 6/25/01 Plate A8 subsurface condmons deplcteo re our ooservauons at the time ano locauon of tnls euximoratory nose, moameo o7r engineering �r�A aI1a1rO10 U, I- 1 udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnr�netL �vna .4 nn We I..n I � I1 Z ;= Z �w QQD JU 0 NO LU J ~ NU- WO J LL Q U Z �W Z H 0 F- LU5 U� ON OH Ww H� IL O W Z U= O F- Z Boring Log Project Name: TyCom Sheet of 2 3 Job No. 2579 -41 Logged by: SG Start Date: 6/11/01 Completion Date: 6/111/011 Boring No.: &103 Drilling Contactor. Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W M N0 ' Blows Ft. _ $ n T o c7 H ? E cn Li U a 15.0 14.5 21.2 21.4 9 53 26 37 21 22 23 24 25 26 27 28 #a : ::;o 0° 31 .: . o a:: 32 33 34 'o :: 35 ;o 36 0 37 38 39 o' SM Gray silty SAND, loose, water bearing SP -SM Gray, poorly graded SAND with silt, medium dense to dense, water bearing Earth Consultants Inc GcKxedinmal Fngficcys, G:oNLiN & FaAmnnrrnral Kclmttsts n Boring Log TyCom Tukwila, Washington Z 1 Proj. No. 2579 -41 Dwn. GLS Date June 2001 Checked RAC Date 6/25/01 Plate A9 supsurrace cononions aepiaea represem our ooservations ax zne time ana location or inns mp orazory nose, mocunea oy engmeenng tests, analybm al w j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmellnn nroennldl nn fhIc Inn memo j1pil III d MP i• N'f: _ + tm' �` e� .araHLT.�iK•••a•r.'c ±Kr�!W�%4'. .+. tltn I 1. I.K Z F' Z W QQD JU 0 N o J � N LL WO M QQ LLQ rn D _CY �W Z F- ZO U� ON WW H� t '- - O z CO O Z Boring Log Subsurface conditions depicted represent our observations at the time and location of this wooratory hole, modrifed by engineering tests, analysis and 1 udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n /n►moHnn rw"an #M nn Wo Inn Project Name: S Sheet of TYC - 3 Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: 2579 -41 S SG 6 6/11101 6 6/11/01 B B -103 Drilling Contactor. D Drilling Method: S Sampling Method: Gregory Drilling H HSA S SPT Ground Surface Elevation: H Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General W W N No. z z r r a 0 0 co N Notes B ��'� F Blows ° °L E u u E C CO E 2 1. 0 S SP -SM G Gray poorly graded SAND with silt, dense to very dense, water 49 : : >:p 4 bearing 41 b 42 < 4 43 - -8% fines 44 19.5 45 .:: 4 46 Boring terminated at 46.5 feet below e)dsting grade. Groundwater table encountered at 13.0 feet during drilling. i 3 W . Ktd'.Tk•';�bN;e£�t' d'�' ^;t^aa. -n,�. m• � . �"^ .v:�+u��rc'�cir »in�t xrr•an:atr.,.c'a� .eeKVVM',:t �`�1 "�����W� � z �Z �w JU L) 0, 0 w� U) L wO L Q fl 1 C1 F- w z� 1-- w Uj �5 U� O- 0 t-- wW LL O w z U= O z Boring Log Project Name: T orn Sheet of 1 3 Job No. 2579 -41 Logged by: SG Start Date: 6/11/01 Completion Date: 6711/01 Boring No.: &104 Drilling Contactor. Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonfte Notes General yb � ) No. Blows Ft. — c E to d 0 ,",. E � to a E � to Surface Conditions: 6" Concrete '? 98.9 83.0 41.5 10 12 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1 PT Dark brown PEAT, loose, moist (Hog Fuel Fill) - -very loose, wet ML Gray and brown SILT with organics, loose, wet Li Li Earth Consultants Inc ct. "rcl in Fiiglne. G- ciiNtiN 6 Fnv1minn rnra1!kfm. t6.; Boring Log TyCom Tukwila, Washington Z S Proj. No. 2579 -41 1 Dwn. GLS Date June 2001 Checked RAC Date 6/25/01 Plate A11 Sutisunace conomons aepraea repr esent our opservations at the time ana location or ims wpormory nole, moamea vy engineering tests, analysis anu 1 udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of of afinn nroL"#.A nn thin 4v Z Z �W W S JU UO NO CO w J = H NW WO 9-1 LL Q cl) d = W t— O Z H W W U� ON 0 F- WW H LL — O .. Z W U CO H = O Z Boring Log Project Name: T om Sheet of 2 3 Job No. 2579 -41 Logged by: SG Start Date: 6/11 /01 Completion Date: W11/01 Boring No.: B -104 Drilling Contactor. Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite Notes Genera 96 � ) No. t — s °—' Blows E u E Ft. 07 ° U) U) E � CO L 1 11.1 29.7 37.3 21.2 22 21 22 24 25 3 26 27 28 29 30 7 31 32 34 35 26 36 T . 37 38 39 SM Gray silty SAND with gravel, medium dense, moist ML Brown sandy SILT with shells, very loose, water beating - SM Gray silty SAND, medium dense, water bearing Earth Consultants Inc GcxtrNmltalPnglnS CkigL�AkFnvlmnnxnrfl iclrnttsr; C7 Boring Log TyCom Tukwila, Washington Checked RAC Date 6/25/01 Plate Al2 Z $ Pro]. No 2579 -41 1 Dwn. GLS Date June 2001 subsurface conafllons aepictea represent our observations at the time and location of this wooratory hole, moaifiea ny engineering tems, anariNs unu f udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of /n►mollnn nr.4n#eA nn W. 1 + tr.�..i w.:�..: �.�.:. �: t:< Sa:: n: �ikk+ 5:. ii« u-' .�'n•�.:�)G ?I�SkK:. rt nt.. '.. ••6.�Y.n'�+4sdi{Yi+. z `~ W 1 tY 2 JU UO Cl) Cl CO W W = H N U WO LLQ rn D = F.. W Z H H O z H �5 U� O CO 0 H WW H H u. O w z U =. O z Boring Log Project Name: Sheet of T om 3 3 Job No. Logged by: Start Date: Completion Date: Boring No.: 2579 -41 SG 6/11/01 6/11/01 B -104 Drilling Contactor Drilling Method: Sampling Method: Gregory Drilling HSA SPT Ground Surface Elevation: Hole Completion: ❑ Monftodng Well ❑ Piezometer ® Abandoned, sealed with bentonite General W BNB a E " M v$ Notes M Ft. A 15.2 SM Gray silty SAND, dense, water bearing 40 41 42 43 44 10.9 33 46 Boring terminated at 46.5 feet below e)dsting grade. Groundwater table encountered at 12.5 feet during drilling. a Boring Log a Earth Consultants Inc TyCom Gcxxc iw Fngtnccts, Gookig -vs 6 F.rnlmtm". r sl k, ". it{a'is Tukwila, Washington Pro]. No. 2579 -41 1 Dwn. GLS Date June 2001 Checked RAC Date 6/25/01 Plate Al Subsurface conditlons depicted represent our observations at the time and location of this wooratory hole, modified by engineering tests, analysis and l udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ►f /A /ftlO�lAn KCOARIAA nn We IM '!'S ?4 fA ? Ft�� A � ' S.,.:,.,y�j� .'u �wr�.a�� ° +L1'SY t .'x°.s'.:. w. , ty;'."•",, f'.. �i.'"„�:- .''r' �`':..,,..,�r.� �• �:� _ n� T.x e,*:,nw "�;t?3"7' f5di(N't '� , �. . ..� 1. + + � tir: . + ' a ' � � � . Z W .J U UO N o J = F-- N LL WO �QQ u- CO . 2 CY F- W Z H F— O Z F— W U13 ON D F— WW F- IL Z W CO O Z k Boring Log Subsurface conditions depicted represent our observations at the time and location of this wooratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nl�rmo4inn rvncnnFari ni+ #610 IM Project Name: S Sheet of Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: Drilling contactor. D Drilling Method: S Sampling Method: Ground Surface Elevation: H Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General W W N No. L L$ c c n U U CO Surface Conditions: 7" Concrete s 33.9 5 37 t ' 8 1 2 3 4 ML G Gray SILT, dense, moist (Fill) PT D Dark brown PEAT, loose, moist - T- SM G Gray silty SAND with shell fragments 1 11 1 1 1 1 1 0 01 i 1'R'7:!�M h � 3" 1 " L t ?W "' i:w+, i. 55. W a �". k:' k n w:. �l`.. w: . cr..�.0 -...... S- w.•:: .CSS.- '.:.`.. ::::»:��' -'�•a .r+.::.+a»r+.ww� , Z =Z �W Q 2 WU 0 C') CO LU J = N LL W } O J U Q = CY �. W Z F- F- O Z H W 5 U O to Q F- WW U u' ~O .. Z W CO O Z Boring Log Project Name: TyCom Sheet of 2 4 Job No. 2579 -41 Logged by: SG Start Date: 6/11/01 Completion Date: 6/11/01 Boring No.: &105 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite Notes I No. Blows Ft. _ — E N o w w cn CO N E u'i 3 a ? u 39.0 17.1 18.7 19.2 1 8 4 8 X. 21 22 23 24 25 26 27 28 29 31 32 33 34 35 36 37 38 39 ML Gray SILT with sand and organics, very loose, water bearing SM Gray silty SAND with shell fragments, loose, water bearing a Earth Consultants Inc CwAxt iinlodl GcOg.Vs& Fnvlmn m15dmfi::;N Boring Log TyCom Tukwila, Washington z Proj. No. 2579 -41 1 Dwn. GLS Date June 2001 Checked RAC Date 6/25/01 Plate A15 Subsurtace conditions depicted re pr esent our observations at the time and location of this wooratory hole, modified by engineering tests, analysis and ; udgment. They are not necessaniy representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n fn►mvHnn nrocnn►uA nn Ihio Iry _ttR •xYiY.�.EWf'x!RA7ltro,, wKw_ ..+.....M »w�� rn......••'•''•w,':. w ^.o tv :.,. fr.•�r¢ ^ sy{'� @' { r ,A ° f' "� • .t..:•..... .. v .v...:ew��. , r�. 7: N� __ Z ~ W J U. UO C/) CO W W = t— N LL WO LLQ = �W Z s H F- O W ~ W U� ON o I— WW H- �- O Z W CO b H O Z Boring Log Project Name: TyCom Sheet of 3 4 Job No. 2579 -41 Logged by: SG Start Date: 6/11/01 Completion Date: 6/11/01 Boring No.: 8-105 Drilling Contactor. Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W M Blows Ft. °$ L w9 a CO v$ . CO cn s i ' i 1 39.4 13.7 15.9 20.5 24 60 7 18 . . T . 41 42 43 4' 47 48 49 50 51 52 53 55 56 57 58 59 ML Gray sandy SILT, medium dense, water bearing SM Gray silty SAND, very dense, water bearing -loose - medium dense Earth Consultants Inc Gam- oinlraIFnslnttct %Gm*�O%N&FnvtrmII nMl`dm. n� 7 Boring Log TyCom Tukwila, Washington Proj. No. 2579 -41 Dwn. GLS Date June 2001 Checked RAC Date 6/25/01 Plate A16 Subsurface conditions depicted represent our observations at the time and location of this e)doratory hole. modified by enaineedna tests. anaivsis and J udgment. They are not necessarily representative of other times and locations. We cannot accept responsibllity for the use or interpretation by others of n /nrmo04 n nro anfa4 nn thic L+n •4 =pl117° _k;�".!iM� . .."_��z,�� - .� _._ - ..._��:.... '`.1,. 7�•. ��.r..._.,....: .. • 1�"= uercv�nsuarrve.:: a." A..".:' �'^v'`":.!'. L":: 5:.`• � i .._.'" _L""' I Z w QQ� JU 0 U) o CO W W = t— N U. WO LLQ CO :D = �w F- H O w �5 U� ON O I— OW H� Z CO Z Boring Log Project Name: TyCorri S of T7 4 Job No. 2579-41 Logged by: SG Start Date: 6/11/01 Completion Date: 6/11/01 Boring No.: 8-1 Drilling Contactor. Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 1 Hole Completion: ❑ Monitoring Well ❑ Piezometer Abandoned, sealed with bentonfte General Notes W M No. Blows Ft. M CL E 1! 54 0 U) CL E M ( 0 0 M (a E >- to 18.0 13.4 19.0 23 23 80 IT UT T FAA 61 62 63 64 65 66 67 68 69 70 71 Sm Gray silty SAND, medium dense, water bearing Boring terminated at 71.5 feet below e)dsting grade. Groundwater table encountered at 13.0 feet during drilling. Earth Consultants Inc. Gccxt-dinlodl FnS1nftn5, Gc*C*JUN & MiArml i IM. Sclrntt. Log Boring TyCom Tukwila, Washington Prof. No. 2579-41 1 Dwn. GLS Date June 2001 - 1 — Checked RAC — 7 pate 6/25/01 Plate A17 pumurrace conditions oepfctea represent our oDservations at tne time and location of this exploratory hole, modified by engineering tests, anatps and J udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nfnrma#Lnn n "an#*A ^n fk1a 1. Z Lu X2 6:3 i U 00 CJ) a (1) W UJ J Cl) U LL, 0 2� 9 -J LL CJ) 1 0 W 0 z �- U.J LLj 5 CO 0— 0 ir- U.J Lu H C- ) LL O Z 0 Z BORING NO. Logged By S . B. Date 3 -18 -85 ELEV. 8 (N) Graph CS So il Description De S am p le Blows (V°/U) Ft. I I I I OL brown /gray organic SILT, above plastic / 19 8 1111111 limit, very soft = 0/18" 53 1 5 (gray clayey SILT, very soft ml gray silty SAND, fine with gravels and 15 sm shell fragments, medium dense sP gray gravelly SAND, fine to medium with Z 29 20 sm silt, medium dense becoming silty, very dense ? 50/6" sm cobbles and boulders at 25 to 27' 25 50/3" 0/18" 49 LL =39 10 PI =6 c= .075 18 36 Boring terminated at 28.25' below existing grade. Boring backfilled with cuttings. Earth ' Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY 0 5 R BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No 2579 `Date Apr '85 'Plate A'18 Z '~ W UQ co W �W WO L L � = W ZF- O R U� ON C3 I— WW HF- U' O 111 Z U= O F- Z - �nta:`�" + t'il{ 1 �r i j iT3�IJY la��. ..:::....., ,. ....�., w�'` �, t��....,+. sC.. �:. 1.',:^.. ��.r ✓.�.:awm.+.w......:,,«.,.r. ri- .Y�.._r.._._.. 1' BORING NO.�.��. Logged By JWJ Date 3 -19 -85 ELEV. 8 ±' ph CS So il Description ( ft.) (N) Blows Sample Ft. M kG, brown clayey SILT with sand, wet, very /19/85 soft ml 5 Y 61 c =.1 tsf : a; - pt with peat layers, amorphous 10 1 /18" 48 34 • �• sp brown SAND with silt, fine grained, wet, sm very loose 15 20 = = 3/18" 17 32 25 'grayish silty SAND with shell fragments and slight organics,.wet, medium dense sm becoming gravelly* 25 30 = = 15 34. 19 8 grayish silty sandy GRAVEL, wet, dense gm - 35 ,F 20 SILT lenses-and layers 40 = 2 44 becoming gravelly 45 = 50/5" 50/5" 7 g reeni.s mottl sand GRAVEL, wet, very 9P dense Boring terminated at 49.5' below existing grade. Boring backfilled with drill cuttings. BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Earth Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY Proj. No. 2579 Date Apr. '85 Plate A19 if z z �W QQ� JU UO W CO LL WO �QQ LL = �W Z I— F_ O z 1_ W5 U� O� o F- WW H� UO W z co O z �. �'.''tt': #wiS�:� w ?:�• "iW.'�v�;�rn�u �•v kntgC ..::..'�;:'�'.�..............� - .. au�'.=......y P. �.'......-... ....•.....- .....,- ..w- ........r �,..- =�J..; :. I ._- r�..:�' �'.T➢�J .'�w�t�,rT..e. U ^raK:h rA'f�..i�. �' K' 9? j{". �t;+t alY^tiyt�ilni"'.?}' �hr„ z'"y�, I' z Z 0 NO CO W J U) LL WO La co :) = F- W Z F- F- O W �5 U WW H� LO W Z U= O Z BORING NO. 8 Logged By JWJ Date 5 - 6 - 85 ELEV. 12± Graph US Soil Description fp�h Sample Blows f uel Ft. cwa ho (FILL) 5/6/85 11 350 pt brown PEAT, woody, wet, very soft 5 1L Z push 4 79 of brownish organic SILT with peat and organics, wet," very soft 10 ml brownish clayey SILT, wet, very soft to soft 15 T" _L_ 8 53 c = .15� s f sp black red - speckled SAND with silt, wet sm loose = 2 25 brownish silty gravelly SAND, with shells and organics, wet, very loose 20 14 17 sm 25 color to gray, becoming medium dense = 5 25 30 with PEAT lenses and organics, loose medium dense = 19 27 35 F _ gray sandy SILT with sand lenses, wet, dense 40 Z 46 23 g ray silt SAND with g y y gravel (TILL), sm moist, very dense 72 13 Boring terminated at 44' beneath existing grade. Boring backfilled with drill cuttings. BORING LOG EAST MARGINAL WAY CORPORATE PARK Earth KING COUNTY, WASHINGTON Consultants Inc." Proj No. 2579 Date may '85 Plate A20 GEOTECHNICAL ENGINEERING & GEOLOGY ._- r�..:�' �'.T➢�J .'�w�t�,rT..e. U ^raK:h rA'f�..i�. �' K' 9? j{". �t;+t alY^tiyt�ilni"'.?}' �hr„ z'"y�, I' z Z 0 NO CO W J U) LL WO La co :) = F- W Z F- F- O W �5 U WW H� LO W Z U= O Z APPENDIX B LABORATORY TESTING RESULTS E- 2579 -41 Earth Consultants, Inc. Z W � Q j JU L) 0 C#) 0 J = CO O LL W J LL Q N CY = W ` Z F-- z �- W LLJ �o o Cl) o� WW U LL O Z UCO O Z s .. P • N N il 100 ll, V COARSE FINE 90 �m fy 80 m p GRAVEL r m 70 r x. r x ?1 60 z m 50 0 CD = C) '< 40 M ° 30 20 n CD O 77 CD 10 0 17 m y D E -1 tv CD rn N 0 r - o iv CD b F-' x z E c, N m a,, o D En E z w D O r o m co SIEVE ANALYSIS I HYDROMETER ANALYSIS 7H NUMBER OF MESH PER INCH U.S. STANDARD I GRAIN SIZE IN MM O D O O O • 0 0 0 O co W %r C`) N �- CO lc v M N CO CO O O O O O O O 0 l0 11* M N .- GRAIN SIZE IN MILLIMETERS COARSE FINE COARSE I MEDIUM FINE COBBLES GRAVEL SAND KEY Boring or DEPTH USCS DESCRIPTION Test Pit No. ft. B - 101 40 SP -ISM Gray poorly graded SAND with silt 0 r-- — B -102 30 SM Gray silty SAND with gravel p .. ...... B -103 40 SP -SM Gray poorly graded SAND with silt O O O O O O O O O O O FINES 10 20 30 n m z ao -� n O 50 m m 60 m co 70 _m 80 90 100 O O Moisture Content W LL PL 21.1 10.2 21.0 NOTICE: IF THE DO CUMENT S DUE TO THE QUALITY CLEAR AN THIS NOTICE IT TY OF THE DOCUMENT ENT . Z o N SIEVE ANALYSIS N Q _ 0 CA x O S Mitt �i,iii 'J r r T � CO o r ✓ = n i= Si 1= I Wr A s 10 0 O O O O to V M N M N •— COBBLES COARSE GRAVEL Boring or DEPTH KEY Test Pit No. (ft.) USCS Q B -104 40 SM p-- -- B -105 55 SM �••••• ••- B -105 70 SM DESCRIPTION Bmimmam■i� SIEVE ANALYSIS 11 iii■ iiii ±! ■.. /tlaw��i, ■ ■� ■i�■i■i ■■■ ■iii ■ii■�■� ■ ■ ■ ■ ■.ii ■iii, ��iitti➢i■ ■E.i� _ L�rt�■ �i11ti• ittiti�■�■�i■ititti�■■■■■ Mitt ■tt ■t�ttt ■ ■it ■tt ■ ■t ■� !silti::Jtri�ittttt ■tt■ tit ■ ■ttt■ ■fit ■ ■itt ■itit ■� ■ ■ ■ ■ ■t ■tt ■it ■ � Mitt ■ii ■■itt ■tit ■ ■it ■ii ■ ■i ■iii►.�it■. � ■tiiii ■ ■i��ti ■tii ■■ tit ■ ■�i ■ ■i�tiii ■� ■ ■ ■ ■ ■t ■ti ■lift ■� �itrtiiri ■t ■i■ iii,_ if'T/ ��ti ltim.7� ■i' ■�i ■i�i'� ■ ■ ■ ■ ■itil� 1 1 • 1 Mitt �i,iii ■ii T - -- ■t>•ii■ ■ii ■iii ■ii�iti ■its � `� ■�Ci /rs:�iii ■����i ■ ■til• ■i ■� ■�. i ■ ■i ■l�i�� ■iiii H D ■� ■ ■ o £ z m r till/ r w N ■ ■ititiiiti m Sb O D N 9 Z C-) r D � � r ■ ■ R � a m cn • ' 1 �iitiiiiti ��iliti■ iiii ■i J o CC i■ ■iiii iirti�f�iH iiii to ■��:�it`:lt� ■�i�� >•�ilT■7i 10 0 O O O O to V M N M N •— COBBLES COARSE GRAVEL Boring or DEPTH KEY Test Pit No. (ft.) USCS Q B -104 40 SM p-- -- B -105 55 SM �••••• ••- B -105 70 SM DESCRIPTION Bmimmam■i� SIEVE ANALYSIS 11 iii■ iiii ±! ■.. /tlaw��i, ■ ■� ■i�■i■i ■■■ ■iii ■ii■�■� ■ ■ ■ ■ ■.ii ■iii, ��iitti➢i■ ■E.i� _ L�rt�■ �i11ti• ittiti�■�■�i■ititti�■■■■■ Mitt ■tt ■t�ttt ■ ■it ■tt ■ ■t ■� !silti::Jtri�ittttt ■tt■ tit ■ ■ttt■ ■fit ■ ■itt ■itit ■� ■ ■ ■ ■ ■t ■tt ■it ■ � Mitt ■ii ■■itt ■tit ■ ■it ■ii ■ ■i ■iii►.�it■. � ■tiiii ■ ■i��ti ■tii ■■ tit ■ ■�i ■ ■i�tiii ■� ■ ■ ■ ■ ■t ■ti ■lift ■� �itrtiiri ■t ■i■ iii,_ if'T/ ��ti ltim.7� ■i' ■�i ■i�i'� ■ ■ ■ ■ ■itil� 1 1 • 1 Mitt �i,iii ■ii ■tiii�ti - -- ■t>•ii■ ■ii ■iii ■ii�iti ■its � `� ■�Ci /rs:�iii ■����i ■ ■til• ■i ■� ■�. i ■ ■i ■l�i�� ■iiii ■ ■ ■ ■� ■ ■ ■���� ■ii�� mitt■ till/ i ■t ■ti ■ ■ititiiiti ■��*. ■�i��� ■� ■� � ■i��� ■ ■ ■ ■ ■ • ' 1 �iitiiiiti ��iliti■ iiii ■i ■iii 1■ ■ii■ i■ ■iiii iirti�f�iH iiii �.���ti ■��:�it`:lt� ■�i�� >•�ilT■7i ■� ■� ■�i ■�� i ■ ■i�i� ■iti��. ■iiii• ■ ■ ■■ ■ ■ ■ ■ ■■ ■itii ■ii�� ■iiii 1 ri,tii,i ■ii ■iiii � ■iii�T.�!!i ■� i ■iiti� ■ ■ ■■ ■iii iiii■ ii■ ii�i� ■�t!`L \iLJS ■�. ■i�i� ■ ■ ■ ■ ■ii�� � ��ii'� ■iti ■iii'i � ■ili��i \�Pi ■� i ■ii�� ■ ■■ ■.iii' 1 iiii ■ii■ iiii ■iiii \� \a ■�. i ■iiii ■iii' ■ ■ ■ ■■ ■■ ■.iii ■iii, 1 . ��tili.ii.ii�i �ttiiti�ti■t■i■�i�■ii � �i■tiiiiiittiiELI>•�w■ii ■i,tiili�..[�.� t■■�ittt■��■�■■�it�iii iiiitttititiiiti ■l■ti■ii■■■■■ ■ till■ i• itii. iiiiro�tra .ii. ■i�tii■ii ■ ■ ■ ■ ■iittiii ��ifiti ■iti ■iti�i � ■�tii,it� ►�■■►i ■�. ■iiii ■ ■■ ■ ■ii�� ��iili■ iii ■iiii � ■iliilii ■�ifl■�i ■ii�� ■ ■ ■ ■ ■ii�� 1 . 1 ��iri ■ii ■iiri � ■isi�ii' ■ \r6 \� i ■itii� ■ ■ ■ ■ ■iiil� iiii ■ii ■iiii � ■iiii ■i \E/�' � ■iiii ■ ■ ■■ ■iiii �itiiiitiitiittti ■ii ■ii�i� ■�i�ii ■�� ■t ➢;�i ■iiii ■ ■ ■■ ■iii• � iiii ■ii ■ii�i� ■ttttii■ iiii ■tii ■�r7��i ■ ■iti ■iiii ■ ■ ■ ■ ■itiiii� � �tii�i ■ii ■ii�i�■ iiii ■� ■�1 i ■iii' ■ ■ ■■ ■iii' 1 1 •• �i ,iri ■ii.ii�i�.ii,iiliti.t�.lr► ..ii■i�.....ii�� iiii ■ii ■itiii ■�iitii ■� ■mc ■iiii• ■ ■■ ■iiii ��ii,i ■ii ■ii�ti� ■iiii ■i ■it ■iiii ■ ■ ■■ ■iiii ��iii ■ii ■ii�i� ■i'ii ,iii ■i' ■i■i /1 ■ ■ititi� ■ ■ ■■ ■iii, ' / 1 ��i�i ■ii ■iti�i� ■ririi ■i ■ice■ ■ ■ii�� ■ ■ ■ ■ ■iiti� •. �i,i iii ■ti ■ti ■iiiiii ■ti � ■iiiiii ■tii,iiti ■lit ■ ■� i■ ■iii ■till ■� ■ ■ ■ ■ ■itit�� �1ti�i ■1 ■i ■iititi � ■1•i�ii ■� ■iiii i ■iliti� ■■■ ■ ■ii�� �tii�i ■ii ■ii�i� ■i,i�iii ■� ■if ■i ■iiii ■ ■ ■ ■ ■ii�� �i, iii ■ii ■ii�i� ■iiii ■i ■�. ■itii,� ■ ■ ■ ■ ■iti�� 1 1 �i,iiii ■ii ■ii�i� ■i ■i ■ 7 ■iiii ■ ■ ■ ■ ■iiti� �iitiii ■i ■ii ■iiti�t ■i � ■iititt ■iti��tiiii ■i ■i i ■itii,� ■ ■ ■ ■ ■ititiii ■� �itiiititi ■ti ■i ■t ■tiiii � ■ti•titiit� ■� ■� � ■iii ■ice ■ ■ ■ ■ ■t ■tiitti� ��_ i ttii. ttt■ ■ii ■ii ■ ■_� ■_�i ■ii ■ ■ ■ ■ ■i 1 — �����r������� ■����� ■r.�i ■iii, — ■ ■ ■■ ■iiii— : 1 10 0 O O O O to V M N M N •— COBBLES COARSE GRAVEL Boring or DEPTH KEY Test Pit No. (ft.) USCS Q B -104 40 SM p-- -- B -105 55 SM �••••• ••- B -105 70 SM DESCRIPTION Bmimmam■i� 15.2 Gray silty SAND 20.5 - -- - -- • 1 19.0 - -- - -- 11 ■■■■■■iiti� ■ ■ ■ ■ ■ ■iir� FINES Moisture Content W LL PL Gray silty SAND 15.2 Gray silty SAND 20.5 - -- - -- Gray silty SAND 19.0 - -- - -- NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THiS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. O °° is V M N m W T M N '' CO W v M N GRAIN SIZE IN MILLIMETERS FINE COARSE I MEDIUM F INE SAND j 4 I I i DISTRIBUTION E- 2579 -41 3 Copies TyCom Global Network c/o J.A. Jones Construction, Co 3343 - 120 Place South Tukwila, Washington 98168 Attention: Mr. Butch Banner 1 Copy Lockwood Greene Landmark Square 111 West Ocean Boulevard, Suite 2450 Long Beach, California 90802 Attention: Mr. David Engman Earth Consultants, Inc. z Z mo w. U to o. w= �L w� LL a c� = �w z F- 1= 0 w U j �o U O— � F— W UJ F- LL O. z .. w U ~O F" z 00641 11 , , City of Tukwila Department of Community Development Steve Lancaster, Director Steven M. Mullet, Mayor June 25, 2004 Mr. Brian Ellingson 12201 Tukwila International Boulevard Fourth Floor Tukwila, Washington 98168 RE: Letter of Incomplete Application # 1 Development Permit Application D04 -203 International Gateway East, LLC — 3333 south 120` Place Dear Brian: This letter is to inform you that your application received at the City of Tukwila Permit Center on June 18, 2004, is . determined to be incomplete. Before your application can continue the plan review process the following items need to be addressed: Buildina Department: Ken Nelsen, at 206 431 -3677, if you have questions concerning the following: 1. Please provide a complete soils report as referenced. Please address the above comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) completes of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely, Stefania Spencer Permit Technician Enclosures File: Permit File No. D04 -203 Z Z �w QQ 7- J0 00 0 C CO W J = H Nw wO 0} �J u- d = W Z� I— O Z I— w W U� ON o t— WW H �. LL —0 Z CO O Z 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 PERMIT COORQ COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -203 X Response to Incomplete Letter # I PROJECT NAME: INTERNATIONAL GATEWAY EAST LLC SITE ADDRESS: .1333 SOUTH 120 PLACE Original Plan Submittal Response to Correction Letter # Revision #_after/before permit is issued DEPAR ding 0 w ivision Public Works ❑ Fire Prevention ❑ Planning Division Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS (Tues., Thurs.) a Complete T( Incomplete ❑ Comments: ❑M DUE DATE: 07 -06 -04 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TOES /THURS 7"Structural TING: Please Route Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions Notation: ❑ No further Review Required DATE: DATE: 07 -02 -04 ❑■ DUE DATE: 08 -03 -04 Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTIOhsLETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY Documents /roudng sllp.doc 2 -28.02 z Z �w QQ J0 UO W = C0 L w �zi wQ CO D = a F . w Z f- F_ O z I_ w UC3 o (1)_ ff W F- u" O .z w U= O z PERMIT COORD COPti PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -203 DATE: 06 -18 -04 PROJECT NAME: INTERNATIONAL GATEWAY EAST LLC SITE ADDRESS: 3333 SOUTH 120 PLACE X Original Plan Submittal Response to Incomplete Letter # 1 „Response to Correction Letter # Revision # afteribefore permit is issued DEPARTMENTS: 0M., i BGilding Division (P- [N Fire Prevention PlaKing Division� Public Works I � 5 Z2 Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS (Tues., Thurs.) DUE DATE: 06 -22 -04 Complete ❑ Incomplete [� Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: G Z 5 = 7 LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg �r_ Fire ❑ Ping ❑ PW ❑ Staff Initials: Si,LS TUES /THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY Documents /routing slip.doc 2 -28.02 DUE DATE: 07 -20 -04 Not Approved (attach comments) ❑ z i~ w UO to o co W J � U. w 9 J U? 0 = w Z �. Wo w U ON 0 f_ wW �O W z U= O� z City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 z t't ;..:•n:,. :'" ;s yo:.. �< - .tea•. I = Z - Eii �`�� ( iC» µ.1,' . �4 ..4t '�4 .y, �i ' "� , t 1,' 'r y�,. ' "b. 1 h- i �. �,',: u.. � '.yp !:•�: f � -� w dA 7nt,t�.: ''aid.., ;��i' rt..:,' . ,::.x;k .. , ItLJ+ r'� T R t r �7■� I e ` i . :r. , , ,? ..4 < ,r:, R. �, y:�y;l„ !t iN; y� 1�: ti. +r.1. ... , 1. <..�Il� t � N f. .;Z. ,r ,,r}���0'�p.� �y'''r�'Y .'l.. �f�r1�� e'A, �.�• �,. �k�'' LL I �..W �l i t' � x �.._.. l� Ya,.. � ..+4.,t'�+Vi9TPa.. r� }. fl.'5,,; ��.:,. « i?: �Sr. k' FA,•. �ni. 1 A,'? 7, MI :i¢:.yr•.i.;�,.`.,�.''C,a`�'.? �.s f'...1-. F � � � . JU Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted 0 through the mail, fax, etc, CO = J 1: N L. Date: Plan Check/Permit Number: '�` — �� w O t � J Response to Incomplete Letter # u- N ❑ Response to Correction Letter # w ❑ Revision # after Permit is Issued ? �_-- z F- O F Revision requested by a City Building Inspector or Plans Examiner UJ E- w ' Do U CO Project Name: a, ,� 0— Project Address: �"` + ,� w 3: Contact Person: a sue.,,, Phone Number: ° L O z Summary of Revision: v CO ✓aJ c)� L— O 7 z M � p ��N r�e Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: '!�Xg F Entered in Permits Plus on , 7 -Z 0 08/06/03 ! Ku,: ; .l,lay. a 'd4hana:rJu,:;i,:glplti i. bS91+ 41} 4` 4JC4tla`;�,:n}t = ".t!kL +44 :.;:&. ° s i i i i i i f { I i DEPARTMENT OF LABOR AND INDUSTRIES i I REGISTERED AS PROVIDED BY LAW AS CONST .CONT GENERAL ; :� EXP DATE CC01 - SABEYC2'033KM 01/06/2005` EFFECTIVE DATE 05/14/1997 SABEY CONSTRUCTION INC 12201 TUKWILA INT'L BLVD 4TH FLOOR SEATTLE WA . 98168 -5121 I I F625.052.000 ( Detach And Display Certificate I Z }�- Z: W 0 NO co W= J N LL WO }} J WQ Ncy = �W Z I- ZO W U� D F- WW LL O Z UN 0 Z REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL Please Remove REGIST . # EXP . DATE And Sign CC01 SABEYCI033KM 01/06/2005 Identification EFFECTIVE DATE 05/14/1997 Card Before SABEY CONSTRUCTION INC Pl acing In 12201 TUKWILA INT' L BLVD Billfold 4TH FLOOR SEATTLE WA 98168 =5121 Signature Issued by DEPARTMENT OF LABOR AND INDUSTRIES a F625.052 -000 (3/97) ,r r'1fY pEpM1T CENTER I Z }�- Z: W 0 NO co W= J N LL WO }} J WQ Ncy = �W Z I- ZO W U� D F- WW LL O Z UN 0 Z ti AMD i I • • • 1 �. . �• I• , . 11 Al i Ms dwpr riiM M ��ls !M roe�� 01 prior ml of TukwMls wldNp Dlri�lo06 NOrTf: wiN r+equlre a new plan subndtt�l and may include additlonsl plan mvkw fees. CRy of TukWla 1 ILDING DIVISION PROJECT DESCRIPTION PTION � PrtOXCT: W_QP TYcOW x1ow W*= of A r SELECTIVE DEMOUTK)N OF EXISTING W ILDING h i w i 1 P�RO•lEC? - COMPONENTS; FITUP OF SPACE WITH NEW FLOORS. WALLS. CEILINGS AND INTERSTITUAL SPACE: INITALLATION OF ELECTRICAL � MECHANICAL E�E CONSTRUCTIO KENT ENCLOSURE AND TENANT SPE. PC PARKING DOCKING FACuTIL AND ENTRANCE. PROJECT NAME AND ADDRESS PnaECT NAT: r Cab CW@A . ft M TBE Chm" F*01. TY - rJX% A PM=T A80F0 : WMW^U EAST • KW 03 12201 OTE, OOT0 AL eLvo. PROJECT TEAM 4 rf=m GLOGM. NE1WOW MY8040KOV& C/►X"y f-W- U�. LOCKW= c:Rl1WE 'j. A. amm coomai ucrtoM Co. co"Tscr: R09ERT &%Ord:" C/O SABEY CONTACT: J" COOPER CONTACT: LOW SO'N W►TRIOT'S SOLE d0►+M sA9EY 1500 IMTplNAT10PML OIL PEE ( 425 - ) 766 -9619 60 COI umm Nov I Z W 1 INTERNATKOVL 9L1r0. P.O. 90x 491 LJC / UNIE CC 147 PA IMOMWOM. M .J . 07960 FOUM FLOOR SPARrANSUW^ SC 29304 OFFICE (973) 656 -8510 SEArR.E. WA 98168 OFFICE ("4) 589-4= f r Ax (973) GN -438 pFf10E (206) 277 -3257 CELL (864) 316 -4432 t111'Id: F oornftcwn +•& igh VICINITY MAP A rNft K Vanr - a •r•r• LOCATION MA 5 NO SCALE mom Landlord's Review of Tenant Construction Drawings M GLOBAL NETVIIOR TYCO 11711441% Exceptions Taken O Revise and Resubmit O u • sh As Corrected, Prov as Noted "rte � �,► �s10 Y Date • "Review is for 0eae1al c with the landlord's requirements only. Teum is res1wrisible for compliance %%ith all 31101cable cmics, niks and regulations, correlating ox! confirming dimensions, coordination of work. Tenant is responsible for (compliance with Landlord's requirements as specified in the current Tenant & Tenant's Contrww C Manual.' ` 0 P Mgmt pi O Arch Date 0� O ng Date E PLIANCe AP pRovp.o JUL 2 1 1004 City Of B D7Vicr.�.. T FACILITY T - VVASHI P & ID'S / AIR f LOW D IAGRAM S bN -0600 MUA -01 AND MUA-02 AND CRAC UNITS AIR FLOW DIAGRAM GENERAL ARRANGEMENT PLAN ORAMIINGS ME -0 I I I EOUIPMENT ARRANGEMENT PLAN FIRST FLOOR M -0112 EQUIPMENT ARRANCOr1ENT PLAN CHILLER PLATFORM AND INTERSTITVAL SPACE ME 0131 EOUIPIAENT ARRANGEMENT PLAN - ROOF ME -0141 FUEL. OI SYSTEM EQU0 AND PIPING PLAN MECHANKAL PIPING P LAN DRAWINGS AIP -0111 MECHANICAL PIPING PLAN FIRST FLOOR UP-011 FIRST FLOOR LEVEL ANO PLATFORM MECHAr11CAL. PIP PLAN MP - 0113 MECHANICAL, PIPING AND PLUMBING PLAN INTERSTITIAL SPACE M/AC PLAN DRAWINGS MH -01 11 MIAC PLAN FIRST FLOOR MH - 01 12 HVAC PLAN INTERSTITIAL SPACE MECHANICAL/HVAC LEGENDS, SCHEDULES. SECTIONS. AND DETAN.S . M - 0001 MECHANICAL AND HVAC GENERAL NOTES. LEGENDS AN ABBREVIATIONS M -0300 MECHANICAL SECTIONS AND DETAILS M -0350 HVAC DETAILS M -0650 WAC EQUI SCHEDULES MP-03W PIPING SECTIONS FIRE PROTECTION DRAWINGS 'M JUN 18 Z004 P&%* T cST�R FP -Ot 11 PRE PROTECTION COVERAGE Puw RECEIVt:D auMe1nc ow►WINCs P-0111 P111M8WC PLAN - FIRST' FLOOR Pu,weINC oWwws AND scHoouLEs AU 6 1 3 2001 aL-osoo PLUMBING Mores. SCHEDULES Iwo SCHEMATICS •r.r w � � COVER SHEET an 4L �]D [3R6 •m. an A AAI jMiIIIII COM/MIR ' -- ENAINEERINS a CONSTRUCTION aa�r r.a .gUaM11 x � BEPARAT! PlRM� QUIRED Mft Mech "Mao l j� Eleth'lol la' fd Grp�p�p aty of Tw BMWING DP,=(* I II I I li I I �I F � i� t ,t l I� f' ! i 1 1 i I I I i I • �• I 021612 =... a�oeK �K No SME A-0000 TEI.Exf0Va" FACILITY - RKWILJA. VA SITE wtK�iOI>4.Ovc 0 D R A'W I N G" L I S T CI VI L ELECTRICAL CTK0001 LEGEND. ABBREVIATIONS AND GENE NOTES E -0001 ELECTRICAL LEGEND- ABBREVIATIO AND GENERAL. NOTES CTK0002 P ARTIAL SITE PLANS E --0004 ELECTRICAL. SITE PLAN " CTK0003 SITE DEMOLITION PLAN E -0111 ELECTRICAL. EOUIPMEN LAYOUT CTX0004 SECTIONS AN DETAILS E -050 ELECTRICAL DETAILS E -0608 POWER PANELBOARD SCHEDULES E --0510 LUMINAIRE SC M EDUL.E TUKWILA SITE E -0611 UGHTING AND RECEPTACLE P 0 SCHEDULES _ • E - 0615 GROUNDNNG RISER o EG --0004 SITE GROUNDING PLAN EL. -011 GROUND FL" LI GHTING PLA --�. ARCHITECTURAL -- A -0000 A - 0001 COVER SHEET ABBREVIATIONS• LEGENDS AND GENERAL NOTES A -0002 CODE PLAN A -4003 PARTITION TYPES A -0004 SITE PLAN A -0101 DEMOLITION PLAN A --0 FIRST FLOOR PLAN A-0112 M PLATFORM AND DETAILS A -•0113 INTERSTITIAL SPACE FLOOR PLMi A-0121 REFLECTED CFJUNG PLAN A -0300 SECTIONS AMC DETAILS A-04W ENLARGED FLOOR PLAmS At INTERIOR ELEVATIONS A -0600 FINISH AND DOOR SCHEDULE A -0601 DOOR DETAILS P & ID'S / AIR f LOW D IAGRAM S bN -0600 MUA -01 AND MUA-02 AND CRAC UNITS AIR FLOW DIAGRAM GENERAL ARRANGEMENT PLAN ORAMIINGS ME -0 I I I EOUIPMENT ARRANGEMENT PLAN FIRST FLOOR M -0112 EQUIPMENT ARRANCOr1ENT PLAN CHILLER PLATFORM AND INTERSTITVAL SPACE ME 0131 EOUIPIAENT ARRANGEMENT PLAN - ROOF ME -0141 FUEL. OI SYSTEM EQU0 AND PIPING PLAN MECHANKAL PIPING P LAN DRAWINGS AIP -0111 MECHANICAL PIPING PLAN FIRST FLOOR UP-011 FIRST FLOOR LEVEL ANO PLATFORM MECHAr11CAL. PIP PLAN MP - 0113 MECHANICAL, PIPING AND PLUMBING PLAN INTERSTITIAL SPACE M/AC PLAN DRAWINGS MH -01 11 MIAC PLAN FIRST FLOOR MH - 01 12 HVAC PLAN INTERSTITIAL SPACE MECHANICAL/HVAC LEGENDS, SCHEDULES. SECTIONS. AND DETAN.S . M - 0001 MECHANICAL AND HVAC GENERAL NOTES. LEGENDS AN ABBREVIATIONS M -0300 MECHANICAL SECTIONS AND DETAILS M -0350 HVAC DETAILS M -0650 WAC EQUI SCHEDULES MP-03W PIPING SECTIONS FIRE PROTECTION DRAWINGS 'M JUN 18 Z004 P&%* T cST�R FP -Ot 11 PRE PROTECTION COVERAGE Puw RECEIVt:D auMe1nc ow►WINCs P-0111 P111M8WC PLAN - FIRST' FLOOR Pu,weINC oWwws AND scHoouLEs AU 6 1 3 2001 aL-osoo PLUMBING Mores. SCHEDULES Iwo SCHEMATICS •r.r w � � COVER SHEET an 4L �]D [3R6 •m. an A AAI jMiIIIII COM/MIR ' -- ENAINEERINS a CONSTRUCTION aa�r r.a .gUaM11 x � BEPARAT! PlRM� QUIRED Mft Mech "Mao l j� Eleth'lol la' fd Grp�p�p aty of Tw BMWING DP,=(* I II I I li I I �I F � i� t ,t l I� f' ! i 1 1 i I I I i I • �• I 021612 =... a�oeK �K No SME A-0000 TEI.Exf0Va" FACILITY - RKWILJA. VA SITE wtK�iOI>4.Ovc 0 .--W I + . N ., . 49 • 4w , .'�• ALL ITEMS DAMAGED, AS REQUIRED BY A/E, AT NO COST TO THE OWNER. !SUPPLEMENTS. OPERATIONS. CURE CONCRETE CONTINUOUSLY FOR A MINIMUM OF SEVEN CONSECUTIVE ' � . � `` DAYS. CURE BY USING ONE OF THE FOLLOWING MATERIALS AND METHODS: 13. PROVIDE AINCHORAGE TO EDGE BEAIiAS OR WALLS FOR ENDS OF All • 1 {. DO NOT ALLOW STORED EXCAVATION MATERIAL TO DISRUPT PROPER DRAINAGE . -- a BRI ►OCMIC• .. ..- . , , . . OF THE AREA. SAM RELATED ITEMS. ... A. CONTINl10USLY SPRINKLE OR POND WITH WATER .. .,- . .. �•..,._ w• , ., -•►�, , I - ___ _____ _� - - - - - - ____ - __ F_ to - - , 8. WET SURFACE AND COVER WITH PREWETTED WHITE BURLAP - POLYETHYLENE SHEET - - - - - - - I __ - - __ _____ I - - --- - � - - „r.yn- __ - __ __ - - - � - - - a_ -�.�- ___ _____ - - __ . - - . . I I . ; I I i ., i A. CLEAN ALL MUD. WELD SLAG AND SPLATTER. VISIBLE RUST. AND OTHER � , i, , J)ESIGbI CR.lIERLA REMOVE ANY WET MATERIAL PRIOR TO PLACEMENT OF CONCRETE. .. CEMENTTTIOUS MATERIAL CONTENT OF 470 POUNDS PER CUBIC YARD. AIR ENTRAIN 11. CwwFER ALL El"CO CORNERS OF CONCRETE WITH 3/4 WN SY 4 5 DEGREE (/. AF TER tNsTALLATION, WIRE RRUSN AND CLUN ALL RUST (POTS, SCRATCHES, WELDS. 1%2& INSPECTIONS ( CONCRETE EXPOSED TO THE WEATHER. USE SLUMP OF FOUR 0404E.9 (4-- ONE INCH). ' 1. THE STRUCTURES ARE OE31CNED IN ACCORDANCE WITH THE 1997 UNIFORM 13. STORE STEEL ON JOS SITE ABOVE GROUND WITH DUNNAGE BET CM/M1FER, UNLESS NO /Ep OTHERWISE. P N ROOF OOF AND o0R01AM Of COMPOSIT OURNS, EDGES OF DECK. M O ITF. DECK AN FORM DECK TOUCH- WItM AN KS ON BOT TOP ANO BOTTOM OF . 1, S q;QNTMIU I NSPECTION SMALL BE PROVIDED BY A OIJAIPFIEO , BUILDING CODE (UBC) AS ADOPTED BY THE CITY OF TUK EACH MEMBER. LOCA TO MINIMIZE FORMATION OF WATER- 1'IOLDING - oOCKETS. CONCRETING AN 12. CONFORM TO ACI 3068 FOR COlO MIEATHER CONCRETING AND ACI 3058 WHEN ANY CONFORM to APPROVED PRIMER OF SAM COLOR AND OUAUTY AS SHOP PANT. 00 NOT LEAVE WELDS TESTING AND INS ?ECTION AGENCY APPROVED BY THE BUILDING OFFICN� COMBI Oi HIGH TEMPERATURE, .,3w RE HUMIDITY, ANp WINO VEL TEND TO 4+"IP"RPEO OVERNIGHT. N ACCORDANCE WISH BECTO 1 t01 Of TINE UBC FOR 111E iOILOWThG: Z. DESIGN LOADS FOR TENANT IMPROVEMENT WORK IMPAIR THE OUAUTY OF THE CONCRETE. REJECT CONCRETE If ITS TEMPERATURE AT TIME OF PLACEMENT IS 90 DEG. F OR ABOVE. PROTECT SURFACES OF EXPOSED CONCRETE 10. CLEAT GALVANIZED DECK IN SAME MANNER AS NOTED ABOVE AND TOUCH -UP MATH A. n ELO WELDING I ' ! �_ RO(1F SNOW 2S PSF I •• 1.0 14. ENSURE STEEL F FIELD VERITIES CORRECTNESS OF ANY FROM PRECIPITATION DAMAGE UNTIL ADEQUATE STRENGTH 15 GAINED TO PREVENT DAMAGE. GALVANIZING REPAIR PAINT USE Gp :vANII1NG REPAIR PAINT CON F(iRlAl wr, TO M ILITA RY 0 HIGH SIRFNGTII BOLTING � E x,s T1N G CONDITIONS A��CANC THE STEEL BEFORE STARTING FABRICAr1c�N. 13• CONFORM TO ACI 302.10. 304R, 308, 309R AND 347R FOR CONCRETE, FORM WORK, SPECIFICATION DOO- P - 2103SA. PROVIDE A M INIMUM DRY FILM THICKNESS OF 40 M ,LS. t ' O. ONCOW LOAD ON EQUIPM - 25 PSF I s 1.25 CURING. AND RELATED ITEMS CONFORM TO CRSI MANUAL OF STANDARD PRACTICE AND ACCEPTABLE PRODUCTS ARE CALVAANOPI TYPE 1 BY CARBOLINE /4N0 3AlVICON C. STEEL DECK AND WELDING ' I 15. USE ONLY WELDERS MALP'IED IN ACCORDANCE WITH AWS 01.1. CRS+ PLACING REINFORCING OARS FOR PLACING REINFORCING. iBY ''SOVtHEAN C. FLOOR U' LOAD - 150 PSF 0. REINFORCED CONCRETE 0. 1 1111. CEILING LIVE LOAD -20 PSF REDUCIBLE. STORAGE NOT ALLOWED 16. . % MAKE WE�05 IN ACCORDANCE WITH A 01.1. 14. PROVIDE THE FOLLOWING STANDARD FINISHES FOR CONCRETE WORK: IMEN WF-13 Jas 1 E• CONCRETE ANCHORS ' E. WINCE LOAD) -. 80 MPH, 1 • 1.25, EXPOSURE B 4L SURFACES NOT EXPOSED TO VIEW AFTER CONSTRUCTION.... POINT ALL CAVITIES AND 1. JOIST AND JOIST pROER DESIGN IS 8ASE0 ON TI•IE STEEL 101ST MJSTITUTE F. ADHESIVE ANCHORS, BOLTS ANO OOWEL5 I 1 I F. SEISMIC LC. >0 -ZONE .j, I • 1.0. SOIL T Sp 17 • ENSURE RAILINGS. POSTS, AN O CO ARE CAPABLE OF RES'STINC A M3MZ ONTAL LOAMNG OF 50 PLF APPLIED AT THE TOP RAIL WITH A ........ "' " "' """""" MONEY -COMA VERTICAL SURFACES EXPOSED TO STANDARD SPECIFICATIONS, LOAD TABLES, AND WEIGHT TABL::S FOR STEEL JOISTS AND JOIST GIRDERS. c*q s � 'P i I - SIMULTANEOUS LOAD O 100 i.F APPLIED VERTICALLY DOWNWARD IDLE A F P VIEW AFTER CONSTRUCTION:..- ......- . -.... POINT W MORTAR AND PUS S N100TH, OR USE ! r A ENSURE ALL DESIGN, DETAILING, FABRICATION, AND ERECTIO ) JOI JOIST 200 L CONCENTRATED LOAD APPLIED AT ANY POINT IN ANY OIRECTICN APPROVED PROPRIETARY GIRDERS, ANO RElATEO ITEMS CONFORMS TO THE REOUIREWEN I; OF THE S IEEE .4u46 ' W EXCEEDING THE ALLOWASLE STRESSES I NCREASED BY ONE - THIRD. JOIST INSTITUTE STANOARO SPECIFICATIONS. LOAD TABLES, MAD VEIGHT TABLES I GENERA USE A MAXI POST SPACING OF 5' -0'. PATC COMPOUND. FOR STEEL JOISTS ANO JOIST GIRDERS, UN -_ESS NOTED OFEERN FOR ' INTERIOR SUSS OR EQUIPMENT P ADS:......-. M•.. .......- ...y...........-- ..•".- SMOOTH. UNI FORM, HARD 1 I . REVIEW AML' VEI IFY Al! BUILDING DIME JSIOtuS. AS- 9t:ILT COVDIrICN ;. FIELD PAINTING: STEEL TROWEL c 3. TOP CHORDS SHALL BE ANGLES OR TEES. OMOGINC SHALL EE Fl.'LL DEPTH i ' AC •nJAL EOUIPW't4T DIMENSIONS USING CEHTIVED VENDOR ORAAINCS, . 18 . EXTERIOR FLOOR SLABS OR AND SPACED AT S' -0' ON CENTER AND S HALL UNE UP WWII THE ETC *I-4 AFFECT NEW consrRUCTIC PRICK TO SUBMISSNO OF SHOP VOUIPMENT PADS... ....................". "...... - . FLOUT. UNLESS O THE R, ISE UNISTRur RUNNERS IN EACH ROOM. COORDINATE 8RtDGIN; WITH , DRAWINGS ANO ANY FABRICAnON. f A. CLEAN ALL MUD, K ELD SP ATTE R, WELD SLAG. VISIBLE •. APPROVED BY A/E. AND SCORE . UNISTRUT GRID AND HANGER SUP A=ORTS. JOIST BRIDGING SHALL BE I RUST, AND O1 HER CONTAMINANTS FROM STEEL. W ALKI NG SURFACE WITH BROOM. pESICNi:O TO TRANSFER A MOP,IZOI`NTA1. SEISMIC FORCE OF 400 LOS PER ' • 2 ELEVATIONS NOTLO ON STRUCTUPAAL DRAWINGS FOR WCRK ON THE GROUND B. WITHIN 24 HOURS AFTER CLEANING, FIELO PAINT 15. 00 NOT ADD WATER OR PLAIN CEMENT TO ANY SLAB SURFACE DURING FINISh. IC MOIST AT EACH BRIDGING LOCATION FROM THE BOTTOM CM:)R(: LEVEL OF •. j FLOOR ARC RASED ON AN ASSUMED TOP OF FL SLAB ELEVATION UNPAINTED AN UI�iGAIVANIZ SURFACES, INCLUDING OPERATIONS. • � ; �. ' I OF 0' -O'. NUTS, BCLrs, WELDS, AND DAMAGED SURFACES. USE THE ,FOIST TO THE METAL DECK /CONCRETE SLAB AT T4E 1 OP CHORD / - - -• • � ' • c c 3. IN DUSTRY .TANI. GOVERNING THIS WORK ARE OF T LATEST ISSU THE FOLLOWING W.'ERIA I 16. PERFORM NO FINISHING OPERATION WHILE WATER IS PRESENT ON CONCRETE �JRFACE. T PPT EEL MEMBS. LEVEL. JOISTS SHALL BE WELDED TO HE SUPPORTIN ST ER -'" �' t I Al THE „b,- ^ T41S DRAWING RELEASE AS SHOWN BELOW. WHERE COLUMNS ARE NOT FRAMED IN AT LEAST TWO GIRECII��NS WITH • : . , _ - f FOR P�'+1NTED ITEMS. TOUCH UP W1TF1 SAME PRIMER STEEL BEAMS. THE JOIST AT THE COLUMN LINE SHALL BE e'„ LIED TO • , ,• - _;••' . 4. ENSURE STORAG". HANDLING. PREFnRATION, MSTAL!ATION, ETC. OF . AND DRY FILM TH ICKNESS USED FOR SHCP PAINTING. 17. FOR TOLERANCES CONFORM TO ACt 117 AND ACA 3478. SEE GENERAL NOTE_ FOR SUPPORTING MEMBERS DURING ERECTION. THE JOIST SiM, SHOWN ON j: � I , ' r RE tN ACCORDANCE NA1tH MANUFACTURER'S /VENDOR'S ALL A;ATER, •LS A TOP COAT STEEL WITH F'{NISH PAIN PER AR CHITECTURAL FLOOR TOLERANCES THE CEILING FRAMING PUW ARE BASED ON SHEAR AI�O Fl E::'.JRE OUE t0 THE DEAD AND LIVE LOADS. W ACK'ITgN. THE TOP CHORD O CERTAIN -` ; i . F 4 PRINTED RF;,OWMENDATIONS AND INSTRUCTIONS UNLESS NOTED OTHERWISE MW!NGS. JOISTS SHALL 8E DESIGN FOR THE SEISMIC AXIAL lOAD' SHOWN ON I ,• , 6 .. % f ! ON THE OFAwIn,CS ' 1 START SA SLAB ON GRADE CON TRACTION JgNTS A SOON AS THE FRAMING PL THE BOTTOM CHORDS OF ALL JOISTS SHALL BE + + 5. CONTRACTGP TC PROVIDE ADEQUATE BRACING FOR STRUCTURE SO TKkT 19. ADHESIVE ANCHORS SHALL BE 'H ILT'1 HIT MY -150" AOHESNE ANC:, - L•R SYSTEM. ..%,ITM CONCRETE HAS HARDENED SUFFIC,ENr�• +' TO F +REVE!�IT RAVELING OR DISLODGING OF AGGREGATES. UNLESS RAVELING OR DISLCOGING OCCI. RS. ' B TO SUPPORT A 120 LB v� R NOT DEAD LOAD :1T AN A FC BETWEEN PANEL POINTS. THIS IS NOT AODITNE TO 111E BASE OEAO - ! - � ..� :. � ' • , ` 11' WILL BE STAH'.E DURING ALL STAGES OF CONSTRUCTION. THE STRUCTUPE 15 C`ESIGNEO FOR A COMPLETED CONDITIONy ONLY ONO. IC130 NO. 5193 OR APPROVED EQUAL. ANCHORS SHALL BE INSTALLED MANUFACTURER'S WklllEN INSTRUCTIONS UNLESS NOTED OTHER�fIIISE. COMPLETE SAWING OF JOINTS WITHIN THE MA ELAPSED TIME LIM: r NOTED BELOW, BUT PREFERABLY LESS. T11E SPEgF1ED TIME FOR ANY ONE 10A0 AND LIVE LOADS. THE BOTTOM CHORD SHALL ALSO BE OE•�ICNEO TO . . , t r ' I SUPPORT A HORIZONTAL SEISMIC LOAD OF 400 L8S AT Af 11' PANT . •: ' f THEREFOPE. RE( ?'JIRES ADCITIONAL. SUPPORT TO MAINTAIN STABILITY LOCATION STARTS WHEN FINISHING OPERATIONS ARE COMPLETE FOR THAT BETWEEN PANEL POINTS APPLIED PERPENDICULAR TO THE JOISTS. i , 1. I BEFORE COANPLFTION. 20. CONCRETE WEDGE TYPE ANCHORS SHALL BE 'HILTI KWIK SOLT N' 1:'8^ NO. 4627 LOCATION. THE SPECIFIED TEMPERATURE 'S THE MAXIMUM AIR TEMPERATURE PROV10E STRUCTURAL CALCULATIONS F THE JOISTS STAbIFE7 ANO m `" I OR APPROVED EQUAL A 1 4CHORS SHALL BE INSTALLED IN ACCORJAII:E W1 1'H IN DEGREES FAHRENHEIT THAT OCCURS :A'IIHIN THE SPECIFIED TIME LIMIT, SIGNED BY A C IVIL OR STRUCTURAL ENGINEER LICENSED IN IHE STATE OF ✓ r t - .. 40 � : I •• MMUFACTURER'S WRITTEN INSTRUCTIONS. %- THE ELAPSED TIME MAY NEED TO BE SHORTENED EVEN MORE IF DRY AND OR - WASHINGTON. CAMBER ALL JOISTS THE AMOUNTS SPECIFIED BY THE STEEL � 4 - , 0 *&- ft•' EXITING AND MODIFIED FLOORS IN AP.EA OF WORK FOR 6. EXAMINE ALL EX 7 IMINDY CONOITIONS ARE PRESENT, JOIST INSTITUTE. �' `' 4 I ' ' I FUTN£SS API!) LEVELNESS. SEE ARC141TECTUPAL AND STRUCTURAL DRAWINGS FOR FLOOR PL. A'iS AND AREAS OF WORK. 2 1. _ SrA.Z . GROUT SHALL 13E 14AS 713 BY MASTER BUILDERS TINE " 8Y � STANDARD WET -CUT SAW: . . ' .. ,.... _ , - .• _ . - . �.. t ~ ,� I R r R APPROVED E U.S G OU 0 EQUAL I I ► ' y. FLATNESS A.IVO L V ELNESS CRITERIA: F� =25 ANT? F1 =15 PER ASTM E -1155 1 ` 'MAX. ELAPSED HOURS - FOR TROWEL L.ED N. AS REOUIRE0 BY THE BUILDING OFFICIAL. THE OPEN W'Eil STEEL JOIST + � , . I WITH A MA`KIMV�f CHANC -E I4 PITCH OF 1/4 INCti 0�,'E'R 10 FEET. Q2. c PROVIDE F LOOR C +3,ITI NG WITH All W- I.DED. PRIME PAINTED CARBON STEEL CONFORMING OR POWER FLOATED FINISH MAX. F (EXCEPT AS NOT • :A MANUFACTURER SHALL BE AN APPROVED FABRICATOR. !'S REOUIREO 19Y THE •` "' r k .:, , .. I TO ASTM A 569. SEE DRAWINGS FOR SIZES. USE GALVANIZED SACKY F CUPS WHERE OP BVILOCNC OFFICIAL, TESTING A'1�p INSPECT F ION O 1►�E aN WE8 STEEL JOKES 1 p I a. PROVIDE AND IN (TALL LEVELING COMPOUND W' IEPE REQUIRED TO COMPLY TH EY ARE REQUIRED FOR REMOVABLE GRATING. PRIMER SHALL BE C'SMPATiBLE WITH . 90 AN A80VE { { SHALL BE PERFORMED BY AU APPROVED AGENCY. . • '; i WIT14 NCTE 7. U iE %0ONOrOP 620 BY SIKH C04P OR APPROVED EQUAL. FINISH PANT SHOWN ON ARCHITECTURAL DRAWINGS. so - 89 5 - a. SUBMIT SHOP DRAWINGS USED F"R FABRICATION AMD EPECTIC!4 CF ALT. ' ` ` • � f ` r. : I �� 5 JOISTS. JOIST GIRDERS, AND RELATED ITEMS. ' 9. PEW -OPIA ALL DI'MO CAREFULLY TAKING CAPE NOT TO 'DAMAGE 60 - 69 EXISTING WORK. Al L.IT10N WORK NOT SCHEDULED FOR DEMOLITION SHALL All WORK 23. BANO ALL OPENINGS IN GRATING WHEN EDGES ARE NOT OVER 5U POSiTS - 59 10 S NO HOLES WILL LL BE PERPvNTTEO IN THE BOTTOM CHORD. 1• HOLES WILL BE I - i ' BE REPAMED TO ORIGINAL CONDITION AT CONTRACTOR'S EXPENSE. 1. .. ', +10 - 49 1 2 PER MITTED ELSEWHERE UNLESS APPROVED BY A/E AND FABRICATOR. � • r I I Q4. FASTEN CRATING A MINIMUM OF TWO PLACES AT EACH SUPPORT AN ONE PLACE AT ALL "SOFF -CUT" OR OTHER SIMILAR DRY -CUT SAW APPROVED BY A/E I. CLEAN JOISTS. JOIST GIRDERS, AND ACCESSORIES TO REMOVE ALL RUST, WELD • � . I eNS A STRUCTURAL LMW,NORK INTERMEDIATE SUPPORTS FOR EVERY 2 -0 WIDTH OF PANEL. SEE DRAWINGS FOR MAX. ELAPSED HOURS -FOR TROK'E ! EO STAG AND SPLATTER, CREASE, DIRT. AMID OTHER FORE1Ga MATTER. PAINT n 9 WITHIN 24 HOURS AFTER CLEANING. J..ISTS. JOIST GIROLAS, AND - I • ' ' .• I I ,EQWHQ& . ATTACHMENTS. OR POWER FLOATED FINISH F AS NOTED) • ACCESSORIES IN ACCORDANCE WITH SSPC PAINT SPE CIF I_'.IIQN 1 -687. �; - \' I ' 1- THE SUW3,URFA^E INFORMATION AND FOUNDATION DESIGN ARE BASED ON r' . . . . •MAX. ( TYPE 1, GRAY OXIDE PANT. .. . - '. ! RILPJRT E -2579 -41 ISY EARTH CONSULTANTS, INC. DATED JUNE 27. 2 ' # I , . ' THE CONTPACIOR SHALL PERFORM EXCAVATIONS, FOUNDATION CONSTRUCTION. 35. SEE PLANS NOR SPECAfIC EOUIPMENI ANCHOTZ/►GES. ALL OTHER F�! ^fr1Et:T SHALL 85 AND ABOVE T ' - 19. STORE STEEL ON JOS SITE ABOVE GROUNO WITH DUNNfC,E BETWEEN EACH ' .r I AHD FMEPAFATIGN OF THE SUBGRADE IN ACCORDANCE W ITH THE BE ANCHORED PER MANUFACTURER'S RECOMMENOATIONS FOR IGot' 3 SEISMIC. - 84 2 MEMBER. LOCATE TO 1„NNI FORMATION Of WATER -ft %CUING Pr)CK t . - % RECOMLIENDATICNS CONTAINED IN THE CEOTE CHNICJAL REPORT AND THESE 50 - 59 ... 3 f 1. ' i NOTES. AO - 49 { 9. USE ONLY WELDERS Ol1AUF1E1) WITH AWS 01.1. - s r. 2. A GEOrC" NICAL ENGWEER SHALL INSPECT, TEST. AND APPROVE EART"WORK •FOR FINISHES WITHOUT TRCWEUhG OR POWER FLQATANG INCREASE . •10. MAKE WELDS IN ACCOR WITH AWS 01.1. - . 1. - . 4 I AT THE VARIOUS STAGES INCLUDING BUT NOT UMITEO TO' FILL MATERIAL, MAXIMUM LIME NOTED BY ADDING ONE HOUR IN HOT WEATHER AND UP TO . I . i ' I PFEPAF� TION A .ND ADEQUACY OF SUBCRADE, FOUNDATION EXCAVATION. AND . � THREE HOURS IN COLD WEATHER. . � 11. ENSURE JOIST AP 40 JOIST GIPDER HORIZONTAL DEVIATIC 1 FROM A STRAIGHT I , . - • I PPLACEMENT AND COMPACTION OF FILL LINE DOES Nor EXCEED 3/8 INCH PER 10 FEET OF MEMBER LENGTH. t • . 1 . CONCRETE DESIGN IS BASED ON THE FOLLOWING STANDARDS: � - i • I t J. PROTECT EXIST'ING STRUCTURES. UTILITIES. PROPERTY. ETC. RESTORE BUILDING CODE REOUIREMENTS FOR REINFORCED CONCRETE (NCI 318) �-:; ITS .19. START CURING AS SOON AS CONCRETE SURFACE WILL NOT BE DAMAGED BY CURING 12. 00 NOT SUPPORT AW GRAVITY LOADS FROM BRIDGING OR BRACING. ' ' .. : I . .'�• ALL ITEMS DAMAGED, AS REQUIRED BY A/E, AT NO COST TO THE OWNER. !SUPPLEMENTS. OPERATIONS. CURE CONCRETE CONTINUOUSLY FOR A MINIMUM OF SEVEN CONSECUTIVE ' � . � `` DAYS. CURE BY USING ONE OF THE FOLLOWING MATERIALS AND METHODS: 13. PROVIDE AINCHORAGE TO EDGE BEAIiAS OR WALLS FOR ENDS OF All • 1 {. DO NOT ALLOW STORED EXCAVATION MATERIAL TO DISRUPT PROPER DRAINAGE 2. CONFORM TO ACI 31a FOR THE DESIGN AND PLACEMENT OF CONCRETE. REINFORCING. . . BRI ►OCMIC• .. ..- . , , . OF THE AREA. SAM RELATED ITEMS. ... A. CONTINl10USLY SPRINKLE OR POND WITH WATER .. .,- . .. �•..,._ w• , ., -•►�, , .. . , 8. WET SURFACE AND COVER WITH PREWETTED WHITE BURLAP - POLYETHYLENE SHEET ., . , , w .. h 14. FIELD PAINTING: I „� S. MAINTAIN STAB IUTY OF EXCAVATIONS UNTIL. PROPERLY BACKFILLEO, KEEP EXCAVATIONS FREE OF ANY LOOSE MATERIAL DEWATER EXCAVATIONS AND 3. MEASURE AND MIX CONCRETE IN ACCORDANCE WITH ACI 21 1.1. USE MINIMUM - CONFORMING TO ASTM C 171. SEAL LAP" AND EDGES. LAP 6 INCHES W4MUM. �• C. SPRAY SURFACE WITH LIQUID CUIRINC : - :. - Y,1N0 AT A COVERAGE RATE OF 300 AND 400 i ., i A. CLEAN ALL MUD. WELD SLAG AND SPLATTER. VISIBLE RUST. AND OTHER � , i, , I. , ' REMOVE ANY WET MATERIAL PRIOR TO PLACEMENT OF CONCRETE. .. CEMENTTTIOUS MATERIAL CONTENT OF 470 POUNDS PER CUBIC YARD. AIR ENTRAIN SQUARE FEET PER GALLON FOR ROUtn.Z!*o SURFACES AND OTHER SURFACES. • 1 ` ' CONTAMINANTS FROM JOILST5. JOIST GIRDERS. AND RELA.TEO WORK. � ' . I CONCRETE EXPOSED TO THE WEATHER. USE SLUMP OF FOUR 0404E.9 (4-- ONE INCH). RIESPECTIVELY. ENSURE COMPOUND IS COMPATIBLE WITH MATERAALS TO COVER R. 00 NOT FIELD PAINT UNPAINTED SURFACES, ! . PROVIDE A MAXIMUM WATER /CEMENT RAT10 ON' 0 SO USE ON SURFACES WHERE AOOITIOh.;I ^�NCRETE OR OTHER IMATERw c ARE TO 8E 80NOE0 B 24 HOURS AFTER CLEANING. ! , I ► .e '. .. I 4 WHERE 1�ro �Nc PI -AIE5 AND ANGLES H. VA 6. ENSURE HEAVY tO" -MENT FOR SPREADING AND COMPACTING BACKFlLL 1S . . 1 _ + • NOT CLOSER 10 WALL, GRADE BEAM. ETC.. T►1AIN A DISTANCE EQUAL TO THE INCLUDING NUTS. 80LTS, WEDS AND DAMAGED SURFAC ES. USE SAME PRIMER - USED FOR SHOP PAINTING EXCEPT AS FOLLOWS. USE AN APPROVED ORCANIC HEIGHT OF THE BACKFILL ABOVE THE TOP OF THE WALL FOOTING, 13OrrQM . 14. MIX AND TRANSPORT READY -MIXED CONCRETE IN ACCORD WITH ASTM C 94. ' ,, - ZINC PRIMER OF SAME COLOR AND DRY FILM THCKNE!S FOR FIELD PAINTING - ' # GRADE BEAM. ETC. COMPACT THE REMAINING AREA WITH HANG TAMPERS. 20 REFER TO ARCHITECTURAL, MECHANICAL, ELECT i';N PRL'rESS, CAL. AND VENDOR'S , f I EXCEPT REDUCE MAXIMUM DISCHARGE TIME TO 75 ANO 60 MINUTES FOR AIR TEMPERATURES D�yR g FOR EM9EfJDEO ITEMS NOT S HOWN. uCRD+w►TE :►N P1,ACE ALL CUOM AND TOUCH -UP WHEN PRIMER IS PKW.IANIIC ZINC. ; i t. . i 7. 'FE ; NTRACTOR SHALL GIVE THE GEOTECH�NICAL EN GINEER ACEOUA - E NOTICE OF 85 -90 AND 90 F RESPECTIVELY. THIS MAY BE WAIVED IF A/E AaPF r;vES A RETARDING ITE,%4S SHOWN ON THE ORAWNIGS OR ft%&'IRED a+ ALL TERIIL)ES. ,' ' ! I F3 FFORE VLACErIENT OF CONCPETE TO ALLOW FOR THE REOUIREO TESTING AND ADIMIXTUR�. - 1 INSF E0061S . I UNTSTIRUT GRID I 3. TIE rC'I;'.C`AT Q�4S SI4L`WN ON tl +_`. DRA'Aac'E ARf. SLf•BS, rr,AT ; OR CR;�OE CREAMS 5 P ROVI DE A tMNrIMUIr C+XNC2ETE COMPRESSIVE STRENGTH Ar 29 GAYS J... :r;. Ij�ETAL D E CK I ! i I 16 INCH fl TER Al ;IR C T I I $i.E r+kAWINGS FOR PICK CAFACI R , ,► - 1. VENDOR SHALL 51�eu1T DRAWINGS A CALCULA1K�:va' CF. YNL GRID S'+S1'EM ��.`1 i ON 1AM..E .IG AS ERS. TY NO I. AL W*EiSI C)NCRETr......I............ ... ....... ............................... S::'.• os. �'� TE DESIGN A PPRO VAL THE E•VGiNEER OF' RECORD. OP. ',I'ti,, 014 , %LTCAJI.4TIDy,, �. �/ S . 1. DECK DESIGN IS BASES ON THE STEE! DECK IN:,�•TU AlAP1UAl FOR FOR PPRO 9" 0 C h I 4 I LIGHT wrIGHT K;ON42RETE (I 10 KF) CT: rOMOJS1rE mt DEr.w. 1' NISI COMPOSITE DECKS. f 0RM DECKS. AND ROOF ::i'::: >. SHALL BE STAMPED 8Y A WASHINGTON LICE�VSEU C�`r1l l' R ETIt �OA.J E� � y . - �,,,�„I I S. !NSTAL -A TI ON Or ME:RS SHALL BE IN AC CO RW ICE WITH THE GE OTECOMICAL REPORT I ENGINEER I . , E Cp OR . : , . 4 1 I _ x. ENSURE ALL OESI'.;N. DETAILING. FABRICATION. AND ERECTION OF WETAL OECh • " ��1 4 1 I I10 Fi,U* 0AT10v CCNOITIONS N, , EIJ OURP+G CCINISTPUCTIOY. W HICH DIFFER FROM S. CCN�ORM TO Thr_ FOLLOWING: T R APP . I I A�VCE I iHU::E CCS;Rrc'EU cN THE G 'I < < CONFORMS TO W REQUIREMENTS Or THE FOLLOWING ST T ANDARDS. UNLESS NOED 2 GRID IIA ST . D SLL BE DESIGNED BY UNI'RIJ ORO• 0 ICUtL GRID SHALL I t..TECHNKC k. RLW%:RT SHALL 8_ REPORT O TO THE OTHERWISE: BE DESIGNED TO SUPPORt A LOAD OF 25 PSF. • App { ARC I TE��r ;T,?t}f;TURA E� ^CHEER ANO GE01EC.4NICAL EN!.INEER BEFORE A. CEMCNi: ASUA C 150, TYPE' It. �� r A_ STEEL DECK INSTITUTE DESIGN MAM OL FOR COMPOSKE DECKS. FORM DECKS, AND I NFURIM-'R CONSTRUCTION IS AT Ff AP1ED. B. ACCAGATES: NNVAi. WEIGHT ASTM C 33, LICHT WE IGHT ASTU C 330 k•:Or DECK "s. R ' c ' C. WATER: CLEAN AND POIABLE B. Aisc E "FCIRCATIONS FOR THE OESO4 OF COLD- FORMED STEEL STRUCTURAL MEMBERS. 3. SEE REFLECTED CEtUNC PLANS ON ARCHITE�TVRAL ORAL 'JIGS NOR IaCAT:CN. I .1 I 0. AIR ENTRANA!E`IT: ASTM C 260. C• ICN3c? RGFC:F:T ham. i07N1+' Ju . I .�1P,S1S . M NEQ S - ;? r1 ', i E. WATER.- REDUCER* ASTM C 494, TYPE A, OR D IF APPROVED. !- r,N- C'HLOROE TYPE. 4. TIE GRID LAYOUT SHOWN IS CONCEPTUAL. WORK WITH ��i'. E:J:1 LAYOUT, ?004 I ; • I c� F R AR FR: J , TM C 494 TYPE B OR 0. 3. FRO%1DE GALVANIZED DECK WITH THE FOLLOWING MINIMUM PROPERPES: 1 1 /2' ARCHITECTURAL. MECHANICAL, ELECIRICAL D ANTI Ilia S;RUCTAJRAL 1 1. Src :L LESiGN IS BASSO ON THE AI,,,, SPE ;;iF CATION FOR F a • �pEEP, 2'J GA(n 0.248 in.3 %1t SEC hIVL'lr! U:}, 0.21E in.4 /IL YOMENr C>F' IYERTIA, FRAMING PLANS. e "i:UC'uRAI_ STEEL euI LUIhCS, ALLOWABL SrnESS OF SIGN. G. ACCELERATOR: ASTM C 494. TYPE C OR E. NON - CHLORIDE AND NON- T'HiOCYANATE DEE . 2 000 GE YIELD STRESS. ENSURE STEEL '.;. 0.116 i .4 ASTaA A 445 OR ' ' I E ' ASTM A 653 WITH ASTM A 525. 690 11%LVA RING. DECD( SHALL BE EMT317S';'J TO ' 5. HANGERS FOR GM0 SHALL BE CAPABLE_ OF RESISTING r;RAVITY LOADS AS I . ` 2. PR \41DE ASTM A36 FOR AI_l STRUCTURAL STEE:. POR I'tETAP! *-cR: SIX M'L PO:.YETHYL.ENE, TAP SIX INCITES. S:A- LAP'S, � . ` S72 t;RADE 50 W A992 W/ 50 KSI HELD STRESS FOR PENETRAn^Td.i AND PUNCTURES WITH COMPATIBLE PRESSURE SFNS1IC1E, WATERPROOF INSURE COMPOSITE Atr11CN WELL AS ANY VERTI COuF`ONENT r120i.1 A SEISMIC E/E► WHICH MOLD �r� : AND ATV A5 ' I ALL VTNE:� $RUCTURA;, sTfE!. SHAKES UNLESS TwTEO OTl•IERwtSE, ADHC;IV= TAPE . ►,ES WIDE MiN rtESL,ItT W A NET COMPRESSIVE FORCE Oti THE HANCEIi. f� Of l A. SUBMIT S }TOP ORAw1NC;S MID ERECTION PLAN LOCATING EACH SECTION OF L�EC% ANC {,�� �1 ukw�� 1. E ,l.:INT SEALANT F P : EDERAL SECIFATI ICON TT - - 00[,','0, TYP: 1. CLASS A, c e r TYPE AND LOCATX)N OF ACCESSORIES 1 7 1.AILS OF +"VI i `` . I t INCLUDE LOCATION OF ALL SUP• ORTS. � S. BRACING SHALL BE EXTENDED TO THE CEIL'NC DECK ! I VEL "r0 TRANSFER LOAD ' 1. ! c!'0'!!IJE ASTM A 53. T1FE E CR S. GPAOE B. E ACK i'ITNISr+ ONE FAI:r, C.O� APPL r'0'JRABLE POLYURE.WAN1< SASE. I�IA�CrI COLOR OF EPDXY JOINT FASTIVONG. REINFORCEMENT TO 13E FRO'�DED, DECK PROPERTIES, AND OTHE rERTINENT a � ! ^ c SEALANT. c c ., DIRECTLY INTO THE DIA A,PPLICA.?LF. BRACING SHALL NO i ATTACH Fr-P. _TRJCTUk% STEEL PIPE- THE FCC! 0WI'V,, MAY 0- IN. OR.IATION, INCLUDING ICAO R._+ ORT AND OIAPHRACM SHEAR VALUE. � � . 1 � • , Fr- P. SOSE S i TUTEC IF WALL THICXNESSES ARE' THE SAME AS FOR J. JO BACK -+1P MATERIAL: POLYETHYLENE FOAM, CLOSED CELL. USE WITH EL►STOMERIC MINIMUM OW14RACM SHEAR VALUE' -2."15 LB FT FOR COMPOSITE DECK WITH ..IGHTWEIGHT E ROOF BEAMS IO J O IS TS T IN A MANNEaR THAT .,UUCP CAUSE ANY WEAK AXIS �N - I . i I 1 14c SCHEDU,.E PIPE NOTr:O CI N DRAWINGS. ASTM A 530, GRADE JCJ11:T S:ALANT ONLY. COONCRETE FILL WI1H A TOTAL THICKNESS OF 4 3/4 INCHES. BRIDG OR TORSION ON T HOSE M E MBERS. CO ORONNATF' SWING WITH JOIST i I A GR :: ASTM A 57; ! : Cxt ;if M /�, 6'• E °. + - + t ' .. t .""r.".. I • + K. l I0J10 CURIE , ANO SEALING COMFOUNO: FEOtrul SPEC F1C4 ►DTI T C -i3C0A (JUNE 20, 1974 SrrRE NE ACR`r1,ATE OR MEIIJACRYLATE TYPE, 29% M iNI+40 �_ :'OS CONTENT, CLEAR, 5. CUT DECK SO END JOINTS WILL OCCUR ON SUPPORTING MEMBERS AND OVE3 ' A FC GRA 4. PR0 1010E AST :A A 50+7 D• 01 R. STkUCTLI A I. ST`CEL TUBES. NC N 'YELLOWING. STRN TDINE NOT A YEE BUAELLO'AED AS PART OF 911 %0. MI NIMUM OF 2'. � MANGERS AND BRACING SHALL 6E COORDI WITH TILE MECHANICAL - I t~ E►' ^. FpR M�rEI.S. ROOS, AND BOLTS: USE HILTI HIT HY -150 �IESNE ANCHOR DUCTWORK. _ 1. 5. ENSU'-E ALE. DESIGNN, p,,aL;NC. FABR!C�AiION. AND EPECT ON ' . • � _ , , r ' c r c ,, n c . SYS'Eu, -'COO N 0. 5193. • . I O+• _EL CONr,RM_• TO T. I. RE 1 .UIR_MENrs OF IE FOLLOWING 6. FASTOMIG: p VENDOR SHAH. AE FESPONS►ELt- FJ!? ALL SU'PLF.MENT�RY STEEL NOT SH W +N . f ' STf4N; %: DS, UNLESS NOTED OtHERWtS£: M. REE.IR = UP�o>;T oEvICEs: CRS MANUAL OF STANDARD PRACTICE. A. ANCHOR DECK TO EVERY STRUC'UFL'LL STEEL SUPPORT BY WELDING - ON PLANS REQUIRED TO CARRY HANGING LOADS. I I A. A -C. SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, N. EPDXY Aw ESNvE : ShKA 32 HI -MOO 80N0.NC AGENT BY SIKH CCRP. . . o_L0*A -LE STRESS l;FSIGN AND PLASTIC DESIGN. I. PLUG WELDING: WL - " ?O1POM OF EACH RIB TO STRUCTURAL STEEL C. PPCRTS WITH , . . + 8. RI SC CUCC CF STANDARD PFZAC�I ^E FCR STEEL BUILDINGS A MINIMUM 5f8 DIAMETER FUCL'LE WELD. IT COLD FGRMED STEEL FRAMING � e, - AND BRiOGES (EXCEPT AS V001r'+EO BELOW ±. • WELD DECK 0 ALL SUPPORTS PARALLEL TO RIBS AT 6" O.C. - � . �t + C. RISC QUALITY CRilERI4 ANO 'NSPE' TiON STar:0AF20S. 1. ALL COLD - FORMED STEEL FRAMING SMALL @_ FABR-CA11:0 AND ERECTED IN ; T/ D ' + 7. UNLESS SPECIFI^,A�.L" APPROvED BY A/E IH WRITING, DO NOT USE CALCIUM CHLJRICE. D. RISC STRUCTURAL STEEL DE TINE NG ' E. RCSC STRUCTURAL_ .;HINTS USING AS A 325 4R A 490 6CLTS. '1, ACCORDANCE wlTh THE LATEST EDITION CF TF1E �Sr'ECIF'+CATIONS FOR THE DESIGN / �'�M n S. FASTEN SIDE LAPS OF ADJACENT DECK UNITS MTN BUTTON PUNCHES Al 36 INCH OF COLD - FORMED `' TRUC u8 RS Y R V ' S. ENSURE RFINFJRCtNG BARS CONFORM TO ASTM A 615 GRADE 60. DE= JF'. ED. KLDED REINFORCING NT STEEL INSTITUTE AIS ). Al-L +EEL S OR T.) SE TION 3.1 F TILE N l 1 I 6. SUBMIT S H OP DRAWINGS FOR FA8RICAT�DN AN ERECTION CIF ALL ALLOY A I a lP ERVALS r 8 a •-; • I BARS SHALL CONFJIt1A 10 ASTM LCw Al._706. WELD N CCORI,AI�%E W ANTS WELDED NISI C I , STEEL M'E'MBERS IN ACCORDAN WITH A.'SC STANDARDS NOTED FABRIC Sfou CONFORM TO ASTM A 185. �� OQ I ''' C. FASTEN METAL ACCESSORIES TO DECK BY SAME METHOD USED TO ATTAC4 VICK 10 2. STEEL FOR ALL TRACK, GUSSET PLATES, AND STEEL STIWS SHALL HAVE A R �'MTC ! SUPPORTS. FASTEN AT EACH CORNER AND AT MAXIMUM SPACING CF 6' OC. MINIMUM YIELD STRENGTH OF 50 KSI AND A M!NIMUM '.CNSILE STREf NTH CF 5 f T ' N 7. IN GENERAL. FIELD BOLT CO ":NECTIONS. USE E70 L&B HYDROGEN FFi( E'- E(:TR FOR WELDED CCNtNECTICNS. USE .1 /A" DIAMETER A 325 S. PWNCE CUSS B TE'NS101'1 LAP SPLICES PER ACI 318. FOR CONCRETE SrP.CPtCTH AND BAR D. PENETRATE ALL LAYERS OF DECK WTH WELL ME'T'AL MATERK AT END DAPS AND SIDE KSI. STEEL FOR ALL 18 GAGE STUDS AND LIGHTER SW%LL HAVE A M!T-ihiuIA YIEL3 i 4 I OR A 490 HIGH STRENGTH BOLTS FCR ALL & XT EO CONNECTI INS. LOCATIOAS NOTED ,POINTS A. 'NC E1NISURE ALL WELDS HAVE COW FUSION TO THE SUPPORTWG MEMBERS. STRENGTH OF 33 KSI. STEEL FOR ALL STUOS 16 GA ANO HEAVIER SHALL HAVE _ i UNLESS NOTED OTHERWISE Os CRAWtNGS OR AF`PROV� BY A /E. E. ENSURE DECK FASTENING PATTERN CAN DEVELOP AN ALLOWABLE DLAPHRnGM SHEAR A MINIMUM YIELD STRENGTH OF 50 KSI AND A MI3IMUT4 TENSILE S TR ENG TH OF I � STRENGTH OF 2215 POUNDS PER LIN EAR FOOT. N'ICREASE FREQUENCY IF FASTENING 65 KSI. ACCESSORIES AND BRIDGING SHALL HAVE A IMi4IMUM YIELD STRENGTH OF "F AS REQUIRED. 33 KSI. 1: to i ; 8 USE MINIMUM W ELO SIZ. O 3/16 UNISS NO FD OTHERWISE. I0. PROVK C"CRETE PROTECTION FOR RE'W DRCEME`'T AS FOLL OWS. 9. USE 3 /8' MMNNAUI►1 QJ43ET PLATES. 3 ALL STUDS SHALL BE SQUARE CUT AND SHALL BE SECURELY SEATED FOR FULL. • CONCRI:'E COVER V. METAL ACCESSO"JES: PROVIDE TWO INSTALL ACCESSORIES, SUCH AS EAVES PV ENO BEARING AGAINST THE TOP AND BOTTOM TRACKS. STUDS SHALL BE -, RIN •J) C UNLESS NOTED RIDGE AND VALLEY PLATES CLOSURES AND SLOPED RECESSED SUMP PANS W-4ERE • ,ATTACHED TO THE TRACKS WITH WELDS OR SCRE'NS. ST'EC•AL BEARING STUDS .' ' •'� � '� : ; � �S' ,��y�� 10. CUT NO R'EFwNCS N sTRUCTVItuL t111Etu�ERS UNLESS S+10wAI 01r OTHERWISE lR:0UIREO TO HAVE A COMPLETE INSTAL.L,ATION. FABRICATE FROM THE SAME MATERIAL AND SHALL BE CENTERED UNDER EAC STEEL JOIST. SEE (PA WINCS S -0121 AND l � �'� c.. � � "� Q� ���- THE DRk"WGS. /L CAST AGAINST NO THICKNESS IS LESS THAN THICKNESS NOTE.) IN THE S -0501, ry r ��' , PERMACNE147LY STEEL DECK INSTITUTE INDUSTRY ST FINISH AS DECK UNITS. UNLESS TH ANDARD SPECIF CATK)1'N. USE 0.071' MVQJ NM )" z T. ' 11. ONMf OF AWES. HANOW&S AM EOLIPMENT St1P'PM1 EXPOSED TO EARTH •..... --.. 3 THICKNESS FOR SUMP PANS. K. ALL WALLS SHALL BE PROVIDED WITH BRIDGING W Ar.00ROANCE WITH THE t •.•wf' +i�� ,+ I ; ARE S►!,>*H FOR W PURPOSES OKY. 11IFRITY "Ewl101'IS WITH S. ExPO�EL� TO NTH CR WIfATINER, IMANUFACTURER'S RECOMMENOATIONS AT INTERVALS NOt TO EXCEED 4' -W. '� t� I. mc. p '0 'A . ,2 � +ASEO EourIrE�T w:loR To iAMtic� 1NNE FT;JPI► +s ARE USE +� I �IQR� v ,. i PI;R • r B RIOCINC SHALL BE ATTACHED t0 THE ST WIn1N SCFCE1w5 OR wEI.. S ONLY. v1tV�� `�: ;=�= . r I �. I. N0. 6 .rte AM LARGER_. S. PROVIDE AND INS'ALL FL.EX19L.E CLOSURES. ATTACHED TO THE � UNDERS" OF THE ' 4 r ` , . it I !2. r'�,Er ALL SURFACES FOR STEEL ,C BE PAINTED IN C0M 2 NO. 5 E.P ANO SMALLER...... 1 1 Y � - G:'' L - 7 / DECK, AT tCP OF ALL WALLS AN WHER NCi<0 ON DRAWINGS. t WITH S$P'C• METHOD OF PREPARATION !MALL BE IN ACCORDANCE WITH C. NOT EXPOSEII T t1iEAT'1ER N011 8• WELDING SHAII IE IN ACCOROAP`CE WITH AMERICAN WEL,OING SOCIETY (AW C. � ' ! P A INT MANUFACIURER . S REOUMREMEMrS AFTER CLEANING. PAINT ALL IN CONTACT WITH GROUND: 01.3. WELD ELECTRODE SHALL B_ E70 LOW MYOMEN. ,, I �J SURFACES WITH ONE COAT OF RU�TOLEUM 1373HS PRIWER OR 1. SUBS. 1~hLLS ANO JOISTS.... 1• r I I APPRO'dE0 EQUAL. PRfIVTOE A MINIMUM DRY FILM TMICKNE OF 2 MILS • � 2. BEAMS. GOERS AND COLU 1 1 /Z ' k. ALL TRAGIC JOINTS SHALL 6E BUTT wEl.0E0 OR Ot►1EI21rnSE PROVIDED WITH FLU, . ' ! ' COLOR SHIALL BE MANUFACTURER'S STANDARD. UNLESS NOT I OTHE �` STRENGTH CONNECTIONS. + t l �"""" �` Cornelio Ardeleam SKU OTU At %Ud D . roe � a+T2 7 -•JUN- 2001 I x"►. CR. Coved E n _. - ""-..` CKWOOD GR UENE G ENERAL N T S ?RUCT NRAIA R TIN I,� 1021612.41 ,�,,, ,�,. Z KOS DCE JC °". 'I"" Wh MaCk 4 ES, LEGE p, 88 EA 0 S I 6-JUL-01 RE uSEO AS NOTE KOS � & A J.11. DONE! COMPANY � I I I 1 6- xxt o „ b ,,, _ AS NOTE OCE JC ,M." John �., ENGINEERING & CONSTRUCTION TYCOM GLO13AL 14ETWORK NONE �~ 0 ?7 -JUN 0 "TiAL ISSUE i KOS OCE JC « ;." cif 0 " TES- EXCHANGE FACILITY - TUKWILA - 0 MIA SITE ,J -OHO 1 I ' I soc0000T 1 . . (-% I I I . is . . . % 3 - ) . 7 . a 1 . ' 1 I f i 11 r y 1. s q •7 Ere' 6. w rs� r � • . sr*. AW -4.;.I m'+0'. ar 7Mr 4 . 7+►: .a Aw s � w a%r se'_. 'Y' .t + .fi ;C. '9Y.: ,. , :'[. C* _ . '* , . .,t .: .-c• ,v„, c . 1' . w . If( ,dr . 2!t '►L . Idla i ..l i.t: �''� . ZA. . `�iir�.tZ. •Sr T _ " i ' 3'�T .►� 1 - 11R► - w -X71t� ' ►�+ 'l'A� 'T ( Z. r 1' : j"" '!"'P'� - . _ ....__ - _ �. - . - . _ . . .. - ... . . .� v a, , 1 7P••4# % - vmI I• .J► • ••Me^ a.,.- ~.O"ll$a+w. Z �.. 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' , ' - _ _ - I - _...._ _ - - - - - - - - - - - --•� - - _ I to 35� DETAIL 3/S -0501 W1 + # ,� — 60 TON CAP MY V ER +r at . _ ' � � 1 t , � I � I W low 1 ,ice ._ �' - -- — - - -- -- - _ ' ..— •'' I t -0504 (TYP-) 1 Q I w1OX3S ! 4 Q � 1 O 1 � 1 � °° ao -• -- r `_ o CAPACI + m I - - -.—_ _. __ - --_ I t 1 1 1 t I � I I 1 � • } • � Tom TY PIER I 60 TON CAPACITY PIER 8x760 TON CAPACCITY PIER Q ID � I �1 I r ! �• w1ax75 1 I w16 wtsx3s T I r. t 1 T —A ' _0 , " I O - - ---- _ - - ' S-0401 ( 1 $ 80 TON CAPAC IER 0 319 11 f_ - _ — a•-- -. - -� - 1 • I 018x35 , � I 1 . tr _--_ - —_•- - - - - — - - , r - -- - __.— - ._-- - - - - - - _7 OR / - - o - - - - -.. - _ _ 0 1 1 - I 60 TO CAPACITY PIER W/ Pip 0 � 1 ul w1 ax5c 1 OL W ><60 �- wI ax5o w 1 I © - - - _ 8x3'S 1 W1 8 x35 - ­ I� + , • , - T ; 1 1 4 SAM. Typ • � ,,� "--_' _ r _� - - - - � - --- - _ S -0401 w18x4lS ' - r wtsx3s wlax5o 0 wlax3s wt x 76 � I I I ! - 8 Wt8as0 W1 x70 ' `�/ W ' a 4k - SD 60 TON CAPACITY PIER 0 0 3 + 1 o y 'p I I I I • I i t (D 1 I ► I I TYP. ALL , _ f EAM - _- - - --- _--- z- - - - - -� - ----� _ - - - _. . i- - _ .. - - - t I I s -o5o4� s - oso� 1 - --SM- a�IER i I (TYP.) � 1 f . L-34 60 TC � CAPACITY PIER �. • O 1 i TYP. I _ _ _ _ _ 70 TOP WA CITY PIER 1 ' I t x 1 I � - 1 I �►^ L60 TON CAPACI PIER ) in Q I w t ex76 t w18x35 1 y ' �I 1 I TYP. 1 , I r'jJ 60 TON CAPACITY PIER S - 0504 r I I 70 TON CAPACI PIER © ` ' Q TYP. ALL BEAMS . c ' K S -0.504 , -_ - -- - - - - �- - - - n -- - - - - - - - - - - - Ip 6o TON CAPACITY PIE A " '� m W18x35 _ w18x86 , w18x35 0 1 0 1 I, 0 i \ • O 4 1 _ ------ !T� , I I 5_0504 _p 1 -4> 13' -4 ,'_ 1 " 2 1 1S'_ 4• _�_.._. + ....._.....� • w • 1 !NOTE I 1 -SET TOPS OF PIERS F LUSH WITH TOP OF EXISTING CONCRETE SLAB. . 2 - VERIFY SLAB LEVELNESS AND APPLY LEVELING COMPOUND TO COMPLY WITH FLATNESS TOLERANCES ON DWG. S -0001. , 3- DUAING CORE DRILLING OPERATON FOR INSTALLATION OF NEW AUGER -CAST . r CONCRETE PIERS, CONTRACTOR SHALL PERFORM DEMOLITION WORK WITH EXTREME CARE NOT TO DAMAGE EXISTING o CONSTRUCTION TO REMAIN. THE EXISTING PILE CAPS S HAL L NOT BE DAMAGED. i 4 -AUCER -CAST CONCRETE PIERS SHALL K 16 MACH DIAMETER WITH A CAPACITY AS I CAPACITY SO TONS, U.N.O.) - , 5-CONTRACTOR SH ALL NOTE THAT NEW PIERS ARE REQUIRED PER PLAN. PIERS , ARE CAPACITY AS SHOWN. ALL OTHERS ARE 50 TON CAPACITY. 6 DRILLED HOLES THROUGH �., EXISTING CONCRETE SLAB SHALL BE t a" < I OIA MAXIMUM PER DETAIL 1 /S -0304. OVERSIZED HOLES NOT ALLOWED WITHOUT y WRITTE APPROVAL OF STRUCTURAL ENGINEER. PIER CAP PER DETAIL 12/S -0504 SMALL BE SIZED TO M. . 7- LENGTH AND LOCATION OF STEEL STUD F 1 SMEAR WALLS ANO BEARING wALLS - SEE CEILING FRAMING PLAN S -0121. -T 0. ELEVATION V -8 1/2 U.N.O. 9 -WEB OPENINGS IN STEEL FOUNDATION A . BEAMS SMALL BE PER DETAIL 14/S -0301. BEARING PLATE /ANCHOR BOLT SCHEDULE MARK BEARING ANCHOR 800t.T REFERENCE PLATE"t" EMBEDMEN 4 DETAIL 5/8 I /S -0504 1 " 10 I /S -0504 5/8" 12/S -0504 1o 1 2 /S -0504 FAR A P pRO y DANCE ✓0(? ?004 RECEIVED frTY OF Ti IK�A.111 ,4 JUN 18 2004 PERMIT CEO; TEA, :1 r OUNDATION STEEL FRAMING-AND PIER PLAN 5 0 5 10 1s 20 ' E� ! Scdr. 1 /8 INCH • t FOOT Nlit ! • : NORTH COMS 12-". ' ORNM Ir• �.�_ . _ �...Fi -�1w •. -•rte- _ •..r- CornNio Ardoltoa ov+ a IDOvid E on _ ost' IOU As ft" No. 0OX 7 - JUN - 2001 T 7- AUG -01 ISSUED FOR CONSTRUCTgN a KOS OCE JC 7trr, w+►w- Ke ith Block �����0 GREENH ST RUCTURAL I 021612.41 KOS FOUNDATION, STEEL acv a ,2 1 6- J UL -01 REVISED AS NOTED _ KDS CCE .i1C :oa�o A.I.A. DONE= COMPANY �'RAMINC AND PIER PLAN PLAN ENGINEERING � CONSTRUCTION °��'� 7 -dUN -O INRW. tSStJf OCE .IC f . M. � � . IbINt � P T(r OM GLO13A►L NETWORK w r w IlEwsl0ln t+ C o. M�►II _ TI_LEXCHM FACILITY - TUKWILA WA SITE � � ' � � S-0111 • � f b0000111 - t•JGr. q7...r . q!►• Rt _....► /•uf•" - •t..sr •q-, Jv" r _ A , C • •A: i .q." ♦ • 10 1"... -I�• -�"' ,.r ♦ .. v Y •,. ...� -r -- .....- .... -. ... w- - •r -n _..n..r +..�'"..". +.'^ ^"*'�►""• T . - ' - t ' .. .r.•.,..- - _ .. ..-. .. - .. .-y -. ., f. i. -'F► 4r •i- T . •�Mr da , MAb.�.,�.r.�..•«• Y I ' 1 i 1 f. a P-M at jvp okv•ir - v- 'ww - -r, ps- - ir 'r t m—A." Aw 7 #WW p — ? p lb 80000 1 2 �� 1 MITT ,�� . ��� o ff- �?, '� m i t 1 r � T COVE OF SLAB CLOSURE PLATE AT EXTERIOR WALLS 4ETAL DECK, CONCRETE � R�EIIN�FORCING TYPICAL JOIST 3/16 TO WALL OR KAM w e �• --- CONTINUATION OF JOISTS. i / - A_ I I�II AND BEAMS INT ERIOR �IOrsT J. 4r �•--- WALL SHOWN 1PU►tE . WIDE SEA► WHERE OCCURS SECTION 1 NTS —0301 ' LOCATION OF LOAD 7 LZxzx is GAKEFL&LT /**-- WELDED TO JOIST TO PREVENT NOTCHING '71 I I PROVIDE REINFORCING ANGLE SHOWN FOR: 1 1. LOAD ON JOIST OVER 400 LOS. ! 2. LOAD NOT AT A PANEL POINT. TYPICAL JOIST TOP CHOR REINFORCING DETAIL _ ;I PREVENT NOTCHING • 2- L2x2x3/16 CAREFULLY INELOEO TO JOIST TO NOTE: HANG ONLY FROM LOCATION OF LOAD A JOIST DESIGNATED TO FROM HANGER SUPPORT THE INTENDED L ooko. roCAL JOIST 90TTOM CH ORD REINFORCING DETAIL i JOIST REINFORCING DETAIL a) NTS S -0301 1 i I i I • I EDGE OF SLAB STAIR TREADS AND RISERS WH OCCURS PER ARCH'L• DWGS- (SEE PLAN) 1YP. STRINGER 3/16` CLOSURE PLATE - -- CLOSURE PLATE TO LEDGER AT EXTERIOR *NV. WALLS T /SLAB EL. SEE PLAN xy �satis 1 �-�` -- STEELS U EXTEND WALL AND STRINGER S 1 6 ECK 2" PLATE TO UNDERSIDE OF I 1 CAGE S 1/2' WIDE PLATE I STEEL STUD WALL 1; 1. GALE V • COMPHOUS STEEL ; LEDGER L 3" X X 3/16' TIM LL __ ptoo .LSx3 -- XTENQ WALL AND - � 1 Z PLATE TO UNDERSIDE Of DECK AT INTERIOR WALL 2OU of SL WHOS zCU SE . y AT EXTERIOR TE WA -- --CON TINUATION OF DECK - V►NO SLAB AT INTERIOR ELLS AND BEAMS b 1 /2* WIDE PLATE WALL SHOWN � KAM WHERE OCCURS WALL 12 • • , 8 � MAX. OPENING SIZE- 3'- O'zY -O" A JOIST 000/4 "x0' -6" LG- . -DECK CLOSURE /_*AN TAL DECK CONCRETE L3x 2A --- L5xSx5 /16 �6 3 3/ 2 6 1 • - S t /Z* WIDE PLATE TYP Alw1 I /4 ' 3/1 JOIST BRIOGING (TYP-) MO.) 5'-0" (Tyr-.) l ALL SHOW �~ W N � + WALL WHER OCCURS L2x2x 1 /4" STIFFENERS TO BOTTOM CHORO NEAM 5 PANEL POINT WHEN FRAME LOADS ARE S -0 � ��) 6" OFF JOIST TOP CHORD PANEL NOTE: SEE MECHANICAL ANC ARCHITECTURAL DRAWINGS FOR OPENING SIZE ANO SECTION 3 LOCATION } NTS S-0361 CEILING OPENING i CEILING OPENING D ETAI 4"\ DETAIL 5 j4TS —0 01 NTS -0341 JOIST, DECK AND SLAB NOT SHOWN (EO -) ' f UNISTRUT P1001 ' (ENLARGED FOR CLARITY) 1' STUD ---•- 5/8.0 BOLT • \ r LING ARCHITECTU ►WING 8.0. P 1 i i 1 a (Typ•) t UNISTRUT P6069 (TYP -) 2-J12 STS i 11 1 VNISTRUT P1000x t 4" LG. (•) ' W/3 STS INTO WALL �• STUD i STUDS • 32 O.C. (TYP.) - ' L3x3x1/4 'WALL NOTE: FOR INFORMATION NOT SHOWN _ SEE OF-TAIL 9/S -0301 c n t M P/ TA w . �---� TYP, SIR R TO LEDGER STAIR TREADS AND RISERS PER ARCH'L. OWGS. STEEL. STUD (TYP -) GAGE �� TYP STAIR TREAM AND RISERS PER ARCH'L- OWGS• �-- CONTINOUS STEEL .EDGER L 3" X Z" , ` — STEEL STUD WALL CONTINOUS STEEL LEDGER L 3" X 2' X 3/, GALE TYP BUI(p T G t), ru • f N EOUIPMENT PER MECHANICAL D RAWINGS 5 /8"* WELDED THREADED STUD. (2) STUDS REOUIR:O. PER MECH. UNIT (TYP, AT ALL BEAMS, UNO) �-- STEEL BEAM I i' 1 i COVE OF SLAB CLOSURE PLATE AT EXTERIOR WALLS 4ETAL DECK, CONCRETE � R�EIIN�FORCING TYPICAL JOIST 3/16 TO WALL OR KAM w e �• --- CONTINUATION OF JOISTS. i / - A_ I I�II AND BEAMS INT ERIOR �IOrsT J. 4r �•--- WALL SHOWN 1PU►tE . WIDE SEA► WHERE OCCURS SECTION 1 NTS —0301 ' LOCATION OF LOAD 7 LZxzx is GAKEFL&LT /**-- WELDED TO JOIST TO PREVENT NOTCHING '71 I I PROVIDE REINFORCING ANGLE SHOWN FOR: 1 1. LOAD ON JOIST OVER 400 LOS. ! 2. LOAD NOT AT A PANEL POINT. TYPICAL JOIST TOP CHOR REINFORCING DETAIL _ ;I PREVENT NOTCHING • 2- L2x2x3/16 CAREFULLY INELOEO TO JOIST TO NOTE: HANG ONLY FROM LOCATION OF LOAD A JOIST DESIGNATED TO FROM HANGER SUPPORT THE INTENDED L ooko. roCAL JOIST 90TTOM CH ORD REINFORCING DETAIL i JOIST REINFORCING DETAIL a) NTS S -0301 1 i I i I • I EDGE OF SLAB STAIR TREADS AND RISERS WH OCCURS PER ARCH'L• DWGS- (SEE PLAN) 1YP. STRINGER 3/16` CLOSURE PLATE - -- CLOSURE PLATE TO LEDGER AT EXTERIOR *NV. WALLS T /SLAB EL. SEE PLAN xy �satis 1 �-�` -- STEELS U EXTEND WALL AND STRINGER S 1 6 ECK 2" PLATE TO UNDERSIDE OF I 1 CAGE S 1/2' WIDE PLATE I STEEL STUD WALL 1; 1. GALE V • COMPHOUS STEEL ; LEDGER L 3" X X 3/16' TIM LL __ ptoo .LSx3 -- XTENQ WALL AND - � 1 Z PLATE TO UNDERSIDE Of DECK AT INTERIOR WALL 2OU of SL WHOS zCU SE . y AT EXTERIOR TE WA -- --CON TINUATION OF DECK - V►NO SLAB AT INTERIOR ELLS AND BEAMS b 1 /2* WIDE PLATE WALL SHOWN � KAM WHERE OCCURS WALL 12 • • , 8 � MAX. OPENING SIZE- 3'- O'zY -O" A JOIST 000/4 "x0' -6" LG- . -DECK CLOSURE /_*AN TAL DECK CONCRETE L3x 2A --- L5xSx5 /16 �6 3 3/ 2 6 1 • - S t /Z* WIDE PLATE TYP Alw1 I /4 ' 3/1 JOIST BRIOGING (TYP-) MO.) 5'-0" (Tyr-.) l ALL SHOW �~ W N � + WALL WHER OCCURS L2x2x 1 /4" STIFFENERS TO BOTTOM CHORO NEAM 5 PANEL POINT WHEN FRAME LOADS ARE S -0 � ��) 6" OFF JOIST TOP CHORD PANEL NOTE: SEE MECHANICAL ANC ARCHITECTURAL DRAWINGS FOR OPENING SIZE ANO SECTION 3 LOCATION } NTS S-0361 CEILING OPENING i CEILING OPENING D ETAI 4"\ DETAIL 5 j4TS —0 01 NTS -0341 JOIST, DECK AND SLAB NOT SHOWN (EO -) ' f UNISTRUT P1001 ' (ENLARGED FOR CLARITY) 1' STUD ---•- 5/8.0 BOLT • \ r LING ARCHITECTU ►WING 8.0. P 1 i i 1 a (Typ•) t UNISTRUT P6069 (TYP -) 2-J12 STS i 11 1 VNISTRUT P1000x t 4" LG. (•) ' W/3 STS INTO WALL �• STUD i STUDS • 32 O.C. (TYP.) - ' L3x3x1/4 'WALL NOTE: FOR INFORMATION NOT SHOWN _ SEE OF-TAIL 9/S -0301 c n t M P/ TA w . �---� TYP, SIR R TO LEDGER STAIR TREADS AND RISERS PER ARCH'L. OWGS. STEEL. STUD (TYP -) GAGE �� TYP STAIR TREAM AND RISERS PER ARCH'L- OWGS• �-- CONTINOUS STEEL .EDGER L 3" X Z" , ` — STEEL STUD WALL CONTINOUS STEEL LEDGER L 3" X 2' X 3/, GALE TYP BUI(p T G t), ru • f N EOUIPMENT PER MECHANICAL D RAWINGS 5 /8"* WELDED THREADED STUD. (2) STUDS REOUIR:O. PER MECH. UNIT (TYP, AT ALL BEAMS, UNO) �-- STEEL BEAM I I 1 i , P.) I , r? i 1 i 10F 1 /4 1/2" STEEL PLATE x FLANGE . } VA TH SIDE OF WES �� 1 /4 0 EACH � EACH SIDE OF WES OPENING 8 140TES� PERMI C T 1) WEB OPENINGS ARE NOT ALLOWED WITHIN A DISTANCE OF 2' OF FOUNDATION BEAM CONNECTIONS OR NEW AUGER -CAST PIER CENTERLINES. 2). WEB OPENINGS ARE NOT ALLOWED IN FOUNDATION BEAMS IN A CANTILEVER CONDITION. 3). WEB OPENINGS ARE NOT ALL OWED IN 8" DEEP BEAMS. 4), MINIMUM SPACING OF WEB OPENINGS SHAD. BE 4' ON CENTER. S). WES OPENINGS SHALL BE CENTERED IN THE FOUNDATION BEAM WEB (VERTICALLY). 6). WES OPENINGS SMALL NOT INTERFERE WITH FULL - HEIGHT STIFFENERS AS REOURED PER PLAN AND DETAILS. 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A J.A. JONES COMPANY FRAMING PLAN ENGINEERING a CONSTRUCTION WAS 6 IN1TVIL RSSaIE ?AS Oct JC � ►al. *M Jam COOOK TYC0IIA �.0�. N ETWORK w � ac « w � w � c�tM � - - � TELE VIDE FACILITY - T W A SITE 1 � 4 i -� S- -1402 .90000 ;0E a SUBMITTA1. 4 at... 6 .. N wow i f I t , r i r .j i 10000 ml SUIVOITT/m i f .. ._ , - - .. _. .. .. _ _ x. . �...nr•�........ - - -- - r��. L... 1..... w... w... i.... L•- «r�....,.._..- .............a.a ..._ T1'!�._. • ..._ . _ w :+ r i• vq it .r'�"�' ! VAWI* 1 1 WI L.•+.d,w�lyfL�/a• - .tr glk••w 1. v r 1 I I • I s , I I • s i T i . � r . I I STANDARD SHEAR CONNECTION. -- CONN TO BE DESIGNED FOR UNIFORM LOAD CAPACITY OF WF BEAM L OF COLUMN M,o PILE I DIMENSION MAY WOVE TO V-0 1• -0` W THERE IS AN INTERFERENCE 1WITH OTHER CONNECTIONS wF BEAR T4Si6 F es/ I - 1 = 1� CL OF COL AND PILE 1 � I ATTACH TO GRADE WM Of&Y 101EN OWN CE EXCEEDS 4' - 0 - 1 I 1 - FOR 1 WALL SE 1 - I (2) BOLTS Wes• B EAR JL 3x4*% SL � � o Low ' N • 1 T , �• 1 SU 5-0111 3• DIA STEEL PIPE W 18 GRADE BEAM 3 OIA STEEL PIPE SEE S - 0111 FOR _ (4) %" PIA ANCHOR BOLTS 1/2� SIZE AND LOCATION 1 GROUT USING I4L MT HY -1 50 BASE PLATE ( 4) � DIA ANCHOR BOLTS SYSTEM EMBED S t' GROUT USING WTI HIT MY- 150 ,. ,.........._,.•, r _ r _ ,�,_ - SYSTEM . EMBED S' I ' EXISTING SLAB -� � 1 1 � EXISTNNG SLAB i PILE do PILE CAP ` PILE & PILE CAP SECTION 1 s -0402 SCALE: 1' -0- 2 SECTION 2 s -o4w - SCAE: -0' -0�2 i CL OF COLUMN AND PILE „ SH SLOTTED HOLES I FINGER T04MNED r � T JSEE PLAN) , ' 4SEE PLAN) 1 -11 ' c 3 SIDES EXISTING a" = .. �- +ISS COLUMN 1 !! EXIS TING SLAB _ -_ -- �--- - - - - --� j -- - - - - "`� � GRATING OPENING Is 1 • _..�' ' LARGER ON EACH S10E i i 11 OF EQUPMENT L. I I I ! PILE dl PILE CAP � I � SECTION ,�:1 S -04102 SCALE: I'm V -0' S CL OF CRAPE BEAM 1 SEE ARCH FOR WALL SECTION 'NOT SHOWN FOR CLAIRITY ELEV 1!-all *I S GRADE B EAU SEE S -0111 FOR SIZE AND LOCATION SECTION a s -0402 SCALE: 1'.1 0' -1760 I 1 I 1 s-o4a2 V-1 'IMF BEAM ' I ( 8011'S AT CAGE SHN PLATE AS NEEDED W12 (41) W Du1 ANCHOR BOLTS cam USING HILT H1r "Y -1 50 SYSTEM. EMBE So EXISTING Sub -- - - ---- - - 1 � PILE PILE CAP N 1 � 1 ' N SECTION , s _ o ScALE: 1 4 014 - 00 _ rw.l �• Tom s DETAIL t -11 A wF BEAM i w CL of COLUMN AWO PILE I I I t t I� B UI LD4 1 NG DIVISION '.0 4 N l $ 20 o4 CE F�r EXM111•; � ?• :: Ian. CONST FOR Ca ON P�AiO► tl�tr »Kt All ow '' "0� Dal j X". . OM "a � �C�� ,�0� � � � �. � N� STRUCTURAL, ' SECTIONS AND DETAILS 0 1SS 00i00 °` A J.A. JONES COM�AI� 8 -17-01 tJFA 1! IILJCTION _ TAS WP rill. ,rrll � .. �1. ,r.,,, �� �+ �•► ENGINEERING & CONSTRUCTION ,�,� �,,,,,� ;• TYCplil G1.084 NETWORK l�►S NOTED S � • � � , TELEXCH FACILITY Tt,KWILA W SITE f. OUBMITTAL o —o — b a ' 'M "� '!'�'�► "62N""���.""V, ^'*I"',"!M!"Mi��'• ,�I'!•'�Mti'�!"�:�- d'�'�S'" ` - 'r' Y'. 1'+.�.'�'�lNe"-' _ J �.�'- : ' •.- �y..+. 2^+.�7'.,:T "„"1 ".� "t-. ^ ►, - -r, re .. __..,,....,�.. ..o.w_... ..r.'e�*+.. -- r�. f•- �" �+"-•-^^" �y' s' 71i�`��..Y•:'V►�.�:•NT� -::'"t'." Tom►..— ;�.r..►+^ ty +- 7fn..4ir.'#• . M..• it .awvr."p++'M.�n.�.,a.+�• ^ «....M -- r DETAIL s SC11LE:1 *01' -O' i I 17 18 ' I I ' SAW CUT SLAB FOR - _ ELECT. DUCT BANK. SEE NOTE 1 & 2 THIS PLAN & DET. 3 THIS ow C. ' 1' - FROM INSI AC OF WALL ESP T, TY � k ) - i E I V -00 (kmN . �~ TO EDGE CF SLAB I OPENING + ....,....... •,,' -- SAW CUR 3' - t " x 2'-6* "E SLAB OPENING. SEE NOTES 1 do 2, THIS PLAN & DETAIL 3 THIS DWG. I (TYP• 3 PLACES) �1 E PARTIAL SLAB PLAN SCALE: JIG t' -0" tQTES I. SEE ELE DWGS. EP-0 1 10 0 E -0501 FOR OPENING LOCATIONS AM ADDITIONAL DETAILS. 2. CONTRACTOR SHALL EXCAVATE BENEATH EXISTING CONCRETE S LAB AND GRADE BEAM AS REOUIR£D TO INSTAL, NEW COKRETE DUCT BANK. CONTRACTOR SHALL PROVIDE SHORING FOR SOIL AS REO'D. TO MEET OSHA REOUIREMENTS. ' - s w * 1/4' CHECKERED P LATE COVER FLANGE PLATE (BELOW) CORE DRILL FOR 1 SCH 40 PIPE AL WILL. 8E REMOVED ONLY AS REQUIRED TO INSTALL PIPING. BARS SHALL BE I/ I LEFT PROJECTING AS REQUIRED TO MAKE M ECHANICAL SPUCE. Y 2. EXCAVATE AS REQUIRED TO INSTALL DRAIN LINE. BACKALL 0 COMPACT SOIL AROUND PIPE AFTER INSTALLATION. � [ SEE MEC HANICAL ' D WG. P -- 0111 FOR LOCATION J. REPLACE CONCRETE SLAB WITH NEW CONCRETE 'AFTER PIPE INSTALLATION. C L W CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF 4,000 PSI O 213 DAYS. SLAB FINISH SHALL MATCH ADJACENT SLAB, • 4. CONTRACTOR TO PROVIDE MECHANICAL RESAR SPLICES FOR ALL CUT BARS. MECHANICAL SPLICE DEVICE SHALL DEVELOP THE TENSILE 1. C� TRA TO�t D FOR PIPIN G CUT DES IN Y" CHK'D. PLATE CAPACITY OF THE CUT BAR. MECHANICAL SPLICE DEVICE SHALL BE ►mat SUBMITTED TO ENGINEER FOR APPROVAL PRIOR TO CONSTRUCTION. 2. i D ETAI L SCALE: 3/4" i V -0" S -050 .. 'SAW CUT EDGE I 4 t EPDXY GROUT LEVr1. - SAW UT A S SLA8 FOR DUCT lKN I ' F ILL W /4,000 PSI (SE[ NOTE 1) 5/13 HILTI -HAS ROD CONC. AFTER CONDUIT W /HILTI NIT MY -150 INSTALLATION EPDXY - 6' EMBED • V-0 O.C. O PERIMETER (MIN. 2 PER SIDE) + JL COMPACTED Flll. - . /406 O.C. 2' CLR• AROUND OPNC. SPACE AROUND 7n CONDUIT E.W. 1, REFER TO ENLARGED PARTIAL SLAB PLAN FOR SLAB OPENING LOCATION AND SIZES. DUCT BANK SLAB PENETRATION 'DETAIL DETAIL .3 SCALE: 3/4" V -0" —050 �•• HILTI DROP -IN ` 1 ANCHOR PLUS COUNTERSUNK �-0' SCREW t 2' -0" O.C. i rMAX. WIDE STARTING 6' FROM EACH , WITH EPDXY S END (IC1900 2095) EXIST. CONC. W ALE. (VERIFY) 2j* 'CTION 1 .5 .E: 1 1/2" 1' - 0 " — 050 3 � i` , ! r(ty 1 { Z ' y . 4 1 ' 1 ; • , f r L l i i i Ii it i i r Ak i i DE CON, .._ R NCE P VED � 1 1004 City pP Tu I LDIN - is Lo ry ,t^,R JUN I r 8 ,200 4 12 -:0 I I i I . I J" LoC� vur ETON '°' "W` '°' "°• aR 17 —AUG -2001 ovr MISCELLANEOUS CONCRETE x.....• L•[)CKWOOD GREENE DETAILS 021612.41 0 A J.A. JONES COMPANY � .IOHN cooP+tR ENGINEERING & CONSTRUCTION W^x 7 AUG t ISSUED FOR CONSTRUCTION , M .rte TM COM GLOBAL NETWORK AS NOTED gyp" ~ a. - "�` TELEXCHANE'E FACILITY — TlJIWI A WA T S -0503 --- _ _ � SI , 600000 �t U. C. PIPE « CONC. REMOVAL TO ' Eke � R MAIN IST. TO 1 1 - , EXIST. REBAR TO REMAIN PROJECTING AS REG'D. TO HAK MECHANICAL BAR � �l�E) REaIACE REBAR w MECH SPLICE AFTER SAW CUT 1' DEEP PIPE INSTALLATION AT PERIMETER OF AREA FOR PIPE HAMMER O REMOVE INSTALLATION PRIOR � EXIST JACK . CONCRETE SLAB TO JACK HAMMERING CONCRETE - (SEE NOTE 1 ! 3) 41 F3 r - v 4 MATCH 1 -vT I EXISTING LONGITUDINAL BARS TO MATCH EXISTING SIZE. • N DRAIN UNE ' REFER T4 yECH. DWGS. J \ PROVIDE MECH. SPLICES DEPTH & PIPE SIZE At ENDS (SEE NOTE 2) - -- r 1. EXISTING REBAR CROSSING AREA OF CONCRETE REMOv S ' - s w * 1/4' CHECKERED P LATE COVER FLANGE PLATE (BELOW) CORE DRILL FOR 1 SCH 40 PIPE AL WILL. 8E REMOVED ONLY AS REQUIRED TO INSTALL PIPING. BARS SHALL BE I/ I LEFT PROJECTING AS REQUIRED TO MAKE M ECHANICAL SPUCE. Y 2. EXCAVATE AS REQUIRED TO INSTALL DRAIN LINE. BACKALL 0 COMPACT SOIL AROUND PIPE AFTER INSTALLATION. � [ SEE MEC HANICAL ' D WG. P -- 0111 FOR LOCATION J. REPLACE CONCRETE SLAB WITH NEW CONCRETE 'AFTER PIPE INSTALLATION. C L W CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF 4,000 PSI O 213 DAYS. SLAB FINISH SHALL MATCH ADJACENT SLAB, • 4. CONTRACTOR TO PROVIDE MECHANICAL RESAR SPLICES FOR ALL CUT BARS. MECHANICAL SPLICE DEVICE SHALL DEVELOP THE TENSILE 1. C� TRA TO�t D FOR PIPIN G CUT DES IN Y" CHK'D. PLATE CAPACITY OF THE CUT BAR. MECHANICAL SPLICE DEVICE SHALL BE ►mat SUBMITTED TO ENGINEER FOR APPROVAL PRIOR TO CONSTRUCTION. 2. i D ETAI L SCALE: 3/4" i V -0" S -050 .. 'SAW CUT EDGE I 4 t EPDXY GROUT LEVr1. - SAW UT A S SLA8 FOR DUCT lKN I ' F ILL W /4,000 PSI (SE[ NOTE 1) 5/13 HILTI -HAS ROD CONC. AFTER CONDUIT W /HILTI NIT MY -150 INSTALLATION EPDXY - 6' EMBED • V-0 O.C. O PERIMETER (MIN. 2 PER SIDE) + JL COMPACTED Flll. - . /406 O.C. 2' CLR• AROUND OPNC. SPACE AROUND 7n CONDUIT E.W. 1, REFER TO ENLARGED PARTIAL SLAB PLAN FOR SLAB OPENING LOCATION AND SIZES. DUCT BANK SLAB PENETRATION 'DETAIL DETAIL .3 SCALE: 3/4" V -0" —050 �•• HILTI DROP -IN ` 1 ANCHOR PLUS COUNTERSUNK �-0' SCREW t 2' -0" O.C. i rMAX. WIDE STARTING 6' FROM EACH , WITH EPDXY S END (IC1900 2095) EXIST. CONC. W ALE. (VERIFY) 2j* 'CTION 1 .5 .E: 1 1/2" 1' - 0 " — 050 3 � i` , ! r(ty 1 { Z ' y . 4 1 ' 1 ; • , f r L l i i i Ii it i i r Ak i i DE CON, .._ R NCE P VED � 1 1004 City pP Tu I LDIN - is Lo ry ,t^,R JUN I r 8 ,200 4 12 -:0 I I i I . I J" LoC� vur ETON '°' "W` '°' "°• aR 17 —AUG -2001 ovr MISCELLANEOUS CONCRETE x.....• L•[)CKWOOD GREENE DETAILS 021612.41 0 A J.A. JONES COMPANY � .IOHN cooP+tR ENGINEERING & CONSTRUCTION W^x 7 AUG t ISSUED FOR CONSTRUCTION , M .rte TM COM GLOBAL NETWORK AS NOTED gyp" ~ a. - "�` TELEXCHANE'E FACILITY — TlJIWI A WA T S -0503 --- _ _ � SI , 600000 i l t s ' x CONTINUOUS STEEL TRACK L I I PER SCHEDULE (TYP.) ,... 1 I ~ t � 1 i t 9A. I f i _ �I :I tl 1 WELD 3 SIDES. et COL O no. a• STEEL KARINc it 9'xo' (U.N.O.) OR RING P1,ATE T1�MCKNES3 ("T ") SHALT. STEELL BEAU t RSCHE� OR1r DwG. S -0111. --a► ARtE - 1/ STEEL PLATE /Q" STEEL STIFFENER _ � ••� I ,� !000' O , SEE T pI� DOLT SO4EDULE • 1 /II VA A. . II —EXIST. CONC. fiU18 ' 11 —ENO OF BEAM WHERE OCCURS - EXTEND VAPOR ___ #1 JI \ RETARDER AS RFO'0. TO SUPPORT METAL STUD WAL I \ \• • ••-•CORE DRILL THROUGH EXIST. I (4) -3/4'0 THREADED RODS IN HILTI HIT CONCRETE SLAB. SEE PLAN NOTES. 14Y -150 EPDXY GROUTED HOLES. ANCHOR EMBEDMENT PER SCHEDULE ON 3' ORAWM 5 -0I 11- SPACE AT B EAM ' CLR STEEL SEARING It- t PIER GAGE. CENTER BOLT PATTERN OVER Np STEEL STIFFENER PIER. PLACE ANCHORS WITHIN PER PEINFORCING CAGE. r AUGER -CAST CONCRETE PIER REINFORCED W/716 SPACED do 03 TIES 7 0. R /t TIES O 10 O.C. (3 O TOP.) IEXT040 M + REINF. 34' -0" BELOW TOP OF SLAB. OR FULL PIER LENGTH, WHICHEVER IS LESS. LAP VERTICAL BARS 3 E E REQUIRED. STEEL BEAM AT AUGER—CAST CONCR E PIER N.T.S. S -0504 EXISTINO CONCRETE WALL Q STEEL STUD WALL (2) 5/8'0 HILTI K MIK VOLT 1 COaICAE 4 - ANCHORS AT EAC STIFFENER. STAGGER STEEL BRACE �-- d' EA. SIDE OF ST IFF ENER AND ON S EAM PER SCHEDULE GUSSET O 1 i PLATE GAGE. EmOEO 4 INCHES. 00 NOT 5M1MN 3/4' 0 THREADED ROD IN EPDXY MULTIPLE STUD • r ! OR GROUT UNDER BEAM. ICROUTED DRILLED HOLE a 6 5/6' NO P T EMBED AT 48 O.C. AT ENO OF SHEAR SCHEDULE ¢ PER STEEL WALL USE TWO ANCHORS PER DETAIL �• I 1 0 I /S -OSO4. SIDES � NOTE GA SCHEDULE IN TRACK /STUD ALL ! �,r � P ' SEE NOTE I SIZE P ER ALSO SPECIFICATION E RAP EXISTING FINISH CE STUD PER �--- STEEL TRACK PER S -0601 TYP ; S TUD PER ' s TIFFENER TABLE MINIMUM THICKNESS ( ' TO MATCH AM WEA THICKNESS. ' STUDS . �• / ���► SPACE STIFFENER k : O e' -0 O.C. AMAX. 1 I � u.N.O. TYP. ALL STUDS CA �` U.N.O. - - - - -- L z ANCHORAGE PLATE VAR IES . • . • , ..._ SEE SCHEDULE EXISTING CONCRETE 51.118 1 / CONTI NUOUS STEEL . ••j . ��� .�. I 1 1 , TRACK PER SCHEDULE T. 0. EXISTING = - - CONCRETE • ExtST. CONC. SLAB I EXISTING PILE /PILE CAP �..�p ._. ..._...�.... FOUNDATION STIFFENER AT STEEL BEAM 2 _- ! _ BRACE TO t;.A ROD DRIL M.T.S. s. - .. , 0504 GA . HOLE WITH EPDXY GROUT - TWO 1 WELD LENGTHS PER TYP. SHEAR REQUIRED EACH WALL ELEVATION ENO OF SHEAR POST • WALL. - '2) ALTERNATE TO WELDED THIREAtXD STUDS - r .l -- 2 -3/4"4 THREADED ROD IN 3/' 6 FILLET WELD ALL AROUND SASE PLATE EPDXY - GROUTED DRILLED TO STEM FOUNtDA1TI0N BfAM• • - 1 HOLE AT EXISTING CONCR STEEL STUD WALL 0 EXISTING FOUNDATION 3/16 OR WELDED THREADED STUD ---- - -... , 1 AT STEEL BEAM N.t.S. S -0504 h I - s/e STEEL SASE PLATE 6 X 1' -1 • - • TYP. ALA. � • • ... � SHEAR WALL AT EXISTING FOUNDATI . o z ; . , .- A STEEL POST PER SCHEDULE U.N.O. STUDS 4 .. � N.T.S. S -•0504 +^-- STEEL STUD WALL .� �••� PER SCHEDULE (TYP � r 1 . STEEL POST PER ---- r C PLAN CONTI WA ` L '� STEEL BRACE PER ' .,._. SCHEDULE STEEL STUD WALL GUSSET T i ' ` 1 1 i PER SCHEDULE (TYP.) 1 �, r / r POST 3/4'4 THREADED R00 IN SCHEDULE SCHEDULE t r --STUD PER STEEL BRACE PER _ �' ' EPDXY - GROUTED DRILLED 1 Ir � HOLE AT EXISTING CONCRETE 11•, -- - __� \ OR WELDED THREADED _. ' ' -- - .• - � , # = AT STEEL BEAN X10 -0504 ; r , / 1 "' . MULTIPLE STUD , END POST I T • • _ ,i'� • ' 1 CONiM'I.bUS STEEL SCHEDULE i STUD PER TRACK PER SCHEDULE GA_ / SCHEDULE 4 ♦ t ; 1 TYP ALL STUDS TYP ALL _ � UNO ======== = = = -�� - -- S J.N.O. i� STEEL POST s /8 STEEL BASE PLATE 1 �._. �, ., --1 --- • -•--r POST � �• - w. • 3/16 � - ' ST ' _ -• -- • s ANCHORAGE E • PER SCHEDULE r BRACE TO S -0504 STEEL BEAM i t r•- CONT. STEEL OB CA STEEL FRAM T/ ING �A` �"� CONTINUES ; , , TWICK PER \ WHERE OCCURS = / PL AN WA CO RNER - 2 -3/4'0 THREADED ROD IN �� _' -_ }. - Mr EPDXY - GROUTED DRILLED ._._l_ !• tt- �_a t I ALL JAMB STEEL POST HOLE AT EXISTING CONCRETE __ T- ` / 1MEI•DEp THREADED OR WELDED THREADED STUD AT STEEL BEAM STUD WELDED THREADED ' PER SCHEDULE - STUD TYP. { BE TO ( ) • � CA RAC TRACK IT POST - - - STEEL BEAM ' STEEL BEAM ._...�.._ 0 - - -- .--.-- STEEL STUD WALL CONTINUES WHERE _ r �' r STEEL BEAN MINtMV A LENGTHS PER TYP. SHEAR .D POST T a�ASE ! 31 16 5 .. g L 1 } 2 •• �. +PER SCHEDULE OCCURS , All ELEVATI 1) MINIMIMA WELD LENGTHS PER TYP. SHEAR 5/8" STEEL BASE PLATE 6 X V -6 1 /Z" ?) ALTERNATE TO WELDED THREADED STUDS WALL ELEVATION -' i 15TEEL OuND�no ALL AROUND BASE PLATE 2) ALTERNATE TO WELDED THREADED STUDS - I � y i ft 9 - r I y , t t i t 3/16" FILLET wElO ALL AROUND BASE PLATE I - ` TO STEEL FOUNDATION BEAM. ' i) STRAP 8F +CiNG NOT SHOWN - � 1 FOR CLARITY 2) ALTERNATE TO WELDED THREADED STUDS - 3116" FILLET WELD ALL AROUND BASE PLATE 1 TO STEEL FOUNDATION BEAM. < REVIE�/E vsA c , i STEEL STUD SHEAR WALL AT CORNER OR W D FO i ALL END 5 TYPIC STEEL POST CODE R Wis. S BASE PLATE DETAILS SHEAR WALL AT STEEL BEAM O MP� -LANCE SHEAR WALL AT STEEL o ' :5- 0504 �•-- ---- �-- ,---- .-- ,.._�..._ s � 6 EAM �LT.S. .,_ S -0504 �. e i �I.T I , ... •s. S -DSO A PPR O TED N.T.S. S -0504 Ir i F JUL COL. ac TG. 2 ELD 3 SIDES, •) STEEL BRACE PER F. _.�.. e• STEEL SEARING 0- 1 •- " x 1 ' - 11 ' t I SEARING PLATE THICKNES "T' ` SCHEDULE 'VIP • j� SYM. ABOUT' All STUD GA t,. SvM. ABOUT TYP ALL STUDS STEEL BEAM PER SCHEDULE ON DWG. S ) SHALL R AE City 1 DRYPACK GA � � M ULTIPLE STUD / � � 1�'�/ �•) -�•+ ARIE STEEL POST PER j MULTIPLE STUO i ENO POST PER STEEL BRACE PER Q • , , SCHEDULE � I STUD PER ENO POST PER 1 STEEL BRACE PER 1 SCHEDU t l f Tukw 1 2" STEEL PLAT ' 1 ' ! SCHEDULE \ ( SCHEDULE. SCHEDULE : ! LE SCHEDULE a '� / E i ! , I \ ♦ ! ! , B UI LDIN G 1 , / FOR SIZE. TYPE AND NUMBER ♦ S/ 6 I # T 3/8 STEEL STIFFENER - �/16 /TYP ALL STUDS I ! TYP L i TYP j I ' �� SION 10" 10" OF 90LTS SEE TYPICAL BOLT SCHEDULE _ ! �. S TUDS _ UNO (' ( i i STUDS CA _/� I II ��, • ,......._.._ _ 1 + ..� -1' i \ ' ,_ 1' - f 11 EXISTING CONCRETE SLAB ,�^ - 3/16" STEEL �♦ ,� I >� 6A C1155ET R C i GA + -0504 = STUD PER \ + STUD PER -t--- `.� SCHEDULE SCHEDULE :�'• : y•'• : -.;• I • BRA:, T . ' -• '•.�.. ''., . STEEL FR 'C, , T.O. EXIST XIST -- __ - - - -- T------ ---- -- -.- - ,� ' - •i: :. .�•! ��(+ ~; ' .''' .._. w . :;; :---- -EPDX :, >:k l I /� GA V S! •� ANCHORAGE R . -_ \ "--END OF BEAM WHERE OCCURS II - EXTEND ANCHORS -0504 ANCHORAGE R _0 r STEEL VAPOR I AS REQ'o. TO SUPPORT METAL STUD WALL (rYP - ~--` = �--� i CONT. ST �.•.� TRACK PER .. RETARDER / TRACK PER i �� SCHEDULE ;►� -CORE DRILL THROUGH EXISTI a4 ._ _ : -.- .I<_ _ -. SCHE - - ��/ _ T.C. EXIST C PLAN NOTES. r- ' .....�.._ - t) MINIMUM wErO LENGTHS PER TYP. SHEAR �' --- .•., SEE . CONCRETE SLA9• WALL ELEVATION / "i y (4)_ 3/4 THREADED RODS IN HILTI HIT - -- CONCRETE PIER CAP (CIRCULAR) WITH ;/ HY 150 EPDXY GROUTED HOLES. 3/4 REINFORCMIG EACH WAY WELDED TMREAOE EPDXY L_._.J j 2) ALTERNATE TO WELDED THREADED STUDS - BRACE TO STUDS (TYP) �S BRACE TO 11NCHOR (TYP) ANCHOR EMBEDMENT PER SCHEDULE ON 3' 1 STEEL FOIArpATIbN BEAM. STEEL BEAM PROVIDE 303 TIES AT TOP TRACK /STUD 1) MINIMUM WELD LENGTHS PER TYP. SHEAR { � OI D RAWI NG S -01 11. SPACE AT 20' EAC WALL ELEVATION CA \ TRACK /STI• OR cmm. CENTER BOLT PATTERN OVER CLR STEEL BEARING �, PIER i 3/16" FILLET WELD All AROUND SASE PLATE ♦ T � - -•� BRACE TO BRACE NO PIER. PLACE ANCHORS WITHIN PIER TYP. ` A 1) MINIMUM WELD LENGTHS PER TYP. SHEAR REINF STEEL STIFFENER 2 ' ) ALTERNATE TO WELDED THREADED STUDS - WALL ELEVATION � j 3/ 16" FILLET WELD ALL AROUND BASE PLATE r ' Ty TIJCWI I A 18' RAOR S t \ AUGER -CAST COI ' TO STEEL FOUN0AnON BEAM, 2) ALTERNATE TO WELDED THREADED STUDS ` \ REINFORCED W /7/ TI LY, 3/16 FILLET wELO AL - / L AROUND BASE PlA --- EQUALLY SPACED d: /3 TIES O 7 TO STEEL FOUNDATION SEAM. JUN 1 8 2004 ' O.C. OR /4 TIES O 1 0' O.C. HOOK VERTICAL BARS INTO PIER CAP EXTEND I ' REINF. 34' -0 BELOW TOP OF SUB, RMIT CENTER OR FULL PIER LENGTH, WHI CHEVER IS LESS. LAP VERTICAL BARS 36' WHERE i REOUI R . SHEAR WALL AT EXISTING IOUNDATION 9 SHEAR VITAL AT L STEEL BEAM Io SHEAR WALL AT EXISTING FOUNDAT N.T.S. S -0504 H•T_S• 5 _ 4 > > STEEL BEAM AT AUGER --CAST N Q50 10N C O N C R ETE C ETE Pi ER , z _ INTERMEDIATE CONDITION -- H•T•s. INTERMEDIATE -oso4 � N. D E CONDITION S. TENSION PIER S -0504 2 17 - A ,or wwc 6 -JUL-O S °"E2 7 -JUN - 2001 UG -O ISSUED FOR CONSTRUCWN KDS DM JC �„�. Dom E!Mon !Mon - a.• .•.R Keith Mftk KW000 GREENS RUCTU o 21 s � 2.4 1 1 REVISED DETAI AOOEO OETAII 1 Z KOS OCE JC �. � 0 7-JUN I NITIAL ISSUE ' ' °c A J.A. IIONEi COMPANY Z Kos ocE ,rac s o N"Q John cooer ENGINEERING A CONSTRUCTION ssxt on ". TYCOM GLOBAL NE -- :�� ••A tELExCNANGE rACILITY - TUKWILA, VA SITE AS NOTED S -05 6000060 SUBMITTAL • •� .. ... . _ - ._ . _, ....» . .. , . _ .,_ ... _ .. _ - ' .T .- , - -. . ». .. .i', . L - :..Y. ., .. -. » r 7 ""�.� rlr'l4 - .Pr ! n /►.�/+►�:i"^Y'11�r1:R►A�7 .^ -. r .... b • - .__ .L •;.r . .... .. - .. . _ -.. _. ,,._ .. -,.. . .._..- ._.... ».. .. _._.. .... ..._._....- .w..r.......t ,._.C.... w ........ .: Y .i- -- ia'a' 1►" #- w/jie!•5 ..�'CL u1G�lr.t`- '�Nlrri't�.. . ism.. i,. 7+ i1'.. ai. �[•. .wil'...- .M�L'.?C.l'lfw+r.tlLi" L..... "• 3►Lii�iLLrilGr...rr -- _..X •. .�1i•w.r.._.i.+�.'S_.... _ -... !�IL.- .+Z__..•.._Z,.,e.�,_ -- 1.i _- .1►r...ir�.!!' ....'•. s.- 17' C. �i'>!:";..? �1I '�•...3...rC.'�J�!'CrT.�114t�.. _.....! 3.....Z._.�vrs....+..Y- r- :r »::� :C..` -.- ...... _...... »._..........._ ..,_... _._..__ - _..._....w_'...... ...- ..- - ..r__..' ._. i AN ,� CONTINUOUS STEEL TRACK L PER SCHEDULE (TYP.) ,... ---- -� 2 -3/4 THREADED ROD IN 1 EPDXY - GROUTED DRILLED HOLE r I AT EXISTING CONCRETE N M ! OR WELDED THREADED STUD AT STEEL SEAM c STEEL STUD SIZE AND SPACING PER SCHEDULE (TYP.) GUSSET TO GA STUD (TYP.) MULTIPLE STUD ENO POST PER SCHEDULE ' \ - - 5/8 - GUSSET TO STEEL ANCHORAGE ANCHORAGE 3 16 - PLATE 6 X V -0' (TYP.) -R (TYP.) NOT 3116 STEEL GUSSET -- • • �' PLATE (T 1) STRAP BRACING NOT SHOWN FOR CLARITY 2) ALTERNATE TO WELDED THREADED STUDS FILLET WELD ALL AROUND BASE PLATE TO STEEL FOUNDATION BEAM. EXISTINO CONCRETE WALL Q STEEL STUD WALL (2) 5/8'0 HILTI K MIK VOLT 1 COaICAE 4 - ANCHORS AT EAC STIFFENER. STAGGER STEEL BRACE �-- d' EA. SIDE OF ST IFF ENER AND ON S EAM PER SCHEDULE GUSSET O 1 i PLATE GAGE. EmOEO 4 INCHES. 00 NOT 5M1MN 3/4' 0 THREADED ROD IN EPDXY MULTIPLE STUD • r ! OR GROUT UNDER BEAM. ICROUTED DRILLED HOLE a 6 5/6' NO P T EMBED AT 48 O.C. AT ENO OF SHEAR SCHEDULE ¢ PER STEEL WALL USE TWO ANCHORS PER DETAIL �• I 1 0 I /S -OSO4. SIDES � NOTE GA SCHEDULE IN TRACK /STUD ALL ! �,r � P ' SEE NOTE I SIZE P ER ALSO SPECIFICATION E RAP EXISTING FINISH CE STUD PER �--- STEEL TRACK PER S -0601 TYP ; S TUD PER ' s TIFFENER TABLE MINIMUM THICKNESS ( ' TO MATCH AM WEA THICKNESS. ' STUDS . �• / ���► SPACE STIFFENER k : O e' -0 O.C. AMAX. 1 I � u.N.O. TYP. ALL STUDS CA �` U.N.O. - - - - -- L z ANCHORAGE PLATE VAR IES . • . • , ..._ SEE SCHEDULE EXISTING CONCRETE 51.118 1 / CONTI NUOUS STEEL . ••j . ��� .�. I 1 1 , TRACK PER SCHEDULE T. 0. EXISTING = - - CONCRETE • ExtST. CONC. SLAB I EXISTING PILE /PILE CAP �..�p ._. ..._...�.... FOUNDATION STIFFENER AT STEEL BEAM 2 _- ! _ BRACE TO t;.A ROD DRIL M.T.S. s. - .. , 0504 GA . HOLE WITH EPDXY GROUT - TWO 1 WELD LENGTHS PER TYP. SHEAR REQUIRED EACH WALL ELEVATION ENO OF SHEAR POST • WALL. - '2) ALTERNATE TO WELDED THIREAtXD STUDS - r .l -- 2 -3/4"4 THREADED ROD IN 3/' 6 FILLET WELD ALL AROUND SASE PLATE EPDXY - GROUTED DRILLED TO STEM FOUNtDA1TI0N BfAM• • - 1 HOLE AT EXISTING CONCR STEEL STUD WALL 0 EXISTING FOUNDATION 3/16 OR WELDED THREADED STUD ---- - -... , 1 AT STEEL BEAM N.t.S. S -0504 h I - s/e STEEL SASE PLATE 6 X 1' -1 • - • TYP. ALA. � • • ... � SHEAR WALL AT EXISTING FOUNDATI . o z ; . , .- A STEEL POST PER SCHEDULE U.N.O. STUDS 4 .. � N.T.S. S -•0504 +^-- STEEL STUD WALL .� �••� PER SCHEDULE (TYP � r 1 . STEEL POST PER ---- r C PLAN CONTI WA ` L '� STEEL BRACE PER ' .,._. SCHEDULE STEEL STUD WALL GUSSET T i ' ` 1 1 i PER SCHEDULE (TYP.) 1 �, r / r POST 3/4'4 THREADED R00 IN SCHEDULE SCHEDULE t r --STUD PER STEEL BRACE PER _ �' ' EPDXY - GROUTED DRILLED 1 Ir � HOLE AT EXISTING CONCRETE 11•, -- - __� \ OR WELDED THREADED _. ' ' -- - .• - � , # = AT STEEL BEAN X10 -0504 ; r , / 1 "' . MULTIPLE STUD , END POST I T • • _ ,i'� • ' 1 CONiM'I.bUS STEEL SCHEDULE i STUD PER TRACK PER SCHEDULE GA_ / SCHEDULE 4 ♦ t ; 1 TYP ALL STUDS TYP ALL _ � UNO ======== = = = -�� - -- S J.N.O. i� STEEL POST s /8 STEEL BASE PLATE 1 �._. �, ., --1 --- • -•--r POST � �• - w. • 3/16 � - ' ST ' _ -• -- • s ANCHORAGE E • PER SCHEDULE r BRACE TO S -0504 STEEL BEAM i t r•- CONT. STEEL OB CA STEEL FRAM T/ ING �A` �"� CONTINUES ; , , TWICK PER \ WHERE OCCURS = / PL AN WA CO RNER - 2 -3/4'0 THREADED ROD IN �� _' -_ }. - Mr EPDXY - GROUTED DRILLED ._._l_ !• tt- �_a t I ALL JAMB STEEL POST HOLE AT EXISTING CONCRETE __ T- ` / 1MEI•DEp THREADED OR WELDED THREADED STUD AT STEEL BEAM STUD WELDED THREADED ' PER SCHEDULE - STUD TYP. { BE TO ( ) • � CA RAC TRACK IT POST - - - STEEL BEAM ' STEEL BEAM ._...�.._ 0 - - -- .--.-- STEEL STUD WALL CONTINUES WHERE _ r �' r STEEL BEAN MINtMV A LENGTHS PER TYP. SHEAR .D POST T a�ASE ! 31 16 5 .. g L 1 } 2 •• �. +PER SCHEDULE OCCURS , All ELEVATI 1) MINIMIMA WELD LENGTHS PER TYP. SHEAR 5/8" STEEL BASE PLATE 6 X V -6 1 /Z" ?) ALTERNATE TO WELDED THREADED STUDS WALL ELEVATION -' i 15TEEL OuND�no ALL AROUND BASE PLATE 2) ALTERNATE TO WELDED THREADED STUDS - I � y i ft 9 - r I y , t t i t 3/16" FILLET wElO ALL AROUND BASE PLATE I - ` TO STEEL FOUNDATION BEAM. ' i) STRAP 8F +CiNG NOT SHOWN - � 1 FOR CLARITY 2) ALTERNATE TO WELDED THREADED STUDS - 3116" FILLET WELD ALL AROUND BASE PLATE 1 TO STEEL FOUNDATION BEAM. < REVIE�/E vsA c , i STEEL STUD SHEAR WALL AT CORNER OR W D FO i ALL END 5 TYPIC STEEL POST CODE R Wis. S BASE PLATE DETAILS SHEAR WALL AT STEEL BEAM O MP� -LANCE SHEAR WALL AT STEEL o ' :5- 0504 �•-- ---- �-- ,---- .-- ,.._�..._ s � 6 EAM �LT.S. .,_ S -0504 �. e i �I.T I , ... •s. S -DSO A PPR O TED N.T.S. S -0504 Ir i F JUL COL. ac TG. 2 ELD 3 SIDES, •) STEEL BRACE PER F. _.�.. e• STEEL SEARING 0- 1 •- " x 1 ' - 11 ' t I SEARING PLATE THICKNES "T' ` SCHEDULE 'VIP • j� SYM. ABOUT' All STUD GA t,. SvM. ABOUT TYP ALL STUDS STEEL BEAM PER SCHEDULE ON DWG. S ) SHALL R AE City 1 DRYPACK GA � � M ULTIPLE STUD / � � 1�'�/ �•) -�•+ ARIE STEEL POST PER j MULTIPLE STUO i ENO POST PER STEEL BRACE PER Q • , , SCHEDULE � I STUD PER ENO POST PER 1 STEEL BRACE PER 1 SCHEDU t l f Tukw 1 2" STEEL PLAT ' 1 ' ! SCHEDULE \ ( SCHEDULE. SCHEDULE : ! LE SCHEDULE a '� / E i ! , I \ ♦ ! ! , B UI LDIN G 1 , / FOR SIZE. TYPE AND NUMBER ♦ S/ 6 I # T 3/8 STEEL STIFFENER - �/16 /TYP ALL STUDS I ! TYP L i TYP j I ' �� SION 10" 10" OF 90LTS SEE TYPICAL BOLT SCHEDULE _ ! �. S TUDS _ UNO (' ( i i STUDS CA _/� I II ��, • ,......._.._ _ 1 + ..� -1' i \ ' ,_ 1' - f 11 EXISTING CONCRETE SLAB ,�^ - 3/16" STEEL �♦ ,� I >� 6A C1155ET R C i GA + -0504 = STUD PER \ + STUD PER -t--- `.� SCHEDULE SCHEDULE :�'• : y•'• : -.;• I • BRA:, T . ' -• '•.�.. ''., . STEEL FR 'C, , T.O. EXIST XIST -- __ - - - -- T------ ---- -- -.- - ,� ' - •i: :. .�•! ��(+ ~; ' .''' .._. w . :;; :---- -EPDX :, >:k l I /� GA V S! •� ANCHORAGE R . -_ \ "--END OF BEAM WHERE OCCURS II - EXTEND ANCHORS -0504 ANCHORAGE R _0 r STEEL VAPOR I AS REQ'o. TO SUPPORT METAL STUD WALL (rYP - ~--` = �--� i CONT. ST �.•.� TRACK PER .. RETARDER / TRACK PER i �� SCHEDULE ;►� -CORE DRILL THROUGH EXISTI a4 ._ _ : -.- .I<_ _ -. SCHE - - ��/ _ T.C. EXIST C PLAN NOTES. r- ' .....�.._ - t) MINIMUM wErO LENGTHS PER TYP. SHEAR �' --- .•., SEE . CONCRETE SLA9• WALL ELEVATION / "i y (4)_ 3/4 THREADED RODS IN HILTI HIT - -- CONCRETE PIER CAP (CIRCULAR) WITH ;/ HY 150 EPDXY GROUTED HOLES. 3/4 REINFORCMIG EACH WAY WELDED TMREAOE EPDXY L_._.J j 2) ALTERNATE TO WELDED THREADED STUDS - BRACE TO STUDS (TYP) �S BRACE TO 11NCHOR (TYP) ANCHOR EMBEDMENT PER SCHEDULE ON 3' 1 STEEL FOIArpATIbN BEAM. STEEL BEAM PROVIDE 303 TIES AT TOP TRACK /STUD 1) MINIMUM WELD LENGTHS PER TYP. SHEAR { � OI D RAWI NG S -01 11. SPACE AT 20' EAC WALL ELEVATION CA \ TRACK /STI• OR cmm. CENTER BOLT PATTERN OVER CLR STEEL BEARING �, PIER i 3/16" FILLET WELD All AROUND SASE PLATE ♦ T � - -•� BRACE TO BRACE NO PIER. PLACE ANCHORS WITHIN PIER TYP. ` A 1) MINIMUM WELD LENGTHS PER TYP. SHEAR REINF STEEL STIFFENER 2 ' ) ALTERNATE TO WELDED THREADED STUDS - WALL ELEVATION � j 3/ 16" FILLET WELD ALL AROUND BASE PLATE r ' Ty TIJCWI I A 18' RAOR S t \ AUGER -CAST COI ' TO STEEL FOUN0AnON BEAM, 2) ALTERNATE TO WELDED THREADED STUDS ` \ REINFORCED W /7/ TI LY, 3/16 FILLET wELO AL - / L AROUND BASE PlA --- EQUALLY SPACED d: /3 TIES O 7 TO STEEL FOUNDATION SEAM. JUN 1 8 2004 ' O.C. OR /4 TIES O 1 0' O.C. HOOK VERTICAL BARS INTO PIER CAP EXTEND I ' REINF. 34' -0 BELOW TOP OF SUB, RMIT CENTER OR FULL PIER LENGTH, WHI CHEVER IS LESS. LAP VERTICAL BARS 36' WHERE i REOUI R . SHEAR WALL AT EXISTING IOUNDATION 9 SHEAR VITAL AT L STEEL BEAM Io SHEAR WALL AT EXISTING FOUNDAT N.T.S. S -0504 H•T_S• 5 _ 4 > > STEEL BEAM AT AUGER --CAST N Q50 10N C O N C R ETE C ETE Pi ER , z _ INTERMEDIATE CONDITION -- H•T•s. INTERMEDIATE -oso4 � N. D E CONDITION S. TENSION PIER S -0504 2 17 - A ,or wwc 6 -JUL-O S °"E2 7 -JUN - 2001 UG -O ISSUED FOR CONSTRUCWN KDS DM JC �„�. Dom E!Mon !Mon - a.• .•.R Keith Mftk KW000 GREENS RUCTU o 21 s � 2.4 1 1 REVISED DETAI AOOEO OETAII 1 Z KOS OCE JC �. � 0 7-JUN I NITIAL ISSUE ' ' °c A J.A. IIONEi COMPANY Z Kos ocE ,rac s o N"Q John cooer ENGINEERING A CONSTRUCTION ssxt on ". TYCOM GLOBAL NE -- :�� ••A tELExCNANGE rACILITY - TUKWILA, VA SITE AS NOTED S -05 6000060 SUBMITTAL • •� .. ... . _ - ._ . _, ....» . .. , . _ .,_ ... _ .. _ - ' .T .- , - -. . ». .. .i', . L - :..Y. ., .. -. » r 7 ""�.� rlr'l4 - .Pr ! n /►.�/+►�:i"^Y'11�r1:R►A�7 .^ -. r .... b • - .__ .L •;.r . .... .. - .. . _ -.. _. ,,._ .. -,.. . .._..- ._.... ».. .. _._.. .... ..._._....- .w..r.......t ,._.C.... w ........ .: Y .i- -- ia'a' 1►" #- w/jie!•5 ..�'CL u1G�lr.t`- '�Nlrri't�.. . ism.. i,. 7+ i1'.. ai. �[•. .wil'...- .M�L'.?C.l'lfw+r.tlLi" L..... "• 3►Lii�iLLrilGr...rr -- _..X •. .�1i•w.r.._.i.+�.'S_.... _ -... !�IL.- .+Z__..•.._Z,.,e.�,_ -- 1.i _- .1►r...ir�.!!' ....'•. s.- 17' C. �i'>!:";..? �1I '�•...3...rC.'�J�!'CrT.�114t�.. _.....! 3.....Z._.�vrs....+..Y- r- :r »::� :C..` -.- ...... _...... »._..........._ ..,_... _._..__ - _..._....w_'...... ...- ..- - ..r__..' ._. i AN ,� s - ` I 1 I I V i I i i 1 I i i .a r DESIGN I. THE STRUCTURES ARE DESIGNED IN ACCORDANCE WITH THE 1997 UNIFORM = PUILDING CODE (UDC) AS ADOPTED Or THE CITY OF TUKWILA. 9. DESION LOADS FOR TENANT IMPROVE WORK A. ROOF SNOW 25 PSF 1 . 1.0 1 A. SNOW LOAD ON EOUIPMENT - 25 PSF 1 . 1.25 C. AMINO LOAD - 50 MPH, 1 1.25. EXPOSURE 8 V. SEISMIC LOAD -- ZONE 3, 1 • 1.0. SOIL TYPE SO ,GENERAL N,Q $ 1. REVIEW AND VERIFY ALL BUILDING DIMENSIONS, AS -BUILT CONDITIONS, ACTUAL EQUIPMENT DIMENSIONS USING CERTIFIED VENDOR DRAWINGS, ETC. WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMISSION OF SHOP DRAWINGS AND ANY FABRICATION. , 2. ELEVATIONS NOTED ON STRUCTURAL DRAWINGS FOR WORK ON THE FIRST FLOOR ARE BASED ON AN ASSUMED TOP OF FLOOR SLAB ELEVATION OF V-06. s 3. INDUSTRY STANDARDS GOVERNING THIS WORK ARE OF THE LATEST ISSUE i AT THE DATE OF THIS DRAWING RELEASE AS SHOWN BELOW. A. ENSURE STORAGE. RA LA DLING, PREPARATION. INSTALLATION, ETC. OF A ALL MATERIALS ARE IN ACCORDA WITH M ANUFACT URER'S I CE /VENDOR'S PRINTED RECOMMENDAT"S *AND INSTRUCTIONS UNLESS NOTED OTHERWISE ON THE DRAWINGS. t 6. CONTRACTOR TO PROVIDE ADEQUATE BRACING FOR STRUCTURE SO THAT IT WILL BE STABLE DURING ALL STAGES OF CONSTRUCTION. THE STRUCTURE IS DESIGNED FOR A COMPLETED CONDITION ONLY AND. THEREFORE, REQUIRES ADDITIONAL SUPPORT TO MAINTAIN STABILITY BEFORE COMPLETION. S. EXAMINE ALL EXISTING AND MODIFIED FLOORS IN AREA OF WORK FOR FLATNESS AND LEVELNESS. SEE ARCHITECTURAL AND STRUCTURAL DRAWINGS ' FOR FLOOR PUNS AND AREAS OF WORK. • 7. FLATNESS AND LEVELNESS CRITERIA: FI -25 AND Flm15 PER ASTM E -1155 WITH A MAXIMUM CHANGE IN PITCH OF 1/4 INCH OVER 10 FEET. 8. PROVIDE AND INSTALL LEVELING COMPOUND WHERE REQU TO COMPLY WITH NOTE 7. USE MONOTOP 620 BY SIKA CORP OR APPROVED EQUAL. f S. PERFORM ALL DEMOLITION CAREFULLY TAKING CARE NOT TO DAMAGE EXISTING WORK. ALL WORK NOT SCHEDULED FOR DEMOUnON SHALL 8E REPAIRED TO ORIONAL CONDITION AT CONTRACTOR'S EXPENSE. i E9UNOAtiONS A140 STsua"L EAgjyV 1. THE SUBSURFACE INFORMATION AND FOUNDATION DESIGN ARE BASED ON REPORT E- 2579 -41 BY EARTH CONSULTANTS, INC. DATED JUNE 27, 2001. THE CONTRACTOR SWILL PERFORM EXCAVATIONS. FOUNDATION CONSTRUCTION. AND PREPARATION OF THE SU90RADE IN ACCORDANCE WITH THE RECOMMENDATIONS CONTAINED IN THE GEOTECHNICAL CAL REPORT AND THESE NOTES. 1 2. A GEOTECHNICAL ENGINEER SMALL INSPECT, TEST. AND APPROVE EARTHWORK . AT THE VARIOUS STAGES INCLUOINC BUT NOT LIMITED TO: FILL MATERIAL. PREPARATION AND ADEQUACY OF SUBGRADE. FOUNDATION OCC#WATION. AND PLACEMENT AND COMPACTION OF FILL 3. PROTECT EXISTING STRUCTURES. UTILITIES, PROPERTY, ETC. RESTORE ALL ITEMS DAMAGED. AS REQUIRED BY A/E. AT NO COST TO THE OWNER. ' 4. DO NOT ALLOW STORED EXCAVATION MATERIAL TO DISRUPT PROPER DRAINAGE OF THE AREA. i 5. MAINTAIN STABILITY OF EXCAVATIONS UNTIL PROPERLY BACKFILLED• KEEP EXCAVATIONS FREE OF ANY LOOSE MATERIAL- DEWATER EXCA VATION$ ANO W%40VE ANY WET MATERIAL PRIOR TO PLACEMENT OF CONCRETE. • S. ENSURE: HEAVY ECUIPMENT FOR SPRE ADINC AND COMPACTING SACKFILL IS i NOT CLOSER TO WALL. GRADE BEAM. ETC.. THAN A DISTANCE EQUAL TO THE HEIGHT OF THE BACKFILL ABOVE TINE TOP OF THE WALL FOOTING, BOTTOM OF GRADE BEAM, ETC. COMPACT THE REMAIWNG AREA WITH HANG TAMPERS. 7. THE CONTRACTOR SHALL GIVE THE GEOTECHNICAL ENGINEER ADEQUATE: NOTICE BEFORE PLACEMENT OF CONCRETE TO ALLOW FOR THE REQUIRED TESTING AN INSPECTIONS S. THE FOUNDATIONS SHOWN ON THESE DRAWINGS ARE SLABS. MATS OR GRADE BEAMS ON 16 INCH DIAMETER ^.oGUR CAST PIERS. SEE DRAWINGS FOR PIER CAPACITY. 9. INSTALLATION OF PIERS S HALL 8E IN ACCORDANCE WITH THE GEOTECHNICAL REPORT. 10. FOUNDATION CONDITIONS NOTED DURING CONSTRUCTION. WHICH DIFFER FROM i THOSE DESCRIBED IN THE GEOTECHNICAL, REPORT SHALL BE REPORTED TO THE ARCHITECT. STRUCTURAL ENGINEER, AND GEOTECHNICAL ENGINEER BEFORE FURTHER CONSTRUCTION IS AroonED. STRUCTURAL STEE _ MIS MEOIJS STEEL MD CLOUT 1. STEEL DESIGN IS 13ASED ON THE RISC SPECIFICATION FOR ,STRUCTURAL STEEL BUILDINGS. ALLOWABLE STRESS DESIGN. j 2• PROVIDE ASTM A36 FOR ALL STRUCTURAL STEEL PLATES AND ANGLES i AND ASTM A372 GRADE 50 OR A992 W/ 50 KSI YIELD STRESS FOR ALL OTHER STRUCTURAL STEEL SHAPES UNLESS NOTED OTHERWISE. i' 1 J. PROVIDE ASTM A 53, TYPE E OR S GRADE B . BLACK FINISH FOR STRUCTURAL STEEL PIPE. THE FOLLOWING MAY BE SUBSTITUTED IF WALL THICKNESSES ARE THE SAME AS FOR ' THE SCHEDULE PIPE NOTED ON DRAWINGS: ASTM A 500. GRADE 8 OR C; ASTM A 501; OR ASTM A 618, I I 4. PROVIDE ASTM A 500 GRADE 8 FOR STRUCTURAL, STEEL TUBES. I 5. ENSURE ALL DESIGN. DETAILING. FABRICATION, AND ERECTION i OF STEEL CONFORMS TO THE REQUIREMENTS OF THE FOLLOWING STANDARDS. UNLESS NOTED OTHERWISE. A. RISC SPECIFICATK?N FOR STRUCTURAL STEEL BUILDINGS. 1 AALLOWA9LE STRESS DESIGN AND PLASTIC DESIGN. 8. AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BR,OGES (EXCEPT AS MODIFIED BELOW). C. RISC OUALITY CRITERIA LAND INSPECTION STANDARDS. V. AISC STRUCTURAL STEEL DETAILING. E. RCSC STRUCTURAL JOINTS USING ASTM A 325 OR A 490 BOLTS. 6. SUBMIT SHOP DRAW' FOR FABRICATION AND ERECTION OF ALL STEEL MEMBERS IN ACCORDANCE WITH AISC STANDARDS NOTED ABOVE I 7. IN GENERAL, FIELD DOLT CONNECTIONS. USE E70 LOW HYDROGEN ELECTRODES FOR WELDED CONNECTIONS. USE 314• DIAMETER A 325 OR A 490 HIGH STRENGTH BOLTS FOR ALL BOLTED CONNECTIONS. UNLESS NOTED OTHERWISE ON DRAWINGS OR APPROvED BY A /E. 8. USE MINIMU WELD SIZE OF 3116" UNLESS NOTED OTHERWISE. 9. USE 3/8" MINIMUM GUSSET PLATES. PROVIDE STITCH PLATES AT 3' - 0" O.C. IN DOUBLE ANGLE MEMBERS. 10• CUT NO OPOOM EMI STRUCTIMtAL MEMBERS UNLESS SHOWN ON tME DRA%%v4L II. OIIENSMS Of OPEMNG H1lII7IbAILS AND EoUIPI mT SUPPORTS i ARE SHOWN FIR BID PURPOSES 0«LY. vEwy DIMENSIONS w, TH PURCHASED 1 10U0%EW PALLOR TO FAINWATION. 42. PREPARE ALL IEJWACES FOR STEEL TO K PAINTED M ACCORDANCE WITH "PC No. SP-4 COMMERCIAL BLAST CLEANING. AF-ER ' CLEANING, PAINT ALL SURFACES WITH ONE COAT OF RUSTOLEUM 1573HS PRIMER OR APPROVED EQUAL. PROVIDE A MINIMUM DRY FILM THICKNESS OF 2 MILS. COLOR SHAD 13E MANUFACTURER'S STN OARO. UNLESS NOTED OTHERWISE. 13. STORE STEEL ON JOB SITE ABOVE GROUND WITH OUINNAGE BETWEEN 11. CHAMFER ALL EXPOSED CORNERS Of CONCRETE WITH 3/4 BY 45 OEGREE EACH MEMBER. LOCATE TO MNNMAIZE FORMATION Of WATER- FOLOINC CHAMFER. UNLESS NOTED OTHERWISE. POCKETS. , 12. CONFORM TO ACI Sow FOR COLD WEATHER CONCRETING AND ACI 3W WHEN ANY COMBINATION OF NIGH TEMPERATURE. LOW RELATIVE HUMOITY, AND WINO VELOCITY TEND TO IMPAIR THE QUALITY OF THE CONCRETE. REJECT CONCRETE If ITS TEMPERATURE AT TIME OF PLACEMENT IS 90 DEG. F OR ABOVE. PROTECT SURFACES OF EXPOSED CONCRETE f ROM PRECIPITATION DAMAGE UNTIL ADEQUATE STRENGTH IS GAINED TO PREVENT OAMAGE, 14. ENSURE STEEL FABRICATOR FIELD VERIFIES CORRECTNESS OF ANY 13. CONFORM TO ACI 302-IR. 304R. 308, 309R AND 347R FOR CONCRETE, FORM WORK, fxISTNG CONDITIONS AAFrECTING THE STEEL BEFORE STARTiNo FABRICATION. CUIRNC, AND RELATED ITEMS. CONFORM TO CRSI MANUAL OF STANoW PRACTICE AN() CRSI PLACING REINIFORCNC WS FOR PLACING REINFORCING. 13. USE ONLY WELDERS QUALIFIED IN ACCORDANCE W ITH AWS 01.1. 14. PROVIDE THE FOLLOWING STANDARD FINISHES FOR CONCRETE WORK: 16. MAKE WELDS IN ACCORDANCE WITH AWS 01.1 • ' SURFACES NOT EXPOSED r0 VIEW 17 . ENSURE RAILINGS, POSTS. AND CONNECTIONS ARE CAPABLE OF RESISTING LIFTER CON5IRUCTION :.... ».. ».. »......,,«.... POINT ALL CAVITIES AND MONEY - COMBING• A HORIZONTAL LOADING OF 50 PLF APPLIED AT THE TOP RAIL WITH A VERTICAL SURFACES EXPOSED TO SIMULtANEOUS LOAD OF 100 PLF APPLIED VERTICALLY DOWNWARD OR A VIEW AFTER CONSTItUC110N:..... »..« ».....« POINT WITH MORTAR NO 200 L8. CONCENTRATED LOAD APPLIED AT ANY POINT IN ANY DIRECTION RUB SMOOTH, OR USE WITHOUT EXCEEDING THE ALLOWABLE STRESSES INCREASED BY ONE - THIRD• APPROVED PROPRIETARY USE A MAXIMUM POST SPACING OF S' -O•. PATCHWC COMPOUND. INTERIOR SL*W OR EQUIPMENT 1E1. FIELD PANTING: '. PADS:. ....,........... .... .........._._.. ».........»..... SMOOTH. INFORM. INRp EXTERIOR FLOOR SUBS OR STEEL TROWEL. .. A. CLEAN ALL MUD. WELD SPATTER. WELD SLAG. VISIBLE EQUIPMENT PADS: ....... ..... . ............. . ...... FLOAT. tKESS OTHERWISE RUST, AND OTHER CONTANMMIMITS FROM STEEL. APPROVED BY AA. AN SCORE . WALKING SURFACE WITH BROOM. S. WITHIN 24 HOURS AFTER CLEANING. FIELD PAINT n S. 00 NOT A0D WATER OR PLAIN CEMENT TO ANY SLAB SURFACE DURING FINISHING ' UNPAINTED AND UNGALVANIZED SURFACES, INCLUDING OPERATIONS. NUTS. BOLTS. WELDS, AND DAMAGED SURFACES. USE THE FOLLOWING MATERIALS: 1 16. PERFORM NO FINISHING OPERATION WMMLE WATER IS PRESENT ON CONCRETE SURFACE. 1. FOR PAINTED ITEMS. TOUCH UP W SAME PRIMER F � AND DRY FILM THICKNESS USED FOR SHOP PLANTING. 17. FOR TOLERANCES CONFORM TO ACI 117 AND ACI 34 78. SEE GENERAL NOTES FOR COAT STEEL WITH FINISH PAINT PER ARCHITECTURAL. FLOOR TOLERANCES. DRAVANGS. , 18. START SAWING SLAB ON GRADE CONTRACTION JOINTS AS SOON AS 19. ADHESIVE ANCHORS SHALL BE 'FNLTI HIT MY-1 SO" ADHESIVE ANCHOR SYSTEM. . 1080 NO. 5193 OR APPROVED EQUAL. ANCHORS SHALL BE INSTALLED WITH CONCRETE: HAS HARDENED SUFFICIENTLY TO PREVENT RAVELING OR DISLODGING OF AGGREGATES. UNLESS RAVELING OR DISLOOGING OCCURS, MNUFACTURER'S WRITTEN INSTRUCTIONS UNLESS NOTED OTHERWISE. COMPLETE SAWING OF JOINTS WITHIN THE MAXIMUM ELAPSED TIME LIMIT NOTED BELOW, BUT PREFERABLY LESS. THE SPECIFIED TIME FOR ANY ONE LOCATION STARTS WHEN FINISHNG OPERATIONS ARE COMPLETE FOR THAT 20. CONCRETE WEDGE TYPE ANCHORS SHALL BE `MLTI KWIK BOLT n` IC90 NO. 4527 OR APPROVED EQUAL. ANCHORS SHALT. BE INSTALLED IN ACCORDANCE IWTH LOCATION. THE SPECIFIED TEMPERATURE IS THE MAXIMUM AIR TEMPERATURE IN DEGREES FAHRENHEIT THAI OCCURS WITHIN THE SPECIFIED TIME LIMIT. MANUFACTURER'S WRITTEN INSTRUCTIONS THE ELAPSED TIME MAY NEED TO BE SHORTENED EVEN MORE IF DRY AND OR WINDY CONDITIONS ARE PRESENT. 21. GROUT SHALL BE MASTERFLOW 713 BIY MASTER BUILDERS. `FIVE STAR' BY U.S. GROUT OR APPROVED EQUAL STANDARD WET -CUT SAW: ` 22. PROVIDE FLOOR GRATING WITH ALL WIELDED, PRIME PAINTED CARBON STEE CONFORMING MAX. ELAPSED HOURS - FOR TROWELLED OR POWER FLOATED FINISH TO ASTM A 569. SEE DRAWINGS FOR SIZES. USE GALVANIZED SADDLE CLIPS WHERE THEY ARE REQUIRED FOR REMOVABLE GRATING. PRIMER SMALL BE COMPATIBLE WITH MAX. F (EXCEPT AS NOTED) • FINISH PAINT SHOWN ON ARCHIT ECTURAL DRAWINGS. .. 90 AND ABOVE _ 4 80 -89 5 23. BAND ALL OPENINGS IN GRATING WHEN EDGES ARE NOT OVER SUPPORTS. 70 - 79 , e 60 - 69 B 50 - 59 10 24• GRAT PLACE EACH S AND ONE PLACE AT ALL A PPOR'T'S 40 - 49 12 SU FOR EVERY 2'-0' w10 OF PANEL. SEE DRAWINGS GS FOR S�,F` CUT OR OTHER SIMILAR DRY - CUT SAW APPROVED gY A/E ATTACHMENTS. MAX. ELAPSED HOURS - FOR TROWELLED 25. SEE PLANS FOR SPECIFIC EQUIPMENT ANCHORAGES. ALL OTHER EQUIPMENT SHALL OR POWER FLOATED FINISH MAX. F (EXCEPT AS NOTED) BE ANCHORED PER MANUFACTURER'S RECOMMENDATIONS FOR ZONE: 3 SEISMIC. 85 AND ABOVE 1 ' 84 2 X40 - 9 ,4 I. CONCRETE DESIGN IS BASED ON THE FOLLOW C STANDARDS: BL"NG CODE REQA MAENTS FOR REINFORCED CONCRETE (ACI 318) AND RS FINISHES WITHOUT TROWELING OR POWER FLOATING. INCREASE MAXIMUM TIME NOTED By ADDING ONE HOUR IN NOT WEATHER AND LJP TO SUPPLEMENTS. THREE HOURS IN COLD WEATHER. 2. CONFORM TO ACI 318 FOR THE DESIGN AND PLACEMENT OF CONCRETE, REINFORCING. IRO RELATED REAPS. µ 19. START CURING AS SOON AS CONCRETE SURFACE WILL NOT BE DAMAGED BY CURING S. MEASURE AND MIX CONCRETE N ACCORDANCE WITH ACI 211.1. USE MINIMUM OPERATIONS. CURE CONCRETE CONTINUOUSLY FOR A MINIMUM OF SEVEN CONSECUTIVE DAYS. CURE BY USING ONE OF THE FOLLOWING MATERIALS AND METHODS: CEMENTITIOUS MATERIAL, CONTENT OF 470 POUNDS PER CUBIC YARD. AAA ENTRAIN EXPOSED TO THE WEATHER. USE SLUMP OF FOUR INCHES (+- ONE MCII)• PROVIDE A MA7gMUM WATER /CEMENT RATIO OF 0.50. A. CONTINUOUSLY SPRINKLE OR POND WITH WATER. .r8. WET SURFACE AND COVER 1WTH PREWETTED WHITE BURLAP - POLYETHYLENE SHEET ' JNFORMINC TO ASTM C 171. SEAL LAPS MD EDGES. LIP 6 INCHES MINMAUM. , 4. MIX AND TRANSPORT READY -MIXED CONCRETE IN JCCORDANCE WITH ASTM C 94, C.: PRAY SURFACE WITH LIQUID CORM COMPOUND AT A COVERAGE RATE OF 300 AND 400 SOLIARE FEET PER GALLON FOR ROUGHENED SURFACES AND OTHER SURFACES, EXCEPT REDUCE MAMMAIUM DISCHARGE TIME TO 7_ AND 60 MINUTES FOR AIR TEMPERATURES :. r> RESPECTIVELY. ENSURE COMPOUND IS COMPATIBLE WITH MATERIALS TO COVER IT• 00 NOT OF 85-90 AND 90 F. RESPECTIVELY. THIS MAY BE WN EO IF A/C APPROVES A RETARDING 4:ISE ON SURFACES WHERE ADDITIONAL CONCRETE OR OTHER MATUaftS ARE TO BE BONDED. %ADMaXTLIRE. • S. PROVIDE A Ir>tNIMauA+ CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS AS FOLLOWS: 20. REFER TL ARCHITECTURAL, MECHANCA, ELECTRICAL.. PROCESS. CI VI L».. AND VE DRAWINGS FOR EMBEDDED ITEMS NOT SHOWN. COORDINATE AND PLACE ALL EMBEDDED NORMAL WEIGHT CONCRETE ................................... ............................... 3000 ITEMS 940" ON THE DRAWINGS OR REQUIRED BY ALL TRADES. psi L•ICHT WEIGHT CONCRETE (110 PCF) ON COMMPOSiIE METAL DECK .. 3000 psi , „ 6. CONFORM TO THE FOLLOWING: 'I. DECK DE! 3 N IS BASED ON THE STEEL DECK INSTITUTE DESIGN MANUAL FOR A. CEMENT: ASTM C 150. TYPE I. • COMPOSITE DECKS. FORM DECKS, AND ROOF DECKS. S. AGGREGATES: .NORMAL WEIGHT ASTM C 33. LIGHT WEIGHT ASTM C 330 C. WATER: CLEAN AND POTABLE:. 2. ENSURE ALL DESIGN. DETAILING, FABRICATION, AND ERECTION OF METAL DECK p. NR ENTRAINMENT: ASTM C 260. CONFORMS TO THE REQUIREMENTS OF THE FOLLOWING STANDARDS. UNLESS NOTED OTHERMISE: E. WATER - REDUCER: ASTM C 494. TYPE A. OR 0 IF APPROVED. NON CHLORIOE TYPE. A. STEEL DECK INSTITUTE DE" MANUAL FOR COMPOSITE DECKS. FORM DECKS. AND f. RETARDER: ASTM C 494, TYPE 8 OR 0. 'F ACCE LERATOR. ASTM C 494, TYPE C OR E NON - CHLORIDE AND NON- TINOGYAIw►TE _ ROOF DECKS. E3• AISC SPECIFICATIONS FOR THE DESIGN OF COLD STETS STRUCTURAL MEMBERS. C. IMO REPORT NO. 20781 TYPE. M. VAPOR RETARDER: SI X MIL POLYETHYLENE, LAP SIX INCHES. SEAL LAPS. PENETRATIONS AND PUNCTURES WITH COMPATIBLE PRESSURE SENSITIVE. WATERPROOF 3. PROVIDE GALVANIZ DECK WITH THE FOLLOWING MIMMUM PROPERTIES: 1 1 2' / ADHESIVE TAPE TWO INCHES WIDE MIN. DEEP, 20 GAGE, 0.248 in-3/ft. SECTION MODULUS. 0.216 in.4 /ft. MOMENT OF INERTIA, I. ELASTOMERIC JOINT SEALANT: FEDERAL SPECf4CAnON TT- S- 00230. TYPE 1. CUSS A. AND 38.000 psi YIELD STRESS. ENSURE STEEL CONFORMS TO ASTM A 446 OR ONE PART. COLD APPLIED, POURAME POLYIAWTHIANE BASE. MATCH COLOR Of EPDXY JOINT ASTM A 653 WITH ASTM A 523, 090 GALVAANIZING• DECK SHALL ENE EMBOSSED TO SEALANT. INSURE COMPOSITE ACTION. ;!. JOINT SEALA N T BACK-U ONLY. MATERIAL: POIYETHYPOLYETHYLENE FOAM. CLOSED CELL USE WITH ELASTOMERIC JOINT SEALA 4. SUBMIT SHOP DRAWINGS AND ERECTION PL LOCATING EACH SECTION OF DECK AND K. LK"D CURING AND SEALING COMPOUND: FEDERAL SPECIFICATION TT - C_800A (JUNE 20, INCLUDE LOCATION OF ALL SUPPORTS. TYPE AND LOCATION Of ACCESSORIES, DETAILS OF FASTENING. REINFORCEMENT TO BE PROVIDED, DECK PROPERTIES, AND OTHER PERTINENT 1974). STYRENE ACRYLATE OR METHACRYLATE TYPE. 29X MINIMUM SOLIDS CONTENT, CLEAR, NON- YELLOWING, STYRENE BUTADIENE NOT ALLOWED AS PART OF BLEND. INFORMATION, INCLUDING IC80 REPORT AND DIAPHRAGM SHEAR VALUE. MINIMUM DIAPHRAGM SHEAR VALUE -2.215 LB/FT FOR COMPOSITE DECK WITH UCHTWEaff L EPDXY FOR DOWELS. RODS. AND BOLTS. USE NILTI MIST W -150 ADHESIVE ANCHOR CONCRETE FELL WITH A TOTAL THICKNESS OF 4 3/4 INCHES. SYSTEM, 519.3. S UPP OR T T M. REBAR SUPPORT DEVICES: CRSI MANUAL Of STANDARD PRACTICE. 15. CUT DECK SO END JOINTS WAIL MEMBERS ARID OVERLAP A OCCUR ON SUPPORTING ME N. EPDXY ADHESIVE: SIKADUR 32 HI - M00 90NOING AGENT BY SIXA CORP. MNU "MUM OF 2 S. FASTENING: r AA. ANCHOR DECK TO EVERY STRUCTURAL STEE SUPPORT 13Y WELDING 7. UNLESS SPECIFICALLY APPROVED BY A/E IN WRITING. DO NOT USE CALCRJM CHLORIDE. 1- PLUG WELDING. WELD BOTTOM OF EACH RIB TO STRUICII.IRAIL STEEL SUPPORTS WITH 8. ENSURE REINFORCING A MMMMUM 5j8" DWMAETER PUDDLE WELD. BARS CONFORM TO ASTM A 615 GRADE 60. DEFORMED. WELDED REINFORCING WIELD DECK TO ALL SUPPORTS PARAILLII. TO RIBS AT 8 O.C. BARS SMALL CONFORM TO ASTM LOW ALLOY A706. W ELD IN ACCORDANCE WITH AWS. WIELDED FABRIC SHAL CONFORM TO ASTI M A 185. E3. F ASTE N SIDE UPS OF ADJACENT DECK LINTS WITH 1 112" LONG SIDE SEAN WELDS AT I PROVIDE CLASS 8 TENSION LAP SPLICES PER ACI 318. FOR CONCRETE STRENGTH AND BAR 36 MUCH N*ERYALS. LOCATIONS NOTED. C. FASTEN METAL ACCESSORIES TO DECK BY SAME: METHOD USED TO ATTACH DECK 10 SUPPORTS. FASTEN AT EACH CORNER AND AT MAXIMUM SPACING OF 6' OC. 10. PROVIDE CONCRETE PROTECTION FOR REINFORCEMENT AS FOLLOWS: 0. PENETRATE ALL LAYERS OF DECK WITH WELD META. MATERIAL AT ENO LAPS AND SIDE 0. AND ENSURE ALL WELDS HAVE 0000 FUSION t0 THE SUPPORTV4 MEMBERS. E ENSURE DECK FASTENING PATTERN CAN DEVELOP AN ALLOWABLE DIAPHRAGM SWEAR CONCRETE COVER UNLESS NOTED STRENGTH OF 2215 POUNDS PER LINEAR FOOT. INCREASE FREQUENCY OF FASTENING AS REOUMEO• OTHERWISE A CAST AGAINST MID DERMA I IENTLY 7. METAL ACCESSORIES: PROVIDE AND INSTALL ACCESSORIES. SUCH AS EAVES PLATES. . EXPOSED TO EARTH ....... ..,,� 3' MOM AND VALLEY PLATES. CLOSURES AND SLOPED RECESSED SUMP PANS. WHERE S. EXPOSED TO EMTH OR WEATHER. REQ TO HAVE A COMPLETE INSTALLATION. FABRICATE FROM THE SAME MATERUL AND WHERE FORMS ARE USED: FI NIS H AS DECK UNITS. UNLESS TH CKNESS IS LESS THAN THICKNESS NOTED IN THE 1. NO. 6 BAR AND LARGER. ..... B' STEEL DECK INSTITUTE INDUSTRY STANDARD SPECIFICATION. USE 0.071' MIIINNNUTAI 2. NO. 5 LIAR AND SMALLER...._ 1 1(2• TH11acNESS FOR SUMP PANS. C. NOT EXPOSED TO WEATHER NOR IN CONTACT 1MT14 GROIRID 1. SLABS. WALLS AND JOISTS.... 1 • " I 2. BEAMS, GIRDERS AMC COLUMNS. -1 1/3 S . PROVIDE AND INSTALL FLEXIBLE CLOSURES. ATTACHED TO THE UNDERSIDE OF THE DECK. AT TOP OF ALL WALLS ANo "RE NOTED ON ORAA►wMNCS. S. AFTER INSTALLATION, WIRE EIRUSH AND CLEAN ALL RUST SPOTS. SCRATCHES. WELDS, CAN. MISPECTIONS WELD BURNS, EDGES OF DECK, AND ABRASIONS ON BOTH TOP AND BOTTOM OF PAINTED ROOF DECK AND BOTTOM OF COMPOSITE DECK 00 ►ORM DECK. TOUCH -UP WITH AN 1. SPECIAL CONTWtJOUS INSPECTION SHALL BE PROVIDED BY A QUALIF APPROVED PRIMER Of SAVE DOLOR ANO OUAUTY AS SHOP PAINT. 00 NOT LEAVE WELDS UNPAINTED OVEANICNT. TESTING AND INSPECTION AGENCY APPROVED B Y TH BU OFFICIAL M ACCORDANCE WITH SECTION 1701 OF THE U9C FOR THE FOLLOWING: 10. CLEAN GALVANIZED DECK IN SAME WANNER AS NOTED ABOVE AND ToUCN -LIP WITH A. FIELD WIELDING GALV REPAIR PAINT. USE GALVMMZING REPAIR PAINT COIWORMING TO MIUTARy B. HIGH - STRENGTH BOLTING SPECOCATION 000- P- 21035A. PROVIDE A MOM IM DRY FILM THICKNESS OF 4.0 MILS. ,ACCEPTABLE PRODUCTS ARE •GIIALVAMOX TYPE 1" BY %ARBOUNE• AND ' 'BY 'SOUTHERN•. AM C. STEEL DECK A wEI.OING ZEN NM.JdSTS 0. REMNFORCEO CONCRETE E. CONCRETE ANCHORS 1 . JOIST AND JOIST GIRDER DESICN IS BASED ON THE STEEL JOIST INSTITUTE F. ADHESIVE ANCHORS. BOLTS AND DOWELS STANDARD SPECIFICATIONS, LOAD TAEII.ES, AND WEIGHT TABLES FOR STEEL s0STS A140 JOIST GIRDERS. 2. ENSURE ALL DESIGN, DEE TAQING. F AND ERECTION OF JOISTS, JOIST GIRDERS, AND RELATED ITEMS CONFORMS TO THE REQUIREMENTS OF THE STEEL ,JOIST INSTITUTE STANOAA SPECancAT*NS. LOAD TABLES, AND WEIGHT TABLES FOR STEEL JOISTS AND JOIST GIRDERS. UNLESS NOTED OTHERWISE. 3. TOP CHORDS SHALL BE ANGLES OR TEES. BRIDGING SHALL BE FULL DEPTH AND SPACED AT 9'-0" ON CENTER AND SHALL. LINE UP WITH THE , ' UNISTRUT RUNNERS IN EACH ROOM. COORDINATE BRIDGING WITH UNISTRUT GRID AND HANGER SUPPORTS. JOIST 9RIOGING SHALL BE OES0*O TO TRANSFER A HORIZONTAL SEISMIC FORCE OF 400 LOS PER JOIST AT EACH BRIDGING LOCATION FROM THE BOTTOM CHORD LEVEL OF THE JOIST TO THE METAL DECK /CONCRETE SLAB AT THE TOP CHORD LEVEL. JOISTS SHALL BE WELDED TO THE SUPPORTING STEEL MEMBERS. WHERE COLUMNS ARE NOT FRAMED IN AT LEAST TWO DIRECTIONS WITH STEEL BEAMS. THE JOIST AT THE CoLuMN LANE SHALL BE 19OLTED TO I SUPPORTING MEMBERS CURING ERECTION. THE JOIST SIZES SHOWN ON THE CEILING FRAMING PLAN ARE BASED ON SHEAR AND FLEXURE OUE TO iP THE DEAD AN LIVE L OADS. IN AOOITKOII. THE TOP CHORD OF CERTAIN JOISTS SHALL BE DESIGNED FOR THE SEISMIC AXIAL LOADS SHOWN ON o THE FRAMING PLAN. THE BOTTOM CHORDS OF ALL JOISTS SHALL BE y DESIGNED TO SUPPORT A 1200 LB VERTICAL DEAD LOAD AT ANY POINT BETWEEN PANEL POINTS. THIS LOAD IS NOT ADDITIVE TO THE FALSE OEAO " AND LIVE LOADS. THE BOTTOM CHORD SHALL ALSO BE DESIGNED TO t SUPPORT A HORIZONTAL SEISMIC LOAD OF 400 LOS AT ANY POINT BETWEEN PANEL POINTS APPLIED PERPEtNDICULAR TO THE JOISTS. PROwDE STRUCTURAL CALCULATIONS FOR THE JOISTS STAMPED AND SIGNED BY A CIVIL OR STRUCTURAL ENGINEER LICENSED N THE STATE OF WASHI CAMBER ALL JOISTS THE AMOUNTS SPECIFIED BY THE STEEL * ,JOIST INSTITUTE• r r 4. AS REQUIRED BY THE 8"NG OFFICIAL. THE OPEN WEB STEEL JOIST MANUFACTURER SHALL BE AN APPROVED FABRICATOR. AS REQUIRED BY THE + E &JILA1NG OFFO.s , TESTM AND INSPECTION OF THE OPEN WEB STEEL JOISTS SHALL BE PERrtiRMED BY AN APPROVED AGENCY. 5. SUBMIT SHOP DRAWINGS USED FOR FABRICATION AND ERECTION OF ALL JOIST'S, JOIST ORDERS, AND RELATED ITEMS. 6. NO HOLES VIAL 8E PERI►M'TTED IN THE BOTTOM CHORD. NO HOLES WILL B E PERMITTED ELSEWHERE UNLESS APPROVED BY A/E AND FABRICATOR. 4 7. CLEAN JOISTS. JOIST ORDERS, AND ACCESSORIES TO REMOVE ALL RUST. WELD SLAG AND SPLATTER. GREASE. DIRT, AND OTHER FOREIGN MATTER. PAINT WITFMN 24 MO -,IkS AFTER CLEANING. JOISTS. JOIST GIRDERS. AND ACCESSORIES IN ACCORDANCE WITH SSPC PAM SPECIFICATION 15 - 68T. TYPE 1. GRAY OXIDE PLANT, ; 8. STORE STEEL CN JOB SUE ABOVE GROUND WITH DUNNAGE BETWEEN EACH . MEMBER. LOCATE TO MINIMIZE FORMATION OF WATER - HOLDING POCKETS. 9. USE ONLY WELDERS QUALIFIED VMTH AWS 01.1. 10. MAKE WELDS IN ACCORDANCE WITH AWS 01.1. t - 11. ENSURE JOIST AND JOIST GIRDER HORIZONTAL DEVIATION FROM A STRAIGHT LINE DOES NOT EXCEED 3/8 INCH PER 10 FEET OF MEMBER LENGTH. „ 1 12. 00 NOT SUPPORT ANY GRAVITY LOADS FROM BRIDGING OR BRACING. _ •.,"" --,. M . . •t 13. PROVIDE ANCHORAGE TO EDGE BEAMS OR WAILS FOR ENDS OF ALL z 8R10G1NC. � . 14. FIELD PAINTING: t A. CLEAN kL MUD, WELD SLAG AND SPLATTER. VISIBLE RUST, AND OTHER CONTAMINANTS FROM JOISTS. JOIST GIRDERS. AND RELATED WORK. 1 f B. WITHIN 24 ` JFS AFTER CLEANING. FIELD PAINT UNPAINTED SURFACES. INCLUDING NUM =. BOLTS. WELDS AND DAMAGED SURFACES. USE SAME PRIMER ' USED FOR SH0 FAINTING. EXCEPT AS FOLLOWS. USE AN APPROVED ORGANIC ' , ' ZINC PRIMER OF SAME FILM AND DRY M THICKNESS FOR F410 PAINTING g AND TOUCH -UP WHEN PRIMER IS INORGANC ZINC. i . . i r + • • . RE C WED FOR OR PLI AIVCE APPR 0 JUL 2 1 20 . 0 4 _ C � of T UIL ukwil G D v�S ION no ' ' s/ V JU 8 ft 4 MST ' r i COA'MIiO AIIrOMpA 94M 11111[ As wwc 'a No' a'£ JUN -2001 ocK. a� OovW EAngem STRUCTURAL 2 7- AUG -01 ISSUED FOR CONSTRUCTION KoS DCE JC - ow. Kith LJ C OD GREENE GENERAL NOTES, LEGEND. ABBREVIA 021612.41 �,► ,� 8 - A L--0 R EVISED A S NOTED Kos OCE JC 2 0 7- �.Mr -01 EMMTIAL ISSUE KDS CCE JC '� � A JA JOIN$ COMPANY � � coow ENGINEERING &CONSTRUCTION 1YCOM GLOBAL NETWORK A c OR TELEXCHANCIE FACILITY - TUKV _ 1 dum o""UBMI"ll Al. orl-vS ILA, �I/A SITE H NE J S _ D O D 1300000 y A I { i, 1 i 4 I 1 T + t L .I 1 i f I i I r I 18 8 . 19 it COL. a jL.._jj I� WALL LOWERS y--- (ATTACHMENTS PER p ARCH'L DRAWINGS) CH.9 I W 16 36 1S -040 t 6x36 - - -- f wax 10 j . •_ i i 1 1 ' STEEL BAR GRATING S HALL BE CONTINOUS ­" 000 i NP. U.N.O. _ I OVER PLATFORM AS FOLLOWS: 1t DEEP I 16015 , - -- THICK GALVANIZED STEEL BEARING 1' BARS SPACED AT 14* O.C. AND CROSS i BARS AT 4" O.C. MAXIMUM ; i ; 'n CONCENTRATED EOUIPMENT LOAD SHALL 1 1606 ! e o BE 1000 LOS PER LINEAR FOOT FOR A WALL LOUVERS N 6' -0' SPAN. GRATING SHALL BE WELDED in = j ; SEE NOTES BELOW - TO ALL STEEL BEAMS WITH 11'x 1' LONG FILLET WELDS AT 12 O.C. TYP.� ' 16x36 r EQUIPMENT WEIGHT. 21.600 LOS _ ' 1 (4 PLCS) • 1606 I 1 r - L l k- t SEE DETAIL TYPICAL CONNECTION MADE x3 v 166 r- ' . 15.0401 FLANGE BEAM TO BEAM i I IICA- .SCALE: NONE (4 BRACED SAY s ! t 1606 i , ,�,! a LOCATIONS) .► . N W . •- 16X36 { 2 raj 21'x 1}" '^ 1 - HORIZONTAL BRACING 0 0 ,. I I (TYPCAL. U.N.O.) CHILLER EQUIPMENt s ! I 1 e SEE MECH L. DRAWINGS & I + ' FOR ORIENTATION AND �o SEE DETAIL 4 /15 -o 40t NOMINAL BEAM NUMBER OF 3/4 D fDINENS10Ns NA. ' (TYP OF 4) DEPTH S ASTM. A325N BOLTS • T RW� N • , l 1 16 x36 UP TO 7" .. K — _- ---- -- _ _ s to -1 12 -14 ' I 3 -17 4 N K • 2 I i W 1 6X6 s ,- z 1 �- -SEE DE TAIL 4/1S -0401 1 _, S U ( STffENER LOCATION) 24 " -29" 7 t OSHA APPROVED LADDER v 30" -32 " 8 3 EQ UAL SPACES WaXIO FROM FI NIS HED GRACIE m 33M -35" 9 TO RAISED PLATFORM 36" 10 :o _ f1ElD LOCH TO CL cw , I I 3 EQUIPMENT ` SEE DETAIL 4 /1S- 0401 I I HORIZ O NTAL I L BRACING # / J W1606 (TYPICAL. U.N.O.) SEE DETAIL 4/ 1 S -o4o, I t f � BOLT SCHEDULE R TYPICAL ' STEEL CONNECTIO I �-- PRECAST X SCALE: NONE 0 ; CONCRETE WALL waxlo i SEE DETAIL 4 , 31 1 S -040 15 -040 - GLES OR BENT PL*•"ES WILL BE ED ON THE PLANS WITH AN A ( 0 ) . ALL NGLES SHALL BE 4'X4"X 3 0 ALL BENT PLATES SFW.L 4' Nim - DETAIL PER 4 OF ,'7 \ I X —PRECAST PANEL JOINT (TYP.) EEL \ f• BEAN W.P. PRECAST CONCRETE WALL _ is -o4o f _ -- --A SYMMETRICAL AST. WHERE I� x occuR -SEE PLANS -wax, a wax 10 i ' x'--3 /8 GUSSET e S -040 I rJ W 16x36x --- 2 -3/4 0 BOLTS OR ! ! I (CONNECTION I 2 EQUAL SPACES 6' -11" , 1' -0' .! ST TTOM 1 /4V 2 -3/4 "0 BOLTS OR EQUIVALENT__, �< WELDED CONNECTION LOUVER NOTES: 3 18' cussET R X •� 1. LOUVERS SHALL 9E DESO4ED TO BE SUPPORTED AT \- $STEEL , � t THE TOP OF THE FOUNDATION, AT THE TOP Of THE ANGLE PLATFORM. AND SHALL CANTILEVER TO THE ELEVATION BRACE LOCATE GUSSET PLATE AT SHOWN ON THE ARCENTECTtJRAI 06G1MIINC5. 46 { SMALLER FLAN 0 EL BEAM AS 2. LOUVERS SIMII. 9E DESO4ED TO WITHSTAND THE ! LOrADMGS vccwu ON ORA"gG I S-0001. OCCURS PER PLAN. i I A. FOR LOUVER ATTAC MMElt TO 1M+E PLATFORM, SEE DETAIL 4 /IS -0402. ' `. LOUVER x1PPUER SHALL oESIC" ANO PROVIDE STEEL BRACING � STEEL BEAM S CONCRETE Ai4CHM AM CIS ANGLES T O PROVI DETAIL � ) A14CIHO%%X Of THE U0*0 TO THE FOUNDATION. SCALE: NTS EQUIPMENT PLATFORM FRAMING PLAN o s 10 1s xo :. + SCALE: 1/9' • 1'-0" Scale: 3/8 INCH • 1 FOOT NORTH 3/ STEEL GUSSET '' PLATE STEEL OWE WITH � 2 -3/4 - 0 A 325N ► 80LTS EACH ENO (TYP -) t v STEEL BRACES AT STEEL BEAM -DETAIL SCALE: NTS IS -0401 I. GRADE OR AS OCCURS # 0 12" O.C. (6 REQUIRED) SPACED SYMMETRICALLY ABOUT rk PIER 2 #S CONT. P, . N 4 PRECAST CONCRETE WALL OR WALL LOUVERS (SEE ARCH L. Arc i DRAWINGS) WHERE OCCURS. Yid! /�, e 0o� £ PIER AT INTERIOR PIERS ' SYMMETRICAL (THIS SIDE) REINFORCED CONCRETE MAT r ' • 0 I + (7) #6 HOOKED OWLS • I - O G A. 7 EA. I 1 `-- CONTINUE REINF. EACH SIDE OF PIER AUGER-CAST CONCRETE PIER WHERE OCCURS CONC. SLAB (MAT) 0 AUGER CAST CONC. PIER DETAIL _ SCALE: H IS IS-001 V M1E 12 -22 0 MOO w Corneft Ar4~ } ssw *u JW 01111111011 49 40. 044-JULY-2001 DO '� ° E STRUCTURAL. 021612.41 2 7-AM-0 ISSUED FOR CONSTRUCTION __ KDS ocE x ow 0". Rwth eloal L MKW0013 GREENE , M �. EQV P ENT PLATFORM 2 1 d - JUL -D R AS NOTED KDS OCE JC coao a. A J.A. dONE= COMPANY E QUIP MENT MO DETAILS Leh„ ENGINEERING & CONSTRUCTION ' t o - �utr -o 1 fNITiAL ISSuE KDS GM . x • x •••R coon„ 0 TYCOIM GLOBAL NETWORK i prof" a cR rr* caw 0". TELEXCHANC,E FACILITY - TUKWILA, VA SITE AS NOTED IS-0401 4 I STK0044 I I S t..1 3 �11t I TT I T.., 01 010S AW li .� _ _ .. .. __ . _ - - ...r,�r_- , -.w-.. - ..._.- ...__.�..�..- - - -.. .. _. - . .. • . .. y - . . �.. , - w - tw r• ti . �, ...+q /. .Yl� ♦ 4 .•�I" % "'I.A .'°TI.�11��'�M�'+ Jlwl1/M..S STEEL (2) (COLUM (6) mails � 1 1 I " I � ' (1) STEEL BEAM (7 ,� 3 /16 I (2) 3/8' STEEL SHEAR PLATE - / K �`!EQ NOTES: 1 /� I ' USE 5/8" STEEL SHEAR PLATE I (1) CENTE OF COLUMN STEEL BRACE WHERE 'D' s 27 OR GREATER. (2) STEEL SEAM ' (3) FOR SIZE, TYPE AND NUMBER OF BOLTS, SEE TYPICAL 9011 _ (3) 4 3/4" flq,TS ON 18fAN GAGE. TEEL PLATE / 1 (4) 1 CAP PLATE 1 " (4) s o 'a a E 3/e SSER OF BEAM DEPTHS (3) # 1 � � (s) STEEL COLUMN xd xl AS OCCURS. ' ) 3/8' STIFFENER PLATE EACH SIDE 3 e" GUSSET PLATE (5) WELD 3 SIDE 1 4 TYPICAL (4) e�I T.O. CONC. � � USE SAME CONNECTIO ` , o AT -- (7) TYPICAL 3 SIDES ti - � S TIFF E N ER PLATE WHEN 1 / I — w� i / 4 AE N ��-.. STEEL BASE PLATE (6) 3 EL PLATE X WIDTH OF (5) I STIFFENER PLATE EACH DIRECTION. 3/4 x 12 S0. ALTERNATE STEEL STIFFENER CT1t'0 W/ STEEL COLUMN CENTER W ITH DEPTH OF SMALLER I , LOCATION AT ADJOINING SEAM BEAN AS CLOSE AS POSSIBLE W/4 -3/4'0 A.B.x12' EMBED. BETWEEN BOLTS (TYPICAL). OCCURRING 8' FROM COLUMN OVER I"* DRYPACK _ CEMERLNE• M k E ;{ GUSSET PLATE MAY OCCUR T �1 - WORE THAN ONE SLOE OF COLUMN. SEE PLAN FOR LOCATION AT ONE SIDED CONNECTIONS, INSTALL 318" STIFFENER PLATE (OPPOSITE SHEAR PLATE. STEEL BEAM CONNECTION AT STEEL COLUMN STEEL BRACE AT STEEL COLUMN NAND FOUNDATION DETAIL 4 DETAIL � :SCAt.E: MS 1 1 , SCALE: NTS e 1 S 1 0401 8/ 16 °• ' � , • ELO 3 SLOES - ( J. 6 H.9 1 7" STEEL BEAM NOTES ( THE TYPICAL STEEL BEAM TO S COLUMN OR STEEL BEAM TO STEE BEAM CONNECTION CONSISTS OF 3 SINGLE SHEAR PLATES WITH 3/4" 0 ASTM A325N BOLTS, U.N.O. SEE PLAN. USE 518" SHEAR PLATES WHERE I D" • K.2 J.6 Aw EQ. E0. /8" STIFFENER i i FOR SIZE, TYPE AND NUMBER ' OF BOLTS. SEE TYPICAL BOLT SEE DETAIL SCHEDULE W16. W ��,r a/ 1S -0401 i I' 1 2" STEEL PLATE �+ f I m I u !V i TOP OF FIAT SEE DETAIL FOUNDATION 4-- - DIX BOLTS ----� I � � � _ � 7/ �► TYPICA ON LACE i I = 1/2' CAP PLATE STEEL COLUMN of r , STEEL BEAMS TO STEEL COLUMN CONNECTION BRACING ELEVATION 0 GRIDS 18.1 & 19 DETAIL s .._._._..._,�.� e x SCALE: NTS 1 S 04 01 SCALE: NTS 1 00 1 STEEL BEAM .t • r r t r s i &AA 8 8 . 9 MOVE EXISTING WALL AND FOOTING AS REOUIRED TO INSTALL TANK OELOW GARDE. DOWEL NEW WORK INTO EXISTING COW. SE g4 IN ORILLEO MOLE WITH MILTI MY - 190 EPDXY GROUT it 4' • E TO MATH WALL REIWt 4;INC SPACING. PROVIDE FINISHED PAVED "FACE TO GRADE TO MATCH EXIST. r CONDITIONS. IDEL RADE �I STOW TANK FUEL (►uo RATED) - � r 1 t t I + 1 I �i i I i • E i t 1 1 _ = B CONC WALL x LENGTH TO MATCH EXIST WITH A4 O 15 EA. WAY CENTERED. • - -••- - -- • - - - - -• • - -••- r DOWELS TO FOOTING TO MATCH WALL r - .w -•.• ww...- ... ... . .. ... . ...� REINFORCING SIZE AND LOCATION. (T.O. WALL I TO MATCH EXISTING). C ONC. FOOTING 1 -a V -0 THICK W/ 1#5 CONTINUOUS BOTTOM (CENTER FOOTING WITH W*U) � ! I ' j L , 1 1 _ ...�- BELOW GRADE H2O RATED FUEL STORAGE TANK. ANCHORAGE OF TANK. AND FOUNDATION BY TANK SUPPLIER. TOP OF TANK SHALL 9E 1 1 r, MINIMLIAI 3' -0 BELOW TOP OF FINISHED GRADE. CONTRACTOR SHALL. PROVIDE SHORING BETWEEN 1 I TANK EXCAVATION AND EXISTING BUILDING i AS REOLIREO C STEEL COL 1 1 ' I f s- 40T 0 -O . `,�•- ��' W ALL LOUVERS ; S• -D" � 3' -4t (ATTACHMENTS P R � ,t 4,i, ------- LA I M.O. ARCH'L. QRAIMNG ) Q� STEEL COLUMN ; I H. 9 I C14 T � �, ,-J • _ 1 1 1 f I I - rt CONCRETE PIER 1 ; TS 6 - X6 - X 1 /4" STEEL COLUMN ; WALL LOUVERS 42 PLACES) .Lt - (ATTACHMENTS PER J CL MC I - 2' - THICK CONCRETE FOUNDATIO MAT W/ 14 #5 O 12" O.C. T. O 8. TYP.. U.N. . THE FOLLOWING REINFORCING S BE 5/8 DNA. ANCHOR BOLT X ; ; PLACED WITHIN A NORTH /SOUTH 5'; 0" WIDE STRIP. to 7" EMBEDMENT CONCRETE I CE TERED WITH PIERS (Ti I I (3) BOLTS EACH SIDE OF ; ER 1) 0/7 (O 6' O.C.) X 9' -6` LONG TOP CQUIPMENT (TYPICAL) PLACED SYMETRICALLY OVER CONC i 1 i II I PIERS.- - -- - - - - - W 12x 79 STEEL COLUMN (4 PLACES) 1S -0401 P - _. _.'• I b. CONC RETE AUGER CAST PIER CRITERIA: A 50 TON CAPACITY AUGER CAST PIER 16 DIAMETER WITH 7J16 EO. SPACED W/ 03 TIE O 7 O.C. OR /4 TIES O 10" O.C. PENETRATE INTO BEARING SOIL LAYER PER PROJECT SOIL REPORT. B 160 TON CAPACITY AUGER CAST PIER 16 DIAMETER WITH 706 EO. SPACED W/ 03 TIES O 7 O.C. OR 04 TIES O 10 O.C. PENETRATE INTO BEARING SOIL LAYER PER PROJECT SOIL REPORT. C 70 TON CAPACITY AUGER CAST PIER 16 - DIAMETER WITH 706 E0. SPACED W/ #3 TIES O 7 O.C. OR #4 TIES O 10" O.C. PENETRATE 04 TO 19EARING SOIL LAYER PER PROJECT SOIL REPORT. 0 80 TON CAPACITY AUCER CAST P!ER 16 DIAMETER WITH 706 E0. SPACED W/ /3 TIES O 7' O.C. OR 1 4 TIES O 10. O.C. PENETRATE INTO B EARING SOIL LAYER PER PROJECT •Sal REPORT. 'tffiIE' EXTENC REIW. 34'-0 BELOW TOO Or ' SLR. OR FULL AfR L:ErIGTH , WHICHEVER IS LASS. LAP YERTr.X i LMRS 36 AS REOIAREG. DIET. 1/1S-0402 TYPICAL AT STEEL COLUMNS (10 PLCS) WITH 2 - 1/2o4 x 4' HEADED STEEL STAIR & LANDING ---- -� PER OET. 6 /IS -0403 SEE ARCHIT. OWG FOR ;LOCATION "DWI f,., THIS CONNECTION TYPICAL, 2 PLATES 5/8 DNA. ANCHOR BOLT X 7" EMBEDMENT - -` \ (3) BOLTS EACH SIDE OF \ EQUIPMENT (TYPICAL) V 1 ...",�- . -- Bat - E j JOINT (TYP.) N O I - ' 1 I 1' 2 ' • '° r !1' -8 € CONCRETE PIER 3 - + - II STEEL COLUMN C STEEL COLUMN -GENERATOR ENCL05URE FOUNDATION . PLAN SCAL. 1/8' • V-0" 3 f w r /-- , STEEL TUOE COLUM ,-.ii-STEEL BASE It -•-� STEEL COLUMN AND STEEL SASE PLATE STEEL COLUMN AND STEEL BASE PLATE WIDE FLANGE STEEL COLUMN STEEL BASE t STEEL COLUMN AND STEEL BASE PLATE PLATE ' STEEL TUBE BRACE , ,,- S UT TUBE AS REO'D GUSSET -- STEEL PLATE 3/11'4 31 8 GUSSET PLATE 1 / 4 � 1/4 ..r.. STEEL BASE a 3/4 "x 12 - SO. CTR'D W /STEEL COLUMN W/4 -3/4 "1111 A.B.02" EMBED. OVER 1 0 t DRYPACK NOTE: GUSSET PLATE MAY OCCUR MORE THAN ONE SIDE OF COLUMN. SEE PLAN FOR LOCATION. CENTER GUSSET WITH COLUMN. 3/1 67EEL ANGL 4' x3'n 3/8 %9' LONG MATH 2 - 314' WELDEO THOMO D SO A 6 GAGE. CTR• WITH STEEL KA M -• � NO ESQ 1) PLAWORM GRATING MOT all" FOR CLARITY. 2) INSTALL A SSEMBLY AT 4' -0' O.C. AT 12 FROM ENDS OF PANELS (YI WUII 3 PER PANEL). CONCRETE WALL SANDHI - L OUVER Sim. • ' y ` -- EMBED PLATE 3 /8'x4'x4' w 4 - 1 /2 "fx4' LONG. HEADED 9EIWENS2#4 x4' 24' 4' 1 SEE DETAIL /1S -0402 . F wie 1 I SEE DETAIL 4/I S-0402 , i TOP OF MAT FOUNDATION � 31 NSTALL STEEL ANGLE . AFTER WALL AS IN Fr1AL. 1 POSITION. SEE DETAIL ...�// 3/IS-0402 OPP. M. L;ECA UV R AT STEEL BEAM CONCRETE WALL AT STEEL BEAM BRACE ELEVATION CO G DS H.9 & K.9 DETAIL I ! 4 � I W. s-o. 2 ScALI NTS 1 -o 4 2) 3/16 4 ( }' 1YP OPEN I , 4 e 1. PRECAST CONCRETE PANEL 2. 3/8'x4 10' STEEL PLATE , WITH 2 - 1/2 x 4' HEADED STUDS AT 6" O.C. BETWWEEN 204 4 ••- 6 ' . T �: - {3) / 4 �) �' 3. 3/ PLATE X 9" LONG WITH ) - 'G' 3 2- 3/4' r U�0 TMREAM 4 I . .'. " STUDS AT e GAGE. *' t IF LOCATE PLATES 2' - W MAXIMUM BELOW T.O. PLATFORM BEAM AND e T.O. WO&L 1 CONCRETE WALL PANEL OR SLAB. ° [pt CONCRETE THICKNESS PER PLAN. i i • Z. 2 / OR QUANTITY OF OARS INTERUPTIED BY OPENING. WHICHEVER IS THE GREATER REOUIREIIIENT. q EXTEND 2' -O" PAST. ABOVE . AM BELOW OPENING. M►.... ., .,•,:W w►,. .' 1 3. 1 14 OR SIZE OF BARS INTERUPTE BY OPENING, WHICHEVER IS THE i GREATER REQUIREMENT. x 2' -0' LONG. CORNER 8AR FOR EACH MAT OF I REINFORCING. 11 - PRECAST PANEL TO PANEL AT CORNER TYPICAL REINFORCING AT OPENING IN ,CONCRETE A WALL DETAIL Ls 1 S SCALE: NTS IS-0 'NOTES: r e I 1 1/4 ' 1. PRECAST CONCRETE PANEL.. 2. STEEL ANGLE EACH SIDE 1 1/2 1/ 2" CAP 1 / a 1) x 1 1/2' x 1/4" x 12' LONG. (a) d WITH 2 -s/8" • x 6' LONG. (1 INSIDE F ACE OF WALL PANEL 1/4 2) PLEADED STUDS AT LS' O.C. 3. CROUT VOW SOUO. SLOPE a TYP. / 3 / 1 4 fjOTES: I. PRECAST CONCRETE PANEL. 2. J /8 " #' t 0' STEEL PLATE WITH 2 - 1/2o4 x 4' HEADED STUDS AT a' O.C. BETWEEN 2 #4 ILI - �20 3. J /8 PLATE X 9 LONG WITH 2 - 3/4" r WELDED TH READED STUDS AT 6" GAGE. "DWI f,., THIS CONNECTION TYPICAL, 2 PLATES ALONG PANEL JOINT. SPACE EQUALLY BETWEEN RAISED PLATFORM AND CLASHED CRADE. STEEL TUBE BRACE AT COLUMN /FOUNDATION DETAIL 3 SG1LE: NTS �.•. " - ...."."-. IS-4M2 s 0 5 10 15 20 Scale: 1 /8 INCH . 1 FOOT • NORTH opho" tr PANEL TO PANEL CONNECTION DETAIL SCALE: NTS COr mind Aachen Imo. ul. C4 s� nnj �,� Tor Iwt � +Io °"'r t,1U1Y -2001 00 QR ENEi STRUCTURAL 021612.41 2 7 =ALIG -o ISSUE FOR CO�tSTRUC - Kos � OCE JC °E"' """� Keith aocic �GENERAtOR ENCLOSURE FOUNDATION �► 40, . Z 1 a .AJL -0 REVISED AS NOTED _ KOS OCE JC com. a. A J.A. JONU COMPANY PLAN AN DETAILS ENGINEENIN13 & CONSTRUCTION " - JULY - 1 INInAI ISSUE KOs OCE .tC • �. �••. John Col GLOBAL NETWORK MEOW _ - _ TELEXCHANGE FACILITY - TUKWILA, WA SITE NOTED I S-0402 ox. I STX D04W J3 AJ TT I 4 02. t• - ri 46 3) SLIGHTLY (1:6) AWAY FROM WALL °r AT EXTERIOR SIDE. \(7 4 ) 4. 1 1/2* x 11 1/4" CONTINUOUS Y , _(8) SLAB DEPRESSION. \ s) •` 8. STEEL PLATE 1/4 x 10' x 10 WrTH 4 -5/8" 0 x 6' LONG. HEADED STUDS AT 8" O.C. 1 all 11 6. WELD SENT PLATE TO FJiM6ED 1 - ` - - - -- PLATE. 1 7. CONCRETE FOUNDATION MAT. 8. FINISHED GRADE OR SURFACING. 9. 1 /4 0 BENT PLATE X 9 LONG WITH 2 - 5/a" I WELDED i THREADED STUDS AT GAGE 6 . i r�T•�,RFCE nF TI /KlA , tam CONNECTION TO OCCUR 3 PLACES N I EACH PANEL END CONNECTIONS TO BE V -0 FROM ENDS. MIDDLE 8 1 2 00 4 P E LOCATED NEAR ERM cE � CENTER OF P E� PRECAST CONCRETE PANEL AT CONCRETE FO UNDATION MAT DETAIL ,::L� SCALE: NTS IS-O402 j 1 ( i t { t 1 1 t � t i i • f J I 1 { i e i } s i t l i t ati 1 . v; e e I 7 Ki t f } 4 t t Isrnoo+o3 DUBMITTYl_ I- vl',~% A -bLvS avow"' 4 it +• .....- - ..- � -�.., •. .. .. . .. -... .� � r - ..�_ - _ � 9,• -.w..� _ - .- _ w , _ -. r. r r .ter-. r , . _' Lam"^ -; ,elf � -..'.' rr� '.� „ ...�,l,�y 91 05 �s i I -- _' —�- � -- D- --- -#' - --� -- � -- ---� -• ter— --� -- --p-- a C3 93 93 13 a 93 � c3 PI pT�, a j � � T � i 1 1 T 0 93 a ENLARGED KEY PLAN Q CT IIIIIIIIIIIIIIIII,IIIIIO EXISTING PILES EAST BLDG 3 A " - If-ow � J d 0103/9005 r r DRAWN: S. HAM CL l SHEET NO: cy- p all M W Q J � � m W E � V) m 0 � Z 3 � - W 0 � J d 0103/9005 r r DRAWN: S. HAM CL l SHEET NO: cy- p all M W Q J � � m W E � V) m 0 Z Q � - W L ooms 0 � J d 0103/9005 r r DRAWN: S. HAM CL l SHEET NO: cy- p all M W Q J � � m W E • co r �I c� N 0 i 0 i V O 0 i m r i W W 2 s s N «a . mm THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE CODE: UNIFORM BUILDING CODE -- 1997 E MON - ASTM'S LATEST EDITION LNE LOAM FLOOR .......... 250 PSF SEISMIC ZONE.. .3 Z -0.3, SOIL PROFILE SD, R - 4.5, SEISMIC IMPORTANCE FACTOR 1.0 c THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL. DRAWINGS FOR ANY NONCO A CONTRACTOR'S MEA NS WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL NS AND METHODS. THE CENERAL CONTRACTOR SHALL INFORM ENW OF ANY NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AN METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. IN CORDANCE WITH SOILS REPORT E- 2579 -41 BY EARTH CONSULTANTS, INC. DATED TED JUNE 2001. EMBED 16 DIAMETER AUGERCAST PILES IN BEARING LAYERS TO PROVIDE CAPACITIES INDICATED ON PLAN. SEE SOILS REPORT. PILE CAPACITIES DO NOT INCLUDE EFFECT OF DOWNDRAG DUE TO FILL SOILS ENGINEER WILL INSPECT THE INSTALLATION OF THE PILING AND WILL MAKE FINAL RECOMMENDATIONS ON EMBEDMENT AFTER REVIEWING FILL USE F'c OF 4000 PSI FOR GROUT FOR PILING. USE 10 SACKS CEMENT PER CUBIC YARD OF GROUT. SUBMIT PILING RECORDS TO ENGINEERS NORTHWEST AND BUILDING DEPARTMENT. PREPARE SITE PER SAILS ENGINEER'S RECOMMENDATIONS. C 3000 PSI FOR T A O LL. CAST -IN -PLACE CONCRETE, PER ASTM C -150, TYPE 11 CEME NT CONCRETE MAY BE PROPORTIONED ON THE BASS OF FIELD EXPERIENCE AND TRIAL MIXTURES AS DESCRIBED IN CODE. SUBMIT MIX DESIGN AND DATA AS REQUIRED FOR EACH METHOD. MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SWILL BE IN ACCORDANCE WITH THE UBC AND ACI CODE 318. PROPORTION AGGREGATE TO CEMENT TO PRODUCE A DENSE WORKABLE MIX WITH 4' MAXIMUM SLUMP WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. SEE SPECIFICATIONS FOR ADMIXTURES. PROVIDE 5X + 1-1/2X TOTAL AIR CONTENT FOR CONCRETE EXPOSED TO FREEZING AND THAWING EXPOSURES. LIMIT WATER — CEMENT RATIO TO .45 AND USE TYPE V CEMENT WHERE CONCRETE IS EXPOSED TO SOIL CONTAINING WATER SOLUBLE SULFATE IN EXCESS OF .2X. ADD NO WATER AT SITE. WATER REDUCING OR SUPERPLASTICIZING ADMIXTURES MAY BE USED TO INCREASE WORKABILITY WITHOUT INCREASING WATER - CEMENT RATIO OF DESIGN MIX SUBMITTAL SEE SPECIFICATIONS FOR CURING 3/4' CHAMFER ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. STIR USE DEFORMED CONCRETE REINFORCING STEEL CONFORMING WITH ASTM A 615, GRADE 60 OY- 64.000 PSI • LAP CONTINUOUS REINFORCING BARS 36 BAR DIAMETERS. 2' -0' MINIMUM, UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS (2' -0' MIN. BEND) FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH OACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES . WELDED WIRE FABRIC (WWF) TO CONFORM WITH ASTM A 185. REINFORCING HOOKS To COMPLY WITH STANDARD ACI HOOKS EXCEPT STIRRUPS AND TIES SHALL HAVE 135 DEGREE ACI SEISMIC HOOKS. COVER TO REINFORCEMENT: NONPRESTRESSED CAST -IN -PLACE CONCRETE (INCHES) CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ..........................3 FORMED SURFACES EXPOSED TO EARTH OR WEATHER ....... .. ......... 06 AND LARGER .......2 NOT EXPOSED TO WEATHER OR IN CONTACT WITH Gaouj5 AND SMAUJER.....1 -1 /2 SLABS, WAILS, JOMM ...................... 14 AND LARGER .... 1 - /2 W AMS COLUMNS i AND SMALLER ...... 3 /4 PRIMARY REINFORCEMENT, TIES, STIRRUPS. SPNiALS ....... N...1 -1 /2 SLAB REPAIR PLAN I I I APP ROXIMATE SETTLED am I I I I I I I SHOULD THE REINFORCING SUPPLIER AND /OR DETAILER CHOOSE TO USE SOFT METRIC, EACH AND EVERY REPAIR CALLOUT MUST 13E INDICATED WITH BOTH SIZES WITH THE IMPERIAL SIZE FIRST THUS: "/4/� 13' NO EXCEPTIONS. A CONVERSION TABLE ALONE IS UNACCEPTABLE. WE WILL CHECK THE SHOP DRAWINGS TO THE IMPERIAL SIZES ONLY. IT WILL BE THE RESPONSIBILITY OF THE REINFORCING SUPPLIER AND THE GENERAL CONTRACTOR TO VERIFY THAT ALL CONVERSIONS TO METRIC SUPPLY AT LEAST THE SAME AREA OF STEEL AS THE IMPERIAL DILL 0018 ITALLATION DRILL HOLES FOR DOWELS IN ACCORDANCE WITH GROUT MANUFACTURERS RECOMMENDATIONS. BLOW HOLE CLEAN WITH OIL FREE COMPRESSED AIR. FILL HOLES WITH A MEASURED AMOUNT OF HILTI HY -150. INSERT REBAIR AND SECURE UNTIL GROUT HAS REACHED ITS INITIAL CURE. ALL WORK SHALL BE BY PERSONNEL EXPERIENCED IN THE USE OF THIS PRODUCT, AND IN ACCORDANCE WITH ICBO REPORT No ER -5193. INSPECTIONS INSPECTIONS ARE TO BE PER UBC CHAPTER 17 AND ARE TO BE BY AN INDEPENDENT TESTING LAS. CONCRETE: TAKE CONCRETE CYLINDERS AS REQUIRED BY CODE, VERIFY SLUMP STRENGTH. AIR CONTENT, PLACEMENT OF CONNECTIONS AND ANCHOR BOLTS. REINFORCING: VERIFY THAT ALL REINFORCING IS PLACED IN ACCORDANCE WITH APPROVED PLANS. CHECK FOR REQUIRED COVER, SIZE, GRADE. AND SPACING. CONC. EXPANSION COPY OF 1CB0 REPORT FOR ANCHORS OR ADHESIVE SYSTEM USED MASONRY ANCHORS & MUST BE AVAILABLE AT Joe SITE. VERIFY ANCHORS OR ADHESIVE DRILLED IN DOWELS: SYSTEM INSTALLATION IS IN ACCORDANCE WITH REPORT. 9Plq� CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE SHORING AND BRACINC OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. AMI�MATf00N ARCH. • ARCHITECT M.A.S. MASONRY (CLAY OR CMU) B. OR OCT. BOTTOM M.R.S • METAL ROOF SUPPLIER BTWN. - BETWEEN N.F. - NEAR BLDG. • BUILDING N.T.S. NOT TO SCALE C.I.P. CAST IN PUKE O.F. �• NOT FACE Cam OPNG. an OPENING CNTR. a CENTER O.T.O. •• OUT TO OUT CON. CONCRETE PNL am PANEL CONT. M CONTINUOUS REINF. r• REINFORCING � CONTRACTOR R.O. ` � OPENING EL OR ELEV. ��ELEVATION SAM. •SIMILAR E.F. OR ENW ENGINEERS NORTHWEST T. �• SY EACH FACE T.O.F. TOP OF FOOTING E.W. EACH WAY F.O.C. • FACE OF CONCRETE T T.S. TUBE STEEL F.O.P. r FACE OF PLYWOOD '� TYPICAL AT ALL F.O.S. r FACE OF STUD IMILAR PLACES F .o.W. Al FACE of WALL U. v r �o NOTED FTC. • FOOTING V. OR VERT. r VERTICAL H. OR HORIZ. r HORIZONTAL V.I.F. w VERTICAL INSIDE INC. INCLUDING = IN SIDE FAC V.O.F. r VERTICAL. OUTSIDE K8 r KWIlK 9OLT W/ E LLM. r LONG LEG HORIZONTAL LLV. LONG LEG VERnCAL. 0 EXIST. P.C. PNL L K15 T. GRADE SM. EXIST. PILE (TYP.) SLAB REPAIR PLAN k NEW a STR = mi Sl AR i' • 1 . _0 1.) FIRST REINFORCING LAYER TO BE EAST -WEST DIRECTION FOLLOWED BY NORTH -SOUTH REINFORCING. 2.) TOP REINF. TO BE NORTH -SOUTH DIRECTION FOLLOWED BY EAST -WEST DIRECTION. TYP. EXISTING STRUCTURAL SLAB (i ' EMBED SAW -CUT EXISTING SLAB - f x 2' -6' H. SLAB DWLS TOP 0 BOT. O 2' -0'o% Ww ER) fM. w/� HILTI HY150 OXY EM 4 6 PER ICBO REPORT NO. ER5193) F SLAB REPAIR PER PLAN C .I.P. INFILL ONCCRE E EXIST. GRADE COMPACT SAID FILL S t o = 1 f — Q e VFY /MATCH EXIST. STRUCTURAL SLAB a� NEW PILE O tj CAP PER PUN 71- Q- 1 > A p •I o D N' �V W/ ( #5 M W 90T. NEW IS* AUGER GIST PILE W/ (7) - /S VERT. (EQ. SP.) & 03 EXTEND REINF. ONTO SLAB THUS DETAIL P - i m - 1'-0' 2—p EW O ' HOLES ONLY --� HOLE DLA. + ,-I MIN NEW 16 AUGER CAST PILE. SO TON CAPACITY PER --­ SOILS REPORT EARTH MUS NOT A�NE FROM TOP OF PILE TYPICAL PILE REPAIR DETAIL EXIST. P.C. PANEL BEYOND 2 EXIST. GR. BM. EXISTING PILE Op Q � VO i OOeoo qv EQ. JUN 1 A 2004 PELT C"T" DTL. BEYOND PNL OPENING (2)-#5 COLT. NEW STRUCTURAL l l�� 40 PER PLAN SLAB PER PLAN INTO EXIST. G.B. W/ HILTI HY150 EPDXY PER 1080 5193 0103/9005 r r DRAWN: S. HAM CL 06/10/04 SHEET NO: cy- E— D a� NEW PILE O tj CAP PER PUN 71- Q- 1 > A p •I o D N' �V W/ ( #5 M W 90T. NEW IS* AUGER GIST PILE W/ (7) - /S VERT. (EQ. SP.) & 03 EXTEND REINF. ONTO SLAB THUS DETAIL P - i m - 1'-0' 2—p EW O ' HOLES ONLY --� HOLE DLA. + ,-I MIN NEW 16 AUGER CAST PILE. SO TON CAPACITY PER --­ SOILS REPORT EARTH MUS NOT A�NE FROM TOP OF PILE TYPICAL PILE REPAIR DETAIL EXIST. P.C. PANEL BEYOND 2 EXIST. GR. BM. EXISTING PILE Op Q � VO i OOeoo qv EQ. JUN 1 A 2004 PELT C"T" DTL. BEYOND PNL OPENING (2)-#5 COLT. NEW STRUCTURAL l l�� 40 PER PLAN SLAB PER PLAN INTO EXIST. G.B. W/ HILTI HY150 EPDXY PER 1080 5193 Joe NO: 0103/9005 M z DRAWN: S. HAM CL 06/10/04 SHEET NO: cy- E— D W Q J � � m g � W � V) m 0 Z Q � - W Joe NO: 0103/9005 ENGINEER: 0-LAKE DRAWN: S. HAM DATE: 06/10/04 SHEET NO: si I KEY PLAN