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Home My WebLink AboutPermit D15-0210 - WASHINGTON PLACE / HOTEL INTERURBAN - FOUNDATIONWASHINGTON PLACE FOUNDATION 223 ANDOVER PARK E D15-0210 City of Tukwila • Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 • ` Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: htti)://www.TukwilaWA.Rov DEVELOPMENT PERMIT Parcel No: 0223100090 Permit Number: D15-0210 Address: 223 ANDOVER PARK E Issue Date: 8/31/2015 Permit Expires On: 2/27/2016 Project Name: WASHINGTON PLACE- FOUNDATION Owner: Name: WASHINGTON TOWERS LP Address: 18230 EAST VALLEY HWY #195 , KENT, WA, 98032 Contact Person: Name: PAUL SOLDWEDEL Address: 3601 FREMONT AVE N, SUITE 314, SEATTLE, WA, 98103 Contractor: Name: ABSHER CONSTRUCTION CO Address: 1001 SHAW RD , PUYALLUP, WA, 98372 License No: ABSHEC*345PS Phone: (206) 295-8620 Phone: (253) 845-9544 Expiration Date: Lender: Name: WASHINGTON TOWERS LP Address: 18230 EAST VALLEY HWY #195 , KENT, WA, 98032 DESCRIPTION OF WORK: CONSTRUCTION OF FOUNDATION ELEMENTS, UP TO SLAB ON GRADE INCLUDING: REINFORCED CONCRETE PILE CAPS, REINFORCED CONCRETE STEMWALLS/PILASTER, REINFORCED CONCRETE GRADE BEAMS (AT GARAGE), REINFORCED CONCRETE FOUNDATION WALLS/SLAB AT POOL, FIRE SUPPRESSION TANK, CORE Project Valuation: $1,800,000.00 Fees Collected: $23,526.26 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: IA Occupancy per IBC: R-1 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Chan nelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know a same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and a e to the conditions atta hed to th' permit. Signature: / �-- Date: Print Name: / �w This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: Parking lot layout or landscaping are not approved under this permit. The site plan shows these elements but those will be reviewed under D15-0111 and PW15-0022 permits. 2: 'BUILDING PERMIT CONDITIONS' 3: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 4: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 6: 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. 7: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 8: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 9: 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. 10: 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. 11: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 12: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 13: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 14: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 15: 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. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 0201 FOOTING 0200 FOUNDATION WALL 0101 PRE -CONSTRUCTION 4037 SI-CAST-IN-PLACE 4027 SI-COLD-FORM WELD 4000 SI-CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4034 SI-METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4035 SI-SOILS 4025 SI-STEEL CONST 4026 SI-STRUCT STEEL 4004 SI-WELDING CITY OF TUKK A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 h=://www.TukwilaWA.gov Building Per'fkL4 No. �� % ' o2,i 0 Project No. Date Application Accepted: Date Application Expires: 2 or office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. "Please Print" SITE LOCATION King Co Assessor's Tax No.: 0223100090 Site Address: 223 Andover Park E Suite Number: Floor: Tenant Name: Washington Towers LP - Foundation Only Permit New Tenant: ❑ .....Yes ❑..No PROPERTY OWNER Name: Washington Towers LP Address: 18230 Valley Highway #195 City: Kent State: WA �98032 CONTACT PERSON — person receiving all project communication Name: Paul Soldwedel Address: 3601 Fremont Ave Suite #314 City: Seattle State: WA Zip: 98103 Phone: (206) 295-8620 Fax: Email: psoldwedel@gwestarch.com GENERAL CONTRACTOR INFORMATION Company Name: Absher Construction Address: 1001 Shaw Rd City: Puyallup State: WA Zip: 98372 Phone: (253) 845-9544 Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: GWest Architects Architect Name: Paul Soldwedel Address: 3601 Fremont Ave Suite #314 City: Seattle State: WA Zip: 98103 Phone: (206) 295-8620 Fax: Email: psoldwedel@gwestarch.com ENGINEER OF RECORD Company Name: Lund Opsahl Engineer Name: Marjorie Lund Address: 1201 1st Ave S City: Seattle State: WA Zip: 98134 Phone: (206) 402-5156 Fax: Email: mlund@lundopshal.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Washington Towers, LP Address: 18230 East Valley Hwy., #108 City: Kent State: WA zip: 98032 H:\Applications\Fornt-Applications On Line\2011 ApplicationsTermit Application Revised - 9-9-1 l.docx Revised: August 2011 bh Page 1 of 4 BUILDING PERMIT INFORMATIOi .06431-3670 Valuation of Project (contractor's bid price): $ 11 %60ow Existing Building Valuation: $ Describe the scope of work (please provide detailed information): Construction of foundation elements, up to SOG, including: -Reinforced Concrete Pile Caps -Reinforced Concrete Stemwalls/Pilasters -Reinforced Concrete Grade Beams (at garage) -Reinforced Concrete foundation walls/slab at Pool, Fire Suppression Tank, Core Will there be new rack storage? ❑..... Yes J& No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I" Floor 22,063 Type IA R1, R2 2nd Floor 22,912 Type IA R1, R2 P Floor 21,342 Type IA R1, R2 Floors 4 thru 19 336,770 Type IA R1, R2 Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DMSION: 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 of 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? El ....... Yes ❑....... No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 ....... Sprinklers 0 ....... 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 I "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ ....... On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line\2011 ApplicationsTerrnit Application Revised - 8-9-1 I.docx Revised: August 2011 Page 2 of 4 bh PUBLIC WORKS PERMIT INFO' MON — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ... Water District #125 ❑ .. Highline ❑ .. Renton ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑... Valley View ❑ .. Renton ❑ .. Seattle ❑ ...Sewer Use Certificate ❑ ... Sewer Availability Provided Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which appl ❑ ...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 — (SAO) ❑ ...Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ❑ ...Total Cut cubic yards ❑ .. Work in Flood Zone ❑ ...Total Fill cubic yards ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Grease Interceptor ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channelization ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Trench Excavation ❑ ...Traffic Control ❑ .. Looped Fire Line ❑ .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection " Irrigation " Domestic Water ❑ ...Permanent Water Meter Size... " ❑ ...Temporary Water Meter Size.. " ❑ ...Water Only Meter Size............ " ❑ ...Sewer Main Extension.............Public ❑ ❑ ...Water Main Extension.............Public ❑ WO #_ WO #_ WO #_ Private Private ❑ ... Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Fom Applications On Line\201 I ApplicationsTertnit Application Revised - 8-9-1 I.docx Revised: August 2011 Page 3 of 4 bh PERMIT APPLICATION NOTES - -_-) 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 grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING Print Name: Mailing o� Day Telep one: / �9� City State Zip H:\Applications\Forms-Applications On Lme\2011 ApplicationsTermit Application Revised - &9-1 I.docx Revised: August 2011 Page 4 of 4 bh Date Paid: Thursday, October 22, 2015 Paid By: CHRISTINE LEE Pay Method: CREDIT CARD 07047D Printed: Thursday, October 22, 2015 3:21 PM 1 of 1 .%mff �J' IL1 l_/ SYSTEMS DESCRIPTIONS PermitTRAK PAID $15,616.87 D15-0210 Address: 223 ANDOVER PARK E Apn: 0223100090 $12,817.91 DEVELOPMENT $12,207.75 PERMIT FEE R000.322.100.00.00 0.00 $12,203.25 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $610.16 TECHNOLOGY FEE R000.322.900.04.00 0.00 $610.16 EL15-0444 Address: 223 ANDOVER PARK E Apn: 0223100090 $2,798.96 ELECTRICAL $2,691.31 PLAN CHECK FEE R000.345.832.00.00 0.00 $538.26 PERMIT FEE MULTI-FAM/COMM R000.322.101.00.00 0.00 $2,153.05 TECHNOLOGY FEE $107.65 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: •.14. R000.322.900.04.00 0.00 $107.65 Date Paid: Monday, August 31, 2015 Paid By: OMAR LEE Pay Method: CREDIT CARD 01350D Printed: Monday, August 31, 2015 3:20 PM 1 of 1 SYSTEMS Date Paid: Tuesday, August 18, 2015 Paid By: CHRISTINE LEE Pay Method: CREDIT CARD 05864D Printed: Tuesday, August 18, 2015 12:19 PM 1 of 1 C SYSTEMS INSPECTION RECORD Retain a copy with permit I� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367 Permit Inspection Request Line (206) 438-9350 Proieiwil_ f�� 0 Type,Qf� s ectio : c Address: 2 23 �-� r Date Calle . Special Instructions: Datrante f/ a.m. 45- ~lK� p.m. Request C Phone No: (Inspector: 1'* _ (Date:_ Z6 / q I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. MIN -7 INSPECTION RECORD Retain a co with permit INS EST N0. copy PERMITNO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proiecr j� 4' lbw V G� Type of Ins a p on: "k e---/%/lL1•Z% 1�1 L Address: 0-ate Called: Special Instructions: ,/l Date Wanted: a.m. M. Requester: Phone No_ 11 Approved per applicable codes. LJ Corrections required prior to approval. u REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. A INSPECTION RECORD Retain a copy with permit 116 .. N N0, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr�ojjelct: L ks Type of Ins ection: Address: U-Pile Called: Special nstructions: i Date Wanted: / a. .rn. Requester: Phone No: Inspector: V..4r _,, Date: i / _ / e:— I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. 1A INSPECTION RECORD Retain a copy with permit INSPECTION N0. GIIT CITY OF TUKWILA BUILDING D I O 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspec ' n: 7 - Co Address: 2),9,3 oiler'-C Date Called: Special Instructions: Azk Date Wanted. - Requester: Phone No: ❑ Approved per applicable codes. 1:1 Corrections required prior to approval, I lnspector: 146E> I Date i REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1;r INSPECTION RECORD Retain a copy with permit ip IN ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southr_enter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'e t: Type of Ins ectio YP 571 e l c? Address: / ate Called: Special Instructions: ,r1., Date Wanted: ,m p.m. Requester: Phone No: 11 Approved per applicable codes. LJ Corrections required prior to approvai, •gMj WIF I � �. _ . 'A1 ., i 1 i TA Inspector: ��-- Date � -�r/ / l� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 691) Retain a copy with permit INSP T O. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ie t: i W Type of in eQtion Ad ess: Date Called: Q SpeeciialIns uctions: J I `� �/' c ojWper� L0 W4 Date anted. / (ram a.m. 7-- 2/ `/`�.� P.m. lRequester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: � c �e REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. / IN INSPECTION RECORD _® L� Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188(206) 43 3670 � Permit Inspection Request Line (206) 438-935C; / �m & K-G� Pro'e t:�I OL K Type of Iqs ecti n�: f � Addre s: Dat Called: Special Insr If tructions: t "- ,- kc( t`I Date Vlianted: a.m. r Req e� "4 I l T-q I l Q th ne No: Approved per applicable codes. 1-1 Corrections required prior to approval. 10 IInspector: V--F / IDate: 12 - & ",'-5-- I El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. A INSPECTION RECORD pr5--`v 2-(, Retain a copy with permit INS N N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj ct: U: lc -1 Type,41nspection: 5 i — Cakcv'ek ra . Address: hate Called: Special Instructions: / 5r �C7C�Q� I ��G� � '�VJ r jYr�'i s j.� `tC� I �, �� R hd T6 � j T ,c T-q ` -fo Date Wanted: / c— a.m. i I -(� 1 J p.m. Regyest r: &-a-6e ��S'I I- Phone No: IInspector: �/� I Date:�� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. �., INSPECTION RECORD Retain a copy with permit INSPrCTION NO. PERMiT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection, Address: '� _Date Called: 1 4// Special Instructions: Q Date Wanted: a a.m. Requester: Phone No: ` c �inspector: � Iuatei� F1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IV INqfICTICIN0. PERMIT N0. TY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 " l Pr. ojec� Type, ot Inspection: �� r As: , TV`t7lQ Date Called: Special Instructions: PT—ff `1' WrL(,vX-(,L Mgdu— Date anted: a.m. I I —� �(S— p.m. Requester: Phone No: ElApproved per applicable codes. El Corrections required prior to approval. *1 s r .. M I E— !.�� El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspection. is, INSPECTION RECORD Eff Retain a copy with permit 101 �� l INS ON N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: WA44"�WO'7'41(1 Type of 1,21spectiow AddicSS � � j� Date Called: Special Instructions: ; Date Wanted: a.m. p.m. Requester: Phone No: XApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: RIPS l_WA i WA La OM ,1F Inspector: I/,/ Iuate // REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cait to schedule reinspection. / INSPECTION RECORD Retain a copy with permit ` INSPECTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 4100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ` %�% 1/L - Type of In ection: ,/ f9Lf 11, lei �/ Address: � l -- PQ Date Called: o Ark Specila In�structio`ns: / Date Wanted: Requester: Phone No: ccor Ilnspector: r-- (Date: 3 EJ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Cko INSPECTION RECORD Uf 57-0 Retain a copy with permit U N ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: l66(ce- Ur'✓/(. V l Type o� Lnspection: / 1 ��-o f n Address: �s7dWDI✓r Ave 65. Date Called: Spee�cial Instructions: .� Ga,p Q/ � � �l/ �� Date Wanted: a.m. — � U p.m. Req�lrMe10 �6 y(� "c ''�� `"�� j �-"f / �t l �G4 �&/ Phone NO: V � 6 r 4n-e- Approved per applicable codes. Corrections required prior to approval. AJ �Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 09,l Retain a copy with permit 0 INSNDJX NO. PERMIT NO. CITY OF' TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206)•431-3670 Permit Inspection Request Line (206) 438-9350 Project de"Al Yv c Type Address: 12-3 Date Call -% Special Instructions: Date Wanted: p.m. Requester: Phone No: Iinspector: �� uate: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. f( INSPECTION RECORD O Retain a copy with permit ®�S f I CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: % Type of Ins ecyion: Address: �/j Date Called: Special Instructions: /�Date -U p ;/V Y.�1.�-��' �� Y� Wante a.m. Q" — / Sp.m. � ... Requester. Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: �:'' G® �'� -217a � El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD ? 0 (0 Retain a copy with permit Dr� IINMECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: (� I 1. a Typ of Inspect'�{�J � Addresses Date Called: Special Instructions: I r' Date Wanted: a.m. Requester: Phone No: Approved per applicable codes. I-J Corrections required prior to approval. IInspector: I/' -- IDate .6 — 2—>— — / H REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. l� INSPECTION RECORD nn 'D Z d 7 Retain a copy with permit Yr/S ' f INSEfieTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 rod ct: u� -A ��qkto6g, n: c Type of lnsp c;jgNl��t Address: Z2�3 o✓ - ( � Date Called: Special Instructions: �� h TAA S v `t-tLt, Lt /(t Date Wanted: a.m. t--f---- Requester: Phone No: Inspector: Date:I ( ®.�/ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Gall to schedule reinspection. W INSPECTION RECORD Retain a copy with permit IP15 " D ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd- #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: VII S C�� Type of Ins eclion: Address: Date Called: Special lnstvwme � t r< � r �T43- i 9 Datented: w m. Requester: Phone No: C Innspector: V`[ -, IDate: to �/ — ( f—I REINSPEC1i0N FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Li INSPECTION RECORD �� Retain a copy with permiDt fS-6 CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:fk � ce l f Ir6 Type of Inspection: Address: 1>7-:5 AvJb Vf--V- faf Date Called: Special Instructions: r Date Wanted( / a.m. !v r I " 1 p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. INSPECTION RECORD /5-_o�' Retain a copy with permit I ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'e t f / eh ype of sp lion: �er 0 Date Called: Special Instructions: Date anted: a.m. 16) 9 `/'-r p.m. Requester: Phone No: Inspector: Date�o o REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. k Ed INSPECTION RECORD Retain a copy with permit DISC?—p C7 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: � � � Type oi:lnspec�e CC5 Ad ress: /, ot Date Called: Special Instructions: k Date Wanted: a.m. &— r �� p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: f 1 e Inspector: Date10-7 ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. L INSPECTION RECORD Retain a copy with permit �( 01 SPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Typelnsp action: Address: e� ld �/q Date Called: Special Instructions: ,/� /" Date Wanted: a.m. 0-6 — f,T' p.m. Requester: Phone No: VApproved per applicable codes. LJ Corrections required prior to approval. Inspecto4�c� 1 e® r: Dat_ P — � ,..� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. LA INSPECTION RECORD Retain a copy with permit PAS , (Q : 1 PECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Wq i Type of Ins ecjion: o a � Addre s: ril Date Called: Special Instructions: 4� Date anted v a.m. — (S p.m. Re uester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: C/ i Dater® _ / _ /�5— REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Materials Testing & Consulting, Inc. Geotechnical Engineering & Consulting • Special Inspection • Materials Testing • Environmental Consulting May 18, 2016 Omar Lee Washington Towers LP 18230 East Valley Hwy Suite 195 Kent, WA 98032 Sent via email: omarplee@gmail.com Re: Final Letter Washington Towers LP - Foundation 233 Andover Park East Tukwila, WA MTC Project #15BO87 BLDG Permit #D15-0210 Dear Mr. Lee: RECEIV F,CD CITY OF TUKWILA MAY 19 2016 PERMIT CENTER Materials Testing & Consulting, Inc. (MTC) provided materials testing and special inspection services during construction of the above -referenced project. This letter is a statement declaring the actual work inspected by MTC itemized below was found to be, to the best of the inspector's knowledge, in accordance with project plans, specifications, engineer approved revisions, and the International Building Code. The following is the scope of inspections performed on this project: ♦ Proprietary Anchors ♦ Reinforced Concrete ♦ Structural Steel Welding In addition, Moisture -Density Relationship testing and In -Place Densities by Nuclear Method testing were conducted. MTC found the earthwork inspected to be in accordance with project plans, specifications, and engineer revisions or approval. MTC accepts responsibility only for the specific work we inspected, and where an MTC report was generated. The results of our services were provided to the local building department for review. Only WABO Certified special inspectors were utilized to perform those specific inspections as required by the Special Inspection Agreement. Any items that were found to be in noncompliance with the approved construction documents were repaired or replaced, and re -inspected for acceptance. To the best of our knowledge, items that were observed by Materials Testing & Consulting, Inc. during continuous or part time inspections for the noted project are compliant with approved plans and specifications. Page 1 of 2 Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 SW Region 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.534.9779 NW Region 805 Dupont St, Suite 5 • Bellingham, WA 98226 • Phone 360,647,6061 • Fax 360.647.8111 Kitsap Region • 5451 N.W. Newberry Hill Road, Suite 101 • Silverdale, WA 98383 • Phone 360.698,6787 • Fax 360,692.1919 Visit our website: www.mte-ine.net Materials Testing &Consulting, Inc. MTC Geotechnical Engineering & Consulting • Special Inspection • Materials Testing • Environmental Consulting 11 Jk LIMITATIONS The services provided as described in this report include professional opinions and judgment based on the data collected and our field observations. These services have been performed according to the specified codes, industry standards, and generally accepted engineering practices. No warranty, express or implied, is provided. Representatives of Materials Testing & Consulting, Inc. did not supervise, direct, alter, amend or change project specifications or contractor activity. Our statement of conformance pertains to only those items inspected and tested by Materials Testing & Consulting, Inc. for the subject project during the time period when we were on -site. This report may be used only by the client and only for the purposes stated, within a reasonable time from its issuance. Any party other than the client who wishes to use this report shall notes Materials Testing & Consulting, Inc. of such intended use. Based on the intended use of the report, Materials Testing & Consulting, Inc. may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the client or anyone else will release Materials Testing & Consulting, Inc. from any liability resulting from the use of this report by any unauthorized party. We sincerely appreciate the opportunity to be of service to you on this project and look forward to offering our services again. If you should have any questions concerning this report, please contact the undersigned at your convenience. Respectfully Submitted, MATERIALS TESTING & CONSULTING, INC. Ross Bichel WABO Technical Director Page 2 of 2 RECEW_' r CITY OF T1, kWII_4 MAY 19 2016 PERMIT CENTS: Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 SW Region 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.534.9779 NW Region 805 Dupont St, Suite 5 • Bellingham, WA 98226 • Phone 360.647.6061 • Fax 360.647.8111 Kitsap Region • 5451 N.W. Newberry Hill Road, Suite 101 • Silverdale, WA 98383 • Phone 360.698.6787 • Fax 360.692.1919 Visit our website: www.mte—inc.net MaterialsTestringConsulting,Inc., Gft"nitall Eftkndin & Conw44" 1 :'r r * Er Full- W rt'o Washington Towers LP-15B087 - Compression Test: Concrete: Report #C42511 CLIENT AM Wealth DATE 12/31 /2015 PROJECT LOCATION 233 Andover Park East PERMIT Tukwila WA 98188 b I s- -D-24 D Inspection Information: Inspection Date: 12/31/2015 Time Onsite: 04:00 am Weather Conditions: Dark and cool to sunny.and cool. 30s* to 40s* F Inspection Performed: Compression "hest: Concrete Field Data (ASTM C-31): Location of Placement: Level I slab on grade at approx gridlines T9 Tl lTA-TL.7 Sample Location: Contractor: Absher Construction Qty Placed, Cu. Yd.: 602 of 649 ud3 Delivery Ticket #: 164873 Truck #: M 129 Batch Time: 09:55 Sample Time: 10:38 Mix # and Proportions: Cement, lbs.: 4.580 Flyash, lbs.: 1.120 Water, gals.: 274.5 Fine Agg, lbs.: 14,680 Approx. Grid line T2 / TG Subcontractor: Coneo Cement Comp Slump, Inches (ASTM C-143) or W/C Ratio: 6 Job Spec. Slump: 6 Air Content,'% (ATSM C-231): NA Job Spec. Air: NA 1240017G3 / 10 yd3 load Coarse Agg, lbs.: 7/8. 15.320 Coarse Agg, lbs.: Pea. 3.580 Coarse Agg, lbs.: Coarse Agg, lbs.: 0 Gallons of water were added ® Prior to sampling Sample Type & Compression Test Results: Supplier/Plant: Miles - 203 Concrete Temp, IF (ASTM C-1064): 65 Ambient Temp, °F: 40 Min Temp, IF: Max Temp, IF: Admixture, oz./cwt: Gleniunl.. 220 oz Admixture, oz./cwt: M13 NC 534. 676 oz Admixture, oz./cwt: Admixture, oz./cwt: ECEI��e',,,.',U CITY OF Ta,,,rK! VVgLA Received Sample Set 5 of 5 Type of Compression Test: Concrete (ASTM C-39) Lab Tests: 'rest New Log # Age Date of Test (Days) 8763 7 01/07/2016 8764 28 01/28/2016 8765 28 01/28/2016 8766 28 01/28/2016 8767 1I REQ'D 28 Total Sample Sam ' Load Area (S q' In.)ple (In.) (Lbs.) In.) 52,845 4.00 12.57 69A40 4.00 12.57 69.875 4.00 12.57 69.045 4.00 12.57 Remarks: please reference field report#P70379 for further info. Comp. Strength Tested By Break (PSI) Type 4200 Jordan Ulrich 5 5.520 Jordan Ulrich 3 5.560 .lordan Ulrich 3 5,490 Jordan Ulrich 3 a 5000 FEB 02": PERMIT CIEN YEP ASTM ASTM C-617 C-1231 tt��z�al±f'c-h tri*:��.e.,ra�r�rrsh �nF:. At-R�•as9{�wr�►+� �, rssc.sl6crKl4+: ter ��rnfire. �ll�r.�: r+c rlF.!9r!nAM+:,�k'i!br�►tl�*�..rt'1+1'rri�rs�. �r+s F�M�eA:rr,,as e�f;*+c9a.nri:�i�t!�* sere°�e P*a��.:rs�si��ar rr!k�asnri �r �a.:ivs rErrf.,r 3,001 - 1.113 l4vrcrralr rrarirg E. ieyrrilrin�.. 8pr All r1Q.Yer raetrm4. Corporate * 771 Chryxier Drive * I111-arlingtam, WA -99233 * Phone Fox 364,735:t,986 Materials `besting & Consulting, Inc., GftSft+AW EdWbmft& 1..ftmain a SporiftVirr :5'if g 0 C3a+ +nm 1 l l slasa7t F w.tJA* .sun 7f t REPORTED BY: Sang Hyatt Jr. REVIEWED BY: Cheryl Meredith, Lab Manager a t'1 Wrs #.T!ww w I - mow sed mm,'d rom* tn-r*r woprwokq"r%**.! k r4wi, 04*w"?tn. 01 mp!tr W~'i"r Ow lP'jr"q k#ech o-. frrllY+traN �Mn gal �.n rMar+a .r 'n�trwar- -wngaru k-mw dmarwds Wpsnd.0 74{1 - 3#13 Wsiarls.ir rroomp it caitutaims. sm A11 rIP.Ysr rsarrrwd. Carpavate v 777 Chrysler Drive * H-urlingtom, WA -99233 f Pbame c Fox 36CUS.: 980 i Materials Testing & consultingg Ince, nl Il Fe eti� Eire & CA-mSvAing, g 0 FAdittYrr mf tt10liaw. ffl, Fag4A� 1r Washington Towers LP - 15B087 - Compression Test: Concrete: Report #C42510 CLIENT AM Wealth DATE 12/31/2015 PROJECT LOCATION 233 Andover Park East PERMIT Tukwila WA 98188 `�(S,V� r0 Inspection Information: al. Inspection Date: 12/31/2015 Time Onsite: 04:00 am Weather Conditions: Dark and cool to Sunny and cool. 30s* to 40s* Inspection Performed: Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Level I slab on grade at approx gridlines T9-TI/I'A-TE1.7 Sample Location: Approx. Grid line T13 / "I'3.5 Contractor: Absher Construction Subcontractor Conco Cement Comp Qty Placed, Cu. Vd.: 500 of 649 Slump, Inches (ASTM C-143) or NNI/C Ratio: 6 yd3 Delivery Ticket #: 164859 Job Spec. Slump: 6 Truck #: M 134 Air Content, % (ATSM C-231): NA Batch Time: 08:49 Job Spec. Air: NA Sample Time: 09:18 Supplier/Plant: Miles-203 Concrete Temp, OF (ASTM C-1064): 65 Ambient Temp, °F: 36 Min Temp, OF: Max Temp, IF: Mix # and Proportions: 124001-G3 / 11 yd3 load. Cement, lbs.: 4.940 Coarse Agg, lbs.: 7/8. 16,880 Admixture, oz./cwt: Glenium. 252 Flyash, lbs.: 1..240 Coarse Agg, lbs.: Pea. 3.900 Admixture, oz./cwt: M13 NC 534. 740 oz Water. gals.: 308.9 Coarse Agg, lbs.: Admixture, oz./cwt: Fine Agg, lbs.: 157360 Coarse Agg, lbs.: Admixture, oz./cwt: 0 Gallons of water were added ® Prior to sampling ) V. CITY OF 1`UK0.` Sample Type 8r Compression Test Results: _'r Received 01/04/2016 Sample Set 4 of 5 Type of Compression Test: Concrete (ASTM C-39) FEB 0 2 2010 Lab Tests: PERMIT CENTER Test Total SampleUim. Sam pie Comp. Break ASTM ASTM New Log # Age Date of Load (Ile Area (Sq. Strength Tested By Type (Days) (Lbs.) In.) (PSI) C-617 C-123ASTINI 8762 7 01/07/2016 51.605 4.00 12.57 4.110 Jordan Ulrich 5 0 8763 28 01/28/2016 74.075 4.00 12.57 5.890 .1ordan Ulrich 3 0 8764 28 01/28/2016 72.615 4.00 12.57 5.780 Jordan Ulrich 1 0 8765 28 01/28/2016 74.390 4.00 12.57 5920 .1ordan Ulrich 3 0 8766 1-1 0 ❑ ❑ 1ZEQ'D 28 5000 Remarks: Please reference field report F70379 for further info. Aqr- gltr TF#Jv W-.fd 111M. - O 1 T_" 4, 0+ Ozr71-0,ni 071ft 4(yMi:-RL I� Arr+. �/toe,+��fl4S'L+��hJ Q'M!��1�r rl�%!g.!1'S�'34'0.saP4�Y-w71ti_w F�'1�t+pr !-Tt'�Mi h.[�}Ml .fin n * rswrnwr. .1 ffiP4W1q-N1kt�.m.%dj 0 3401 - IP13 Mrw4it resting a, trnsutttel.Onr., rG 11 r!r'.tse rterrr�d. Corporate v 777 Chrysler Drive * R-urligigttsn, WA 98233 * Phone 360-733.1990 * Fox 360.735:1,980 46 Materials Testing & Consulting, Inc Geweftitl Dg�nwrt; & f: on ing Iydnit * Enwim mft" i Oft0ft REPORTED BY: Sam Hyatt Jr. REVIEWED BY: Cheryl Meredith; Lab Manager RECEIVED CITY OF TUKWIL , FEB 0 2 2016 (PERMIT CENTER Ail omI" radkrzr.rk row .��m W1. Tl 1+-*do c u�MMrl�taakv". B.a+'mmk� *"" W amnm tmm1'"vmm awmfwnx3405 - 1.113 Nmifria is rvoting, a cuovulslsl.. MrA. All r4#:Y4r raarrrad. Carp palm 0, 777 Cbrysler DFIVe Q llUF ngton, WA 99233 ¢ Pbame 3600.73.9.1994 Fax 60.7 #.d.990 rs Materials,Testing Consulting,Inc., l Gft"nIf.MFAgkwr'"T&Cb-n Aing:T *ne*EnioMItCv��i11f F Anoraw 57ftm- , 981 Washington Towers LP - 15BO87 - Compression Test: Concrete: Report #C42509 CLIENT AM Wealth DATE 12/31/2015 :PROJECT LOCATION 233 Andover Park East PERMIT # Tukwila WA 98188 Inspection Information: Inspection Date: 12/31/2015 Time Onsite: 04:00 am Weather Conditions: Dark and cool to Sunny and cool. 30s* to 40s* F Inspection Performed: Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Level 1 slab on grade at approx gridlines "1'9-l' 1/'I'A-TL.7 Sample Location: Contractor: Abslier Construction Qty Placed, Cu. Yd.:333 oi'649y d3 Delivery Ticket #: 164841 Truck #: M043 Batch Time: 07:19 Sample Time: 07:57 Mix # and Proportions: Approx. grid line T13 / T5 Subcontractor: C'onco Cement Comp Slurnp, lnches (ASTM C-143) or W/C Ratio: 6 Job Spec. Slump: 6 Air Content,'% (ATSM C-231): NA 12400FG3 / 10 vd3 load Job Spec. Air: NA Supplier/Plant: Miles - 203 Concrete Temp, IF (ASTM C-1064): 66 Ambient Temp, °F: 37 Min Temp, IF: Max Temp, IF: Cement, Ibs.: 4,550 Coarse Agg, lbs.: 7/8. 15.260 Admixture, oz./cwt: Glenium, 228 Flyash, lbs.: 1.130 Coarse Agg, lbs.: Pea. 3.500 Admixture, oz./cwt: M1.3 NC 534. 680 oz Water, gals.: 281.0 Coarse Agg, lbs.: Admixture., oz./ckvt: Fine Agg, lbs.: 14.680 Coarse Agg, lbs.: Admixture, oz./cwt:�iI(WIL 0 Gallons of water were added ® Prior to sampling FEB 0 2 2016 Sample Type & Compression Test Results: Received 01/03/2016 Sample Set 3 of 5 Type of Compression Test: Concrete (ASTM C-39) PERMIT CENTER Lab Tests: Test Total Sample Comp. New Log # Age Date of Test Load SainpleDim. Area (Sq. Strength Tested By Break ASTM ASTM (Days) (Lbs.) (In') In.) (PSI) Type C-G.17 C-1'231 8753 7 01/07/2016 49.615 4.00 12.57 3.950 Jordan Ulrich 5 0 8754 28 01/28/2016 67.410 4.00 12.57 5.360 Jordan Ulrich 1 0 8755 28 01/28/2016 68.550 4.00 12.57 5.450 Jordan Ulrich 3 0 8756 28 01/28/2016 68.1210 4.00 12.57 5.430 .1ordan Ulrich 3 0 8757 1-1 0 ❑ ❑ 8758 I-C 01/07/2016 49.490 4.00 12.57 3.940 Jordan Ulrich 5 ❑ 8759 FC 01/28/2016 66.810 4.00 12.57 5.320 .lordan Ulrich 5 ❑ 8760 FC 01/28/2016 66.130 4.00 12.57 5.260 Jordan Ulrich 5 ❑ 8761 FC 01/28/2016 66.655 4.00 12.57 5.300 .lordan Ulrich 3 ❑ REQ'D 28 5000 4--E ks'ceeKn'R0r a!7 ra M1741"Mo----3a .._.tdti*--. fi An -0rw0, 116 t_k"F4 W. WA 0 A . I --,,01.i re[W*-dV 4L.*r .w0W"LW, •s-7�1:' •R*.%FA- *"F FPO or tt'---*W -t'" fNihm o"Mftmer OP I wrtgwr. 1W.-M a '•-4 2t41 - 1113 rd rttrirJe restial it. rrnruitim1% Me A11 rig4tr rersrrvpd. Carparate ,* 777 ChryMer DFIve * HurlimStona WA 98233 * Ph-nise 36-0.761.119901'* Fox 360.73&.9,9 0 Materials Testing & ConsuInc 1 �c Gaate&nfsell Ecomeft & (;inwhIng lie nmpnl N e 7li� Remarks: Please reference field report #1`70379 for further info. REPORTED BY: Sam Hyatt Jr. REVIEWED BY: Cheryl Meredith. Lab Manager RECEIVED CITY OF TUKWILA FEB 0 2 2016 PERMIT CENTER ■,.,0.4r+wtreag t..e�a�tno� w..�.,�.r, k, ..{w.r.+r� Ft�s'rt: �Lq pNn: sa ter�h.e.�r„T.t ec s�Ml.ai � Arvm�n3e± d.! Air a!' �A�r. �*n�.i eMN�!e w.r � •r a�c*r aMa.e�kfshte. nr.e.�Kasrs.,p.kywr�b-a+�d�{��ci�.F.-Ci 14if/ - 1�11 Pf.��rl.l. Lt.tla� �. Cn.ui.i��. /rx 0.11 rlrMa. r..irr,N. Carrporate * 777 Cbe7sier Drive. * Hurlingtan, WA 49233 * Pbaue 3ti0.753-1990 w Fsx 364ASSA980 MW Maten'alsTesting & Consul .- Gtv6er,�tnliW! F: *k*&i! Is TONCMX * Vlim eomcnt rt Qoi.c lli Washington Towers LP - 15BO87 - Compression Test: Concrete: Report #C42508 CLIENT AM Wealth DATE 12/31 /2015 :PROJECT LOCATION 233 Andover Park East PERMIT # B4§-9444. Tukwila WA 98188 Inspection Information: Inspection Date: 12/31/2015 Time Onsite: 04:00 am Weather Conditions: Dark and cool to Sunny and cool. 30s* to 40s* F Inspection Performed: Compression "lest: Concrete Field Data (ASTM C-31): Location of Placement: Level 1 slab on grade at approx gridlines Sample Location: Contractor: Absher Construction Qty Placed, Cu. Yd.: 170 of 649 yd3 Delivery Ticket #: 124825 Truck #: M 176 Batch Time: 05:35 Sample Time: 06:13 Mix # and Proportions: Approx. Gridline T8.8 /'I-C Subcontractor: Conco Cement Comp Slump, Inches (ASTM C-143) or W/C Ratio: 6 Job Spec. Slump: 6 Air Content, % (ATsM C-231): NA 12400FG3 / 10 >,d3 load. Job Spec. Air: NA Supplier/Plant: Miles -203 Concrete Temp, IF (ASTM C-1064): 64 Ambient Temp, °F: 34 Min Temp, IF: Max Temp, IF: Cement, lbs.: 4;975 Coarse Agg, lbs.: 7/8. 17.000 Admixture, oz./cwt: Glenium, 252 oz .Flyash, lbs.: 1.240 Coarse Agg, lbs.: Pea. 3.360 Admixture, oz./cwt: N413 NC 534. 748 oz Water. gals.: 309.4 Coarse Agg, lbs.: Admixture, oz./c„& RECEIVED Fine Agg, lbs.: 16,300 Coarse Agg, lbs.: Admixture, oz./cwt: CITY Of TUKWIL.A 0 Gallons of water were added ® Prior to sampling FEB 0 2 2016 Sample Type & Compression Test Results: PERMIT CENTEP Received 01/04/2016 Sample Set 2 of 5 'Type of Compression Test: Concrete (ASTM C-39) Lab Tests: Test Total Sample Comp. New Log # Age Date of Test Load Sample Dim. Area (Sy. Strength Tested By Break ASTM AST1V1 (Days) (Lbs.) (In') In.) (PSI) Type C-617 C-1231 8748 7 01/07/2016 56.340 4.00 12.57 4.480 Jordan Uhich 5 ❑ ED 8749 28 01/28/2016 65.185 4.00 12.57 5.190 Jordan Ulrich 5 0 8750 28 01/28/2016 65.710 4.00 12.57 5.230 .roe 13utorac 3 0 8751 28 01/28/2016 65.490 4.00 12.57 5.210 Jordan Ulrich 3 ❑ 8752 11 0 ❑ ❑ REQ'D 28 5000 Remarks: Please reference field report #1770379 for further info. t rw at�r.+agdra ee �J1 .w �7 W.-M Of, aMrr!1rr0, w, MW"R.Aer+. tna'P:R er.e ts:'.e±lrn.dt�r.rar l --�"!r s+° Ate. M�i� i .tr . rrr•,r+.n r,: iarSMFrM .exIlB49W1eper_4iaf1 1 0 J sWrti�egrrrv%G 1401 - 1111 Notrritle rrtrins a Camimislal. sm- All r1lite rlffrv$ . f-urpavalle .; 777 Chryr jer rtrl,,r IEDu,rling an, i31'A 98233f piane 360.733.1090 a Fox 361.7 5.1980 r-c F,nziwrrd 4**mmffrq Pit* Off? REPORTED BY: Sam Hyatt Jr. REVIEWED BY: Cheryl Meredith, Lab Manager RECEIVED CITY OF TUKWILA FEB 0 2 2016 PERMIT CENTER .1 '- powripmu low-mfulso nsr-tWpm V, 34*1 - 11111 H si-orls lm rearlap, ik Crioulmlop. Im. All rlFbvx ram-rrr*4. C arpors it * 777 Ch rysier Drive, w HurlJogtoin, W.A -9,82;13 * Pho me 116-4).7331.1199# * Fox 360,735419$0 Materials Testing & Consulting, Incif ttnladi Etlionewkj & ComAing 1 ote (I EnnMmmontsI Ear Ike Washington Towers LP - 15BO87 - Compression Test: Concrete: Report #C42507 CLIENT AM Wealth DATE 12/31 /2015 PROJECT :LOCATION 233 Andover Park East PERMIT # D 15.6 t Tukwila WA 98188 b ,L10 Inspection Information: Inspection Date: 12/31/2015 Time Onsite: 04:00 am Weather Conditions: Dark and cool to Sunny and cool. 30s* to 40s* F. Inspection Performed: Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Level 1 slab on grade at approx grid[ines''9-'I'11TA=]'[3.7 Sample Location: Approx. Grid line'fC.2 / T8.8 Contractor: Abshcr Construction Subcontractor: C'onco Cement Comp Supplier/Plant: Miles - 202 5 of 649 Qty Placed, Cu. Yd.: 35 Slump, Inches (ASTM C-143) or W/C .Ratio: 6 Concrete Temp, °F (ASTM C-1064): 60 Delivery Ticket #: 156491 Job Spec. Slump: 6 Ambient Temp, °F: 34 Truck #: M 132 Air Content,'% (ATSM C-231): NA Min Temp, °F: Batch Time: 04:13 Job Spec. Air: NA Max Temp, °F: Sample Time: 04:55 Mix # and Proportions: 12400FG3 / 11 yd3 load Cement, lbs.: 4,940 Coarse Agg, lbs.: 7/8. 16.940 Admixture, oz./cwt: Glenium, 252 oz Flyash, lbs.: 1.225 Coarse Agg, lbs.: Pea. 3.880 Admixture, oz./cwt: MB NC 534. 748 oz Water, gals.: 307.6 Coarse Agg, lbs.: Admixture, oz./cwt: Fine Agg, lbs.: 16.060 Coarse Agg, lbs.: Admixture, oz./cwt: 1.494 lb I -lot Water 10 Gallons of water were added ® Prior to sampling Sample Type & Compression Test Results: Received 01 /04/2016 Sample Set I of 5 Type of Compression Test: Concrete (ASTM C-39) Lab Tests: Test Total Sample Comp. Sample Dim. Break ASTM ASTM New Log # Age Date of Test Load Area (Sy. Strength (In') Tested By Type C-617 (Days) (Lbs.) In.) (PSI) C-1231 8743 7 01/07/2016 48.085 4.00 12.57 3.830 Jordan Ulrich 3 0 8744 28 01/28/2016 67,800 4.00 12.57 5.390 Jordan Ulrich 3 0 8745 28 01/28/2016 66.390 4.00 12.57 5,280 .1ordan [Jlrich 1 0 8746 28 01/28/2016 66.870 4.00 12.57 5.320 Jordan [Jlrich 3 0 8747 H 0 ❑ ❑ REQ'D 28 5000 Remarks: Please reference field report#F70379 for further inf'o. FEB 0 2 PERMIT: CENTER 4"t Rsrrr+r�k w�nr"-�n�arw�W±ilrN �n.e.:.�ire*+h l�.bh�a+r�n�sef*r".a�t rarer alrrl`svind►r*.+ r�re�hltM'da.,sr....; ±.!��r.,.mr+.�r�f*+r.�v nrvxErw� rt �rr�subics alt#r" r %r.ri�.s4�rrsd.,{ ]4Q�1 I413 Nw4ritlm r�vrlrar I Crs3nlrinr. IRrr, All rir.Ymr rearrrrd. Carp4tralle * 777 Cbryxler Dr'lve * DllurIM.Qtom, WA 9,9213 * Pba,mir 360.753.I990.* Fria 3W7,95:0.910 MaterialsTesting & Consulting, Inc. GraeednkW, Eftk*nft & Go- ing I Yf*4g * En nmfiilt-hi c)limb Fogillorrd Amwiw" S'+m* I fib' REPORTED BY: Sam Hyatt Jr. REVII"WED BY: Cheryl Meredith. Lab Manager RECEIVED CITY OF TUKWILA FEB 0 2 2016 PERMIT CENTER w..Ikmrok-,xi*root p*W*fq ,a4r si0a1 341*1 - 1.113 Notarla.lo'rtstlur A. Cmioulslsr. lrK All r41:1se ram-rrn". Corporste * 777 +Chrysier Drive * Burlington, WAS 98233 * P4nme 36(1.733A$gfi w Fax 368e9ISA980 Materials Testing & Consulting, Inc Gft*c*n1rall:nsv1111n�,1ia7 lna:,tcttkn Meterlstl fa�lilit,jnwnvnmrrlt�FiC.l1r4 F�a" ; �. Washington Towers LP-15B087 - Field Report: Reinforcing Steel: Report #F70591 CLIENT AM Wealth DATE PROJECT LOCATION 233 Andover Park East PERMIT # Tukwila WA 98188 Inspection Information: Inspection Date: 01/08/2016 Time Onsite: 9:00 am Weather Conditions: Overcast. 40s *F. Inspection Performed: Reinforcing Steel Comments: REINFORCING STEEL,: Sheet: S2.01 S. S3.001 Location: Core wall element pre-fab. Level 2 11T deck I was on site to perform site inspections as required. 01 /08/2016 D15-0210 Observed CRUNCHER crews on site fabricating elements for the center core walls. Performed periodic inspection of fabrication process. All elements will be fully inspected prior to installation and again after installation but prior to placing forms/concrete. Work is on -going. Observed CONCO crews on site building out formwork for level 2 PT deck. Crews focused mostly on the north sector of Level 2 from the center core wall north. Work is on -going. 1 observed that the reinforcing steel placed appeared to have the correct lap, spacing. clearance. size, and was free from deleterious contamination except tie spacing as noted above. Work performed. that was visually inspected was found to be in conformance with approved project plans dated 18-MAY-2015 REPORTED BY: Jordan Ulrich REVIEWED BY: Tim Macke. Technical Director RECEIVED CITY OF TUKWILA JAN 11 2016 PERMIT CENTER , rz+++wa lsva.!wa�sRdtnwesFal� ++..a+ .A1+'►*r' n f.wl.rkr POW. .andV PIa r, .M!er4 "11 a M 1V,Wrtfeffft ar.ar}~ V*M*A *r s n1'"hrr MM aw""M Ww""d rt*aff wiles Wpwi.-G 3401 • 1.113 Hmiprle.It retch` OL Casrulelel. Iran A11 rtK Ysr raarrrR4. Carpa ale * 777 Chrysler Driat * ft,r13nQton, WA 982:11 * Pbane 16-1.735.1994) w Fax .366,793.A9,90 Materials Testing & Consulting, Inc GeowimWi Ugbwakw iltr Conw iting + lEin4rmm"M Com dl1he F-ur-o *dAtr#vmm* SZrro OKI t Washington Towers LP-15BO87 - Field Report: Reinforcing Steel: Report #F70590 CLIENT AM Wealth DATE 01 /07/2016 PROJECT LOCATION 233 Andover Park East PERMIT # D15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 01/07/2016 Time Onsite: 9:00 am Weather Conditions: Overcast. 40s *F. Inspection Performed: Reinforcing Steel Comments: REINFORCING STEEL: Sheet: S2.01 S. S3.001 Location: Core wall element pre -tab. Level 2 PT deck 1 was on site to perform site inspections as required. Observed CRUNCHER crews on site fabricating elements for the center core walls. Performed periodic inspection of fabrication process. All elements will be fully inspected prior to installation and again alter installation but prior to placing forms/concrete. Work is on -going. Observed CONCO crews on site building out formwork for level 2 PT deck. Crews focused mostly on the north sector of Level 2 from the center core wall north. Work is on -going. I observed that the reinforcing steel placed appeared to have the correct lap, spacing. clearance. size. and was free from deleterious contamination except tie spacing as noted above. Work performed. that was visually inspected was 'found to be in conformance with approved pro.ject plans dated 18-MAY"-2015. REPORTED BY: Jordan Ulrich REVIEWED BY: Tim Macke, Technical Director RECEIVED (;ITY OF TUKWILA JAN 1 1 2016 PERMIT CENTER A SiiW�Y91F�14aIFfirJaRRe�!SII®lMlff'AS#1 M■is.111110rb��iS'Mf.11S[�Nr�SlwA YkRXhI.l.1/1'�R'�r CIS'tRr3l��i'!41b:'}A1Pfl�lrr!r 4r RAC'#.. iS�M��t#411 M;s'r/dy{aR P�.I!i,A!!V vasarha aRn�elealarq'ar�YaosrRN gaAtia��'Mame�eas�l. 1�41 - 1111 Waisrlala Teaclrl & Cesaelalal. I" All rll.ita teaer-td. Carpar,rzfe @� 777 Chryxler Drive Q BurilnQtan, WA •9,223 , t Pbnse 360.733-1990 * Fox 364.7,95.4999 Materials Fasting & Consulting, Inc ni ;lrl'I FF� & 4CmwAJn(j1 Tftdint 0 9"k* 11mlmt*IC'40twtiift Washington Towers LP - 15BO87 - Field Report: Concrete: Report #F70499 CLIENT AM Wealth DATE 01/06/2016 PROJECT LOCATION 233 Andover Park East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 01/06/2016 Time Onsite: 9:00 am Weather Conditions: Overcast. 40's *F. Inspection Performed: Concrete Comments: . RECEIVED RI. INPORCING STEEL: CITY OF TUKWILA► Sheet S2.01 S_ S3.001. S3.401 JAN 0 7 2016 Details: 4.17.18/S3.401. Concrete column sched. Note 3 RFl 10 Location: Columns west sector SOG to 2nd floor PERMIT CENTER 1 was on site to perform site inspections as required. CONCO crews on site to install reinforcing steel and formwork for columns. Observed crews place column reinforcing for columns at the following gridlines: "TD.2/"1'5. TI'/'T6. TF,/T8_ TE/T9, Tt)/T9, TC/T9, ' 'B/T9. TA.6/'179. TAV17.9, TA/17.9. TA/T6 Observed that the column tic spacing at the splice point at the 18"x18" column at TA.6/T7.9 appeared to have been corrected as required with added ties installed to correct tie spacing to 4" OC. No other issues were observed with reinforcing steel. Observed crews install formwork at all columns noted above. Crews used 3/4" bolsters installed on rebar to maintain clear cover to bar. Observed 3/4" chamfer installed on edges as required. All dimensions appeared correct. I observed that the reinforcing steel and formwork placed appeared to have the correct lap_ spacing_. clearance, size. and was free from deleterious contamination as required. Work performed, that was visually inspected was found to be in conformance with approved project plans dated 18-MAY-2015 CONCRETE PLACEMENT Sheet: S2.01 S. S3.001. S3.401. RF1053R.2 Details: 4.17.18/S3.401. Concrete column sched. Note 3 RH 10 Location: Columns west sector SOG to 2nd floor Observed the placement of approximately 19 CY of Miles Sand & Gravel Company concrete mix design 148001=1 into columns at TD.2/T5. "1E/1-6. "1E/1'8. T1:/"T9. 1'D/T9. 'TC/T9. T13/T9. TA.61'9.. TA.6/17.9. TA/1-7.9. TA/'T6 Concrete placement and method appeared acceptable. Arrived on site prior to concrete placement to check that pour area was full- prepared for concrete placement. free of debris and reinforcing steel installation was acceptable. 1 was on site to sample/test concrete as required. One set of 5 - 4x8 cylinders cast for compressive strength testing. Please reference concrete report C42549 for concrete information. Concrete was placed via crane and bucket, and mechanically consolidated by vibration. Observed placement and consolidation throughout pour and method and execution appeared acceptable. Work performed, that was visually inspected was found to be in conformance with approved project plans dated 18-MAY-2015 Images: ! ;a 1rmM!�aerM Ms w�a�iwsnFM!s+e*1V' rwll.M++r."".%VT.tkr VOW Wd*"Rhte.l1 1'�r�M�r+1Mle1'r�!wrllrwMll"�!^ftor r. err�rM rd .!nsMaM:wns sreeeasrr�:rcfdry4W"Pruireser"dI, N J arlvlesergapewel"D 3401 . 1113 Nelrrlele Teerlwl A Cweulelall. lrK All rllkge reerrr±rd Cprprtrale .r 777 Cirysler DFIve v 0)karlingt:an, WA 99233, * ptame 364.753_1994 Fax 366-7.99A9.90 mateirlds Fasting & C Gft6ectinlinO Emkwevbm Ar GhnwAing 1 i Tew Placing concrete T5 line UPLOADED: 01 /06/2016 16:14:00 Placing concrete T9 line op Kwo: Cww. �r�n�Flnrtis.0 s�Is.ssfl+Y!+M Me+rtz.)l.er•.►.i++�Qs+i.rYa IMlrF: u4 rer+tlrn.!!+r„ R u�drr nsl7M�h1� rC ei'rJSs�l: noj �lll�M{r�trl•_ I t*e:'•eF4t .r•_+�+wP_wv 40nmfMWMFwl.pWAWv kIva 4w-ttuu,-nrNst4rls is Tesrlop it Covsulslu/. lur A11 rig iss rsarrr96d. Corpnrmle # 777 Cbryxier Drive * Burlington, WA 9923.1 f Phone 360.755.1990 0 Fax 60.799.1.990 Meterids Testimg & CaEncl), G ni F &1nnsuP�ing Sprtsielltte�reiti�►n M�ileriil+TosibmItRn nm-WC.,►ice � �srr UPLOADED: 01 /06/2016 16:15:00 Placing concrete TA line UPLOADED: 01 /06/2016 16:15:00 Placing concrete T9 line REPORTED IM .iordan Ulrich REVIEWED BY: Deane Ramsdell. Project Manager APR"" Me+a tp f`-'►MF�Y+s tL14 pIM�: f!4 v4rRhr.+.l1 +Sr.+sfR Pl �+l ff 1r [7sfi}�w r ra► .M�.+i/4++i �hw �i .:er r�fFt±� +, r�+h4Mtw�rt OWNFWUb EMn dpmftj�-tf rt+i.Q 2401 • 1113 Mfi.wrlf if rffflrp f. CfwfYiflmg. Ime All rig bio rferrrfd. Corpnrale s 777 Chrysler Drive 4 Burlington, WA 99233 + Phome 360.755.1990 6 Flax 360.9,5'S.:1.98b Materials Testing & Consulting, Inc M A FA- G airwrAghweft&0tamking Isp , �n ►rctlma 'M>n �T l*Enaimvnrrl+eltit+R�nl�eall%s F.■&iwrrJA#ur&mr .ar#ltr t Washington Towers LP-15BO87 - Field Report: Reinforcing Steel: Report #F70445 CLIENT AM Wealth :DATE PROJECT LOCATION 233 Andover Park East PERMIT # Tukwila WA 98188 Inspection Information: Inspection Date: 01/05/2016 Time Onsite: 9:00 AM Weather Conditions: Overcast, 40's F Inspection Performed: Reinforcing Steel Comments: REINFORCING Sheet: S2.01 S. S3.001 _ S3.401 Details: 4.17.18/S3.401. Concrete column sched. Note 3 RFl 10 Location: Columns west sector SOG to 2nd floor 1 was on site to perform site inspections as required. 01 /05/20 l 6 D 15-0210 CONCO crews on site to install reinforcing steel and formwork for columns. Observed crews place column reinforcing for columns at the following gridlines: "1'D.2/T5. TB/16. TE/1-8. TE/1`9, TD/T9.1'C/T9, T13/T9. TA.6/4'9, TA.6/f7.9, TA/17.9. TA/T6 Observed that the column tie spacing at the splice point appeared to be greater than the 4" oc spacing as required at the 18"x 18" column at TA.6/1'7.9. Notified CONCO of the issue. Crews plan to add additional ties as needed at splice area to achieve proper spacing. Observed that column at TA/T7.9 one of the vertical bars (47 req'd) had been replaced by a larger bar (# 11). Contacted Paul (13SF) regarding the issue and required splice length. Per Paul the bar w/ the splice as installed in the field was structurally acceptable. No other issues were observed. I observed that the reinforcing- steel placed appeared to have the correct lap, spacing, clearance, size, and was free from deleterious contamination except tie spacing as noted above. Work performed. that was visually inspected was found to be in conformance with approved pro.ject plans dated 18-MAY-2015. Images: RECEIVED CITY OF TUKWILA JAN 0 6 2016 PERMIT CENTER LrA +� +�.Ir �i� a¢..f 1, .s■r, onlnmwa r�r :be,�v��e�ehs�.11.�.uec�4wwle�br ,nCe.f,arc�lv,p kerF�+ww,�r xK .m,skr.,u, aea�rhe�repAr;a�r igiru Yaearrsi �wia�}rur�l4G 14*1 - 1111 Nourriale rcwr-r1 a callulrluil. -pc All rir.Ysr r:prrr". Corporate * 777'Chrysitr Drier * Burlingtan, WA 98233 * Pbane 36.0-733-1990 * Fra 360,75541980 Materhids Testing & C 1.[*whn1cW FA9Wmik & Glonsulting Spwul a In .pett3�*n �► M�1+ri�1� TVA FAA"f Sliwft qw UPLOADED: 01 /06/2016 16:07:00 3/4" bolster installed all faces UPLOADED: 01 /06/2016 16:07:00 #8 bar as req'd in Q's RECEIVED CITY OF TUKWILA JAN 0 6 2016 PERMIT CENTER M +.wFsx>~R..w"►vn,+yn�r�rrMkM.rew Wow*-PO&400.wftkvw a., Wvk*b nsss/rvm.w t"wrrwuilm srvM/ss�t�$'niss4�rwst.�C 710A 3.113 Niv4rlsls Tsstlfty 8. CsVsu14161. ow till rll.Yts too-ft.", Corparite a 777 Chrysler n�rlvr. ¢ Bumlington, WA 91%23.3 + Prone 360.733.1990 a Pda .3641.73S.A990 Materials Testing & Consulting, Inc,, �nf t ti E`er It ("vinmL+ng I8 t'En� tt4an kleltrf#itx Tending # Ert1+ar.i+nmem E �a1s�i171E1� F4*k4otd J4kfw*mv S7nern.M1 UPLOADED: 01 /06/2016 16:08:00 UPLOADED: 01 /06/2016 16:09:00 Clean tie spacing through splice joint (typical) Columns along T9 line RECEIVED CITY OF TUKWILA JAN 0 6 20 PERMIT CENTER Ati *Ze1P'�h k+�aP 4m�a* iw4 sxrM �rrrA A.: e+r� f`r'e"-'tie t+srl�lt.lh Pew' eM+nrMr*�. en .,T.0 eece�+e+l o Mr�13r+�tpr} d'r'.Sc�r.wll�.1 �[�i kr Ititj.,r �/'rt�e.r+wi.r�r47i!�s it Qe�tra arre}en0ealaerrgrrn Ysev��le0!ltf'"Wd,w%_,M0.. t 3#00 • I.111 Ketarle Is Testing 9L Ceieale Ing. Inc All rig its felt rr+N. Corparatr + 777 Chrysler E)rhr. * E#urlinQtan, WA 9823.3 * Phone :360.733_1990 * Paz 36CIISSASI1M Missing ties at 18x18 column at'TA/6i1'7.9 UPLOADED: 01 /06/2016 16:10:00 REPORTED BY: Jordan Ulrich REVIEWHID BY: Dcane Ramsdell. 11'rgject Manager #1 1 bar installed TA/T7.9 RECEIVED CITY OF TUKWILA JAN 0 6 2013 PERMIT CENTER M!*..Mi+ �..e+_.M k.�:�rf. .+l�+aem�4 �5a ...�e� F.:+.4 +4 pM`:.M ljvrr*+r."OrAw rlt."►.rla,.k..,r s .rn,.sr+�rsT nt>A 6w+rs{aA�1w fW4mkzm pcmftq�-#wr,# 0 3401 - 1113 Nviirlalr remoebo a, Crarrlvisl. ow 0611 r1g.1%r retcrrti. Corporate * 777 Chrysler Drive * Huriington, WA 92233 + p6noe 360.733..1490— Fax 3fi0.7.gj;..1980 Mtn TestimgtP Il II Gvderinnleall [F. erft & f.mwAin<; Te'anE i En niti e"I P C lL� Ecwie�Anwtn s'Sunw7" I s Washington Towers LP - 15BO87 - Field Report: Reinforcing Steel: Report #F70418 CLIENT AM Wealth DATE 01 /04/2016 1:1110JECT LOCATION 233 Andover Park East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 01/04/2016 Time Onsite: 10 am Weather Conditions: cloudy. 40 deg Inspection Performed: Reinforcing Steel Comments: 1) Sheet: S3.401 Location: Level 1-2 columns. grids (TA-T13.9ff1=1'5) and (']'1).2[1'1.5=1'4) Details: schedule and detail 4 on S3.401 2) MTC at this time inspected the reinforcing steel for the 18 columns noted above. MTC. verified vertical bar sizes and quantities. All ties were #4 at 4" on -center spacing, and were in -in -place per detail 4/S3.401. MTC. verified that tics were distributed through the lap splice zone. 3/4" bolsters were secured to the sides of the steel to maintain clearances. All reinforcing was found to be of correct grade. size. location. spacing. lap and secure. Clearances Krill be verified upon installation of forms. All other work was in -compliance with approNed plans and specs. Images: UPLOADED: 01 /04/2016 13:45:00 Looking north along grid T13.9 RI;POR ED BY: Ross Jorgensen REM I-V ED BY: Sam l lyatt. Technical Director RECEIVED CITY OF TUKWILA JAN 0 5 2016 PERMIT CENTER 12 Ml;wtn'RIMT'M!!r�Ir�rt�t�9 rue# At ��I.waY. i+ra4►xU.t PMk �4a�wh.,+.�I ►r*1-Wwi sit r+Ps!1'tirt44.e�?sAl.+1efrr►.. powd*lr+rtri,n*r4mi.ta wr araw�kwa a!rs�ll��rRfruYarrl gar rilR l�.;r�rIS.Q 3400 . 3013 Mnarl■I@:artial if. Cvsrehlq. lr*r A.11 03.6v nr-rrnN. Corparrate o 777 Chrysler Drive 4 11-arlington, WA 992,4 • Fdnde 360-73:5._19991.6 Fax 60..739..1990 Materials Testing & Consulting, Inc. � G nlssd" Fqewmft & GonyAing 1 0 En+ rvnmmiai Q400ft Washington Towers LP - 15BO87 - Field Report: Concrete: Report #F70419 CLIENT AM Wealth DATE 01 /04/2016 PROJECT LOCATION 233 Andover Park East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 01/04/2016 Time Onsite: 10 am Weather Conditions: cloudy, 40 deg Inspection Performed: Concrete Comments: 1) Sheet: S3.401 Location: Level 1-2 columns, grids (TA-'rB.9/T1-T5) and (TI).2/T1.5-14) 2) Reinforcing: The reinforcing, steel was inspected during this visit: see report #1'70418 for additional information. Clearances were verified at this time. All reinforcing was found to be in -compliance with approved plans and specs. 3) Concrete: MTC witnessed the placement of 31 yards of CNW concrete mix # 14800E 1. 9000 psi minirnum required strength. The concrete was placed by pump and mechanically vibrated for consolidation. One set of five 4x8 cylinders was cast for compressive strength testing. Images: UPLOADED: 01 /04/2016 14:59:00 Looking west from near grid T3.5-TA REPORTED BY: Ross Jorgensen REVIEWED BY: Sam llyatt, "Technical Director RECEIVED CITY OF TUKWILA JAN 0 5 2016 PERMIT CENTER +1,w..rr,Arr :!M+..�wwwn"w.aa,,wr?+taswk:t4 ratw.rM*se. �;T!*�JNn.rKw*rkwFelw*R!+lI"or&*P*a.pow' .*r0.n++:•+**.r"Onm*,I-+w4+oww rresvhm WWI I jawpw":G 3401 1.113 Nsixrlrts Fesrlop i Ceaoalving, drs A11 r!{ise raaxr,c4 Carpovate * 777 Chrysler Drive * Buirllagtan, WA 49233 * Phfn.ie:3620.733.1990 I � Fez 3 11.9.35.:19.i b Materials Testing & CoInc. G""altaiXI o 1Rn n Ire tl�lE Washington Towers LP - 15BO87 - Field Report: Reinforcing Steel: Report #F70349 CLIENT AM Wealth DATE 12/30/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 12/30/2015 Time Onsite: 8:00 am Weather Conditions: Mostly Sunny. 40's *F. Inspection Performed: Reinforcing Steel Report Profile: ® RFI (# 095. 141) Comments: REINFORCING STEEL.: Sheet: S2.01S, S3.001, S3.202 Details: 17/S3.001. 5.8.9.16.18/S3.202 Location: Level 1 slab on grade TA-TE.7/T1-T9 I was on site to perform site inspections as required. RECEIVED CITY OF TUKWILA JAN 0 4 PERMIT CENTER CONCO and CRUNCHER on site to continue installing reinforcing steel. Observed Cruncher installed curb and thickened edge reinforcing steel per plan and as required. All thickened edge and curb steel installation was completed today. CONCO performed installation ofall required added trim steel at openings. as well as installation of single splice bar where single bars had been cut at electrical boxes. Paul B (BSE'-) and Bernt (Lund Opsahl) on site to observed slab in progress. During site walk was observed that additional top bars required ruining .E/W near grids TA-T.B/T9 were not vet installed. Also noted that at man and material lift grade beams per RFl 095 & 141, the 4 #9 bars at top of grade beam were not yet installed as required. Discussed these issues with Bill (CONCO) immediately upon finding. Observed as CONCO crews installed required steel as noted above throughout the day to bring correct issues as noted above. Upcoming weather forecast requires additional planning and protection for upcoming concrete placement. Bill. Pual, Bernt and myself discussed the planned actions for tomorrow's concrete placement including: * Concrete cure blankets spread out over entire pour area this afternoon to trap thermal heat and keep subgrade/reinforcing steel from 1'rosting/freezing overnight. * Any standing water was removed from pour area by shop vac * Concrete vvas ordered with 100'% hot wvater and 1 % accelerator. Concrete temperature will be measured at pump prior to discharge of any concrete into pour area. Concrete temperature will be maintained above 501'. * At beginning of concrete placement only blankets in the immediate area of pour will be removed. All attempts will be made to keep blankets in place as long as possible in the morning prior to removal for placing of concrete. * Additional concrete cylinders (field cures) will be cast and placed directly with slab concrete under curing blankets along with min/max thermometer. Temperature will be monitored daily to ensure that the initial curing temperature is maintained at or above 50F for the first 72 hours. Temperature will be recorded and cylinders used to verify initial curing requirements maintained. * As soon as able to do so, CONCO will finish the slab as required. apply cuing membrane (13ioCure) and place insulated curing blankets over entire pour area. Will verity that blankets overlap and insulate entire concrete surface and that blankets are adequately secured to resist disruption over the duration of curing. The RS placed thus far appeared to have the correct lap. spacing. clearance, size. and was fi-ee from deleterious contamination. W nttu r 7�tt+t�tricsl��t �tam4tM N0""Tr, of *,,"ro!,".Ikrw*. Ivs,�rsrirn.irar .:. sR wk rsi e?.wfrOwAox rook srpvt,, tMr.nAe ""tr sxtsrrkasrt srn�rn It wmr"iPENNI strWdmftwtsrtl. a 3409 . I117. M■isrl■It Tsttlal & C.astultial. smr A11 rll.Mtt rttrrrai. Corpn.rate * 777 Chrysler Drive * BwrHngtan, 'MBA -99213 * Pbo,me 160.733.1990 * Pra 66.7.9S..1980 G&Atd nkmd EngkWamim & Conwhing 0 SpMftl InVectim # Midosi*ht Tift ik The work obsetwed was consistent with the project drawings dated .1 8-MAY-2015. Images: UPLOADED: 12/31/2015 14:20:00 Splice bar added at elec boxes UPLOADED: 12/31/2015 14:20:00 Openings trimmed as required RECEIVED CITY OF TUKWILA JAN o 4 ,j PERMIT CENTER kk rA*tk W4 "mm". ofvm" ". R*4*44 P" *r -wP*-m rw.",y -Ir 6-kw. ittov, te rttftS--,�h C 3400 - 1413 N ai� rla it reoria, it c.'"tuinial- @rA. Ali rllbqw raavrvw4 . Cprparsfm * 777 Chrysler DFIVC Hurlin:gtain, WA 48233 * Phame 36 -734.11994* Fox 360.739.,1990 F4wk*ordA**m*nt* SBw# MM I UPLOADED: 12/31/2015 14:21:00 Blankets in place at end of day REPORTED BY: Jordan Ulrich RE"VIEWE'D BY: Deane Ramsdell, Project. Manager RECEIVED CITY OF TUKWILA JAN 0 4 PERMIT CENTER *,.*-Ma "wvdrm"-" t-0—m4m PO"" F, of "" 1a mr6 340P - 8E17 14 suarisiv roorim, a ir.btf rmawrrw4 C mun rato * 777 C.h rysler Drive * Burilin Stom, WA 4JR23.11 * Pho at 360.13SA $901 w Fax 360 &7.9!9.i 1980 Materials Testing & Consulting, Inc Gft4e&nits11 EogWwft & Conu ing ,p cint 1 pettlnn 'MIItEarial1 Tftfmg * En Inmtmtnll Qai9lf� E*Wr*dA"M-qnft,5Bn* MI Washington Towers LP - 15BO87 - Field Report: Concrete: Report #F70379 r. ? � eLLLL7 6;�"W- CLIENT AM Wealth DATE 12/31 /2015 PROJECT LOCATION 233 Andover Park East PERMIT # D15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 12/31/2015 Time Onsite: 03:30 AM Weather Conditions: Clear and Sunny. 20's to 40's P. Inspection Performed: Concrete Comments: RECEIVED CITY OF TUKWILA JAN 0 4; PERMIT CENTER +m alMr' Pis *N „waadm" Walk a.,. W"%a bshva. kk I-fYc W4+,M,rl*n, 1#1 Mr." W nrlall.t ar ow-flovAr"+P,1,,f dit w. ." wow t*0new., W-61 &k.+�'a.�Mea+eM!.n,RrFaM!t+a e. a"Mftwaa? 3401 - 1,111 N114rlala Tasting i. Cwaaalaiml. Imr All rll.Yaa raarrra4. Carfpa rate * 777 C.brysler3 DwIve ,# Burlington, WA -9823.1 + Phone 160.733.1990,E pia 3¢4.9.3tS•,19R0 Materials Testing & Consulting, iG+alfedf W Fd1O.@wkm & ConsAi g 1 6 Enwimmcnlal c4gaw1be F-A rm* 196 REINFORCING STE'ET: Sheet: 52.01 S. 53.001. S3.202 Details: 17/53.001. 5, 8,9.16.18/53.202 Location: Level 1 slab on grade TA-TE.7/Tl-T9 I was on site to perform site inspections as required As planned. concrete cure blankets were spread out over entire pour yesterday to trap thermal heat and keep subgrade/reinforcing steel from frosting/freezing overnight. I observe as crews removed the lust section of cure blankets from approximately '1 G.7= FA/f6 "I9. No freezing or frost was observed and reinforcing steel and pour area looking in acceptable condition for concrete placement. Observed condition of reinforcing steel throughout the day as cure blankets were removed in sections. in an attempt to limit exposure to sub -freezing temperatures. No freezing/frost was observed on anv of the reinforcing steel and pour area appeared acceptable for concrete placement throughout. Be RS placed appeared to have the correct lap, spacing, clearance, size. and "-as free from deleterious contamination * Concrete was ordered with 100°.o hot water and 1`0 accelerator. Concrete temperature will be measured at pump prior to discharge of any concrete into pour area. Concrete temperature will be maintained above 501'. * At beginning of concrete placement only blankets in the immediate area of pour will be removed. All attempts will be made to keep blankets in place as long as possible in the morning prior to removal for placing of concrete. * Additional concrete cylinders (field cures) will be cast and placed directly with slab concrete under curing blankets along with min/max thermometer. Temperature will be monitored daily to ensure that the initial curing temperature is maintained at or above 50F for the first 72 hours. Temperature will be recorded and cylinders used to verify initial curing requirements maintained. * As soon as able to do so. CONCO will finish the slab as required. apply curing membrane (RioCure) and place insulated curing blankets over entire pour area. Will verify that blankets overlap and insulate entire concrete surface and that blankets are adequately secured to resist disruption over the duration of curing. RECEIVED CONCRETE PLAC1;M1?N1': CITY OF TUKWILA Sheet: 52.01 S. S3.001. S3?02 JAN 0 4 26 ,J Details: 17/53.001. 5.8,9.16,18/53.202 Location: Level 1 slab on grade TA-1-l'..7/ l-T9 PERMIT CENTER Observed the placement of approximmately 650 CY of Miles Sand & Gravel Company concrete mix design 12400FG3 into slab on grade at locations noted above. Concrete placement and method appeared acceptable. Arrived on site prior to concrete placement to check that pour area Avas fully prepared for concrete placement. tree of debris and icc/frost. and reinforcing steel installation was acceptable. As noted above. cure blankets were used to insulate pour area as needed. When the first concrete load arrived on site MTC performed temperature test of concrete. Concrete was approximately 62* F at beginning of placement. Concrete temperatures were continually monitored throughout placement and appeared to fluctuate between 60-65*1-' and stayed consistent. Throughout placement I also tested temperature of concrete in place in slab. Concrete temperatures of in place concrete appeared to fluctuate between 55-65*1-' within two hours of placement. Just prior to the placement of insulated cure blankets over finished areas. I observed in place concrete temperatures appeared to increase as concrete began to set. noting temperatures between 65-72*F. Sam 11. Jr. (IMTC ) was on site to sample/test concrete as required. Five sets of 5 - 4x8 cylinders cast for compressive strength testing. please reference compressive reports C42507-4251 1 for results. Also as noted yesterday a set of field cures ( 4 - 4x8 cylinders) were cast and placed directly on the slab under the curing blankets along with a min/max thermometer to mimic the slab. These cvlinders will be used for information only. Concrete was placed via CONCO pump truck. and mechanically consolidated by vibration. Observed placement and consolidation throughout pour and method and execution appeared acceptable. As crews began to apply required finish to concrete. Masco BioCurc was spray applied onto concrete surface and insulated cure blankets were placed over entire pour area. Work performed. that was visually inspected was found to be in conformance with approved project plans dated 18-MAY-2015. Md 0A Rw n'gIrwa f+uAa�Ftw.wwwu+l wisaiM� 14T� rIM4�TI,+II M±APRf.IY[ C �M #R�RI*RI. �I fir ill MA�liM Ma owt4MM1�d�lV_±y4f Slfe7i.w*wj*wijoom"�R1�M�:t 4P �tlIMt*RItiA. ['�#1e^p ;" 4' srrr,�Prw arse ar91twuYan"WI w lawwil sgw Q 3401 - 7.113 poundals Tastlal a Cvesu1rIsM. IrA All rlj,Yee rearmed. Carpnrale * 777 Chraxler Drive * 18urilogton, WA #823.1 * Phone 366.73S_1900 * Fax 60.795..1.980 . Matenals, Testing &consulting!p Gmmhniftil F,—cvmwm'- & ing I 0 E"Amme l A comw1kc REPORTED BY: Jordan Ulrich REVIMED BY: Tim Macke_ Technical Director RECEIVED CITY OF TUKWILA JAN 0 4 2016 PERMIT CENTER 10 -NORI R:c■+eAprst!�12i.ec+■r:tsMca.l1 ��wwcnwioMr+�n^rdsaea.et�fhaM,.ew+r+a�n.aiels+•�.4.n;..r -anw,rrw ra ,�rvgwna.Yi+awr, 1pa ■� .ri n•.r; 4 3401 • a.otl wsi4rlelt rvatimi it C■y■ulelsm.. sec. 0611 rlEYse rtvs-rr � . Carparstc # 777 Cbryrslcr Drive # Burlington, W.A 99233 * Mnne 360_75$:.1990 p Fora 36G.7.99 AS90 Materials Testing & Consulting, Inc. Gma+leehnit* F,*Wmft & 0mmking 1 A"A * Emirunmemal ONMItfift y7w.—r-004wrt Washington Towers LP - 15B087 - Field Report: Reinforcing Steel: Report #F70349 CLIENT AM Wealth DATE 12/30/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D15-0210 TukNvila WA 98188 Inspection Information: Inspection Date: 12/30/2015 Time Onsite: 8:00 am Weather Conditions: Mostly Sunny. 40's *F. Inspection Performed: Reinforcing Steel Report Profile: ® RFI (# 141) Comments: REINFORCING STEL;L: 6tt..�+# CITY 0; Sheet: S2.01 S, S3.001. S3.202 Details: 17/S3.001.5.8.9.16.18/S3.202 Location: Level 'I slab on grade TA-T17.7/J-l-T9 PERMIT CENTER I was on site to perform site inspections as required CONCO and CRUNCIIER on site to continue installing reinforcing steel. Observed Cruncher installed curb and thickened edge reinforcing steel per plan and as required. Paul 13 (BSE) and 13ernt (Lund Opsahl) on site to observed slab in progress. During site walk was observed that additional top bars required running E/W near grids TA-Tl3/T9 were not yet installed. Also noted that at man and material lift grade beams per RFl 141. the 4 49 bars at top of grade beam were not yet installed as required. Discussed these issues with Bill (CONCO) immediately upon finding. Observed as CONCO crews installed required steel as noted above throughout the day to bring correct issues as noted above. Upcoming weather forecast requires additional planning and protection for upcoming concrete placement. Bill, Pual, Bernt and myself discussed the planned actions for tomorrow's concrete placement including: * Concrete cure blankets spread out over entire pour area this afternoon to trap thermal heat and keep subgrade/reinforcing steel front frosting/freezing overnight. * Any standing water was removed from pour area by shop vac * Concrete was ordered with 100% hot water and 11/0 accelerator. Concrete temperature will be measured at pump prior to discharge of any concrete into pour area. Concrete temperature will be maintained above 50F. At beginning of concrete placement only blankets in the inunediate area of pour will be removed. All attempts will be made to keep blankets in place as long as possible in the morning prior to removal for placing of concrete. Additional concrete cylinders (field cures) will be cast and placed directly with slab concrete under curing blankets along with min/max thermometer. Temperature will be monitored daily to ensure that the initial curing temperature is maintained at or above 501' for the first 72 hours. Temperature will be recorded and cylinders used to verify initial curing requirements maintained. * As soon as able to do so.. CONCO will finish the slab as required, apply curing membrane (13ioCure) and place insulated curing blankets over entire pour area. Will verify that blankets overlap and insulate entire concrete surface and that blankets are adequately secured to resist disruption over the duration of curing. The RS placed thus far appeared to have the correct lap. spacing. clearance. size. and was free from deleterious contamination The work observed was consistent with the project drawings dated 18-MAY-2015. rm +1��aM4r elMfe.!r I*W-UPPsVer 00~ Mh 1, *!Fwswflwr!N!ei bRek+�F.l4t PA+k sir a�!rM'.+..l7-tee.0 W. PeAw g0&r-flolkwow ,rw ,.1r r#*Cnw.&WWOVi"pow 0- ,�eP n_cylr�lia....aNa�+.was arearr®, MI 14wwpwu 1441 - 1.111 Hetrrle in reeelAl i. CURIVle lrl. 1cr AlI rll Yee ree:rreN. Carps -rite r 777 Chrysler Drive * Burlinllte n, WA 99233 * Pbflme 360.731_11990 • Fax 36e0J35,:1,98$ Materials Testifing & Consulting, Lac. GoAod nied REPORTED BY:.Iordan Ulrich REVIEWED BY: Tim Macke, Technical Director CITY Or- T" TEQ 3 12015 PERMIT CC-NTFg; .40 overis Is Trodul fft Cwvmujw1mj,. or*c. A 11 rig bqF, rmo-rrrsd Corporate (F 771 Cbrysler DFIVE Or Buirlingtom, WA 419233 * PLame so Fax 36GASSA980 mT Materials Testing & ConsuanInc. iGou"nittill Eoomwft & 0lnmAin$ 1 T*Rft # En 1.11 C- llie FF Washington Towers LP - 15B087 - Compression Test: Concrete: Report #C42234 CLIENT AM Wealth DATE 12/02/2015 PROJECT LOCATION 233 Andover Park. East PERMIT # D 15-021.0 Tukwila WA 98188 Inspection Information: Inspection Date: 12/02/2015 Time Onsite: 08:00 am Weather Conditions: Overcast, 40's F Inspection Performed: Compression Test: Concrete Field Data (ASTM C-31): .Location of Placement: Man and material lift 'foundation grade beams Sample Location: Man and material lift foundation north grade beam Contractor: Abslur Construction Subcontractor: Coneo Cement Comp Supplier/Plant: Miles - 203 Qty Placed, Cu. Yd.: '9 of 15 Slump, Inches (ASTM C-143) or W/C Ratio: 0,42 Concrete Temp, IF (ASTM C-1064): ' 61 Delivery Ticket #: 155498 Job Spec. Slump: 0.44 Ambient Temp, IF: 45 Truck #: M074 Air Content, %, (ATSM C-231): NA Min Temp, IF: Batch Time: 0816 Job Spec. Air: NA Max Temp, IF: Sample Time:, 0920 Mix # and Proportions: 12400E Cement, lbs.: 4055 Coarse Agg, lbs.: 13960 (#57) Admixture, oz./cwt: Flyash, lbs.: '1010 Coarse Agg, I,bs.: ,3240 (#8) Admixture, oz./cwt: Water, gals.: 251.5 Coarse Agg, lbs.: : Admixture, oz./cwt: Fine Agg, lbs.: 13220 Coarse Agg, lbs.: Admixture, oz./cwt: Sample Type & Compression Test Results: Received 12/03/2015 Sample Set '1 of l Type of Compression Test: -Concrete (ASTM M C-39) Lab Tests: Test Total Sample Sample Comp. New Log # Age Date of Test Load Area (Sq. Strength (Days) (Lbs.) Dim. (In.) In) (PSI) 8126 7 12/09/2015 40,470 4.00 12.57 3.220 8127 28 12/30/2015 55.385 4.00 12.57 4.410 8128 56 01/27/2016 8129 56 01/27/2016 8130 56 01/27/2016 REQ'D 28 5000 Remarks: Please reference field report. Tested By Break ASTM ASTM Type C-617 C-1231 .lordan Ulrich 5 ❑ Jordan Ulrich 5 ❑ 0 ❑ ❑ 0 ❑ ❑ 0 ❑ ❑ Sample #'s 8128. 8129. 8130 have been moved to 56 day test due to lo%v 28 day result. RECENED "..RV OF 3'1,J1CIvl.A I DEC 3 12015 PEF�'l'lif I FNn'FP h+1 anlprarktea 4l.o�•1s+7 as 4+ ace r b. nfic.-M-K two, a r+,A7, W..~P":vl lrr¢ 5!Pr* !S cC, per.% +!.e+—� 11, r �i6s�r+�;.W�rkr+;as aaassPr�aPcz �a�nF�ertr n�iradkfn wt®wpwn -a 2i4/ - 2:413. Hai4ria.la reacldp a Canaulalap. pee. All rlFb%F raatrr*d, Carperair up 77ni Chrysler Drive * Burlingiam, WA 418233 * Phone Paz 60.73S.I9$M Materials Testing & Consulting, Inc. RETORTED 13Y:.Iordan Ulrich REVIEWED BY: Cheryl Meredith, Lab Manager RECEMM CM 09 T.',]P.lfVltA TEC 3 12015 j*-Aaart: Mrfw 4 21009 - IN 13 PI m4rlala rrotimp & 17afsaulsimp. fric. A 11 rijbiF, raafrrmM. Carpav:21c,* 777 Chrysler Drive *: Burlingtaffl, WA 98233 * Phone 360.731.109,41- Faic 3611IJ39.1980 1 Materials Fasting, & Consult*gigInC9 GiviectlinicdF llr O! m;0[ing Sj 1t!7;>fst lttttirm A1i�74asft}(c IF nIr 9Pn�ntrlanin�*i!1 11C t11% Washington Towers LP-15B087 - Compression Test: Concrete: Report #C42028 CLIENT AM Wealth DATE 11 /05/2015 PROJECT LOCATION 233 Andover Park. East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 11/05/2015 Time Onsite: 07:00 aln Weather Conditions: Cloudy, 60's F Inspection Performed: Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Pool walls. shear wall at TB/T1 Sample Location: shear wall at TB/f l Contractor: Absher Construction Subcontractor: Conco Cement Cornp Supplier/Plant: Miles - 203 Qty Placed, Cu. Yd.: 9 of 9 Slump, Inches (ASTM C-143) or W/C Ratio: 0.27 Concrete Temp, IF (ASTM C-:1064): 72 Delivery Ticket #: 163989 Job Spec. Slump: 0.44 Ambient Temp, °F: 62 Truck #: M129 Air Content, % (ATSM C-231): NA Min Temp, °F: Batch Time: 0824 Job Spec. Air: NA Max Temp, °F: Sample Time: 0910 Mix # and Proportions: 148001.1 . . ....... ... . Cement, lbs.: 6330 Coarse Agg, lbs.: 15380 (#8) Admixture, oz./cwt: Poly 997 612 or Flyash, lbs.: 1255 Coarse Agg; lbs.: • Admixture, oz./cwt: Glenium 612 oz Water, gals.: 237.3 Coarse Agg, lbs.: Admixture, oz./cwt: Z60 - 308 oz Fine Agg, lbs.: 11880 Coarse Agg, lbs.: Admixture, oz./cwt: Sample Type & Compression Test Results: Received 11/06/2015 Sample Set 1 of 3 Type of Compression Test: Concrete (ASTM C-39) Lab Tests: Test Total Sample Sample Comp. Break ASTM ASTM New Log # Age :Date of Test Load Area (Sq. Strength Tested By (Days) (Lbs.) Dim. (in.) In.) (PSI) Type C-617 C-1231 7590 7 11/12/2015 115.620 4.00 12.57 9.200 -Jordan Ulrich 3 0 7591 28 12/03/2015 145.245 4.00 12.57 11.560 Jordan Ulrich 2 0 ED 7592 56 12/31/2015 165.930 4.00 12.57 13.200 Jordan Ulrich 2 0 7593 56 12/31/2015 169.545 4.00 12.57 13.490 Jordan Ulrich -I ❑ 7594 56 12/31/2015 166,325 4.00 12.57 13,230 Jordan Ulrich 3 0 N REQ'D 56 9000 Remarks: Please reference field report R1aCiT; _. crry OF ` k1jr1ttrlLA DEC 31 2015 REPORTED BY: Jordan Ulrich REVIEWS"D BY: Cheryl Meredith -Lab Manager 4'�ce±app!ps.Ft?I�n!7p�.aa*-en�.�!+n�r!!k� its:eF..'!aA+t-r±ti:mr!•n.�!�rtes+sir:�estJ'�t}RryKrt.A!i.+A3'1'r'Wtne �n!sz+,+fe.se :r +ver�Prets�rs: a�ar'er�v�'c!..Mi ,aa'R+te� r�44 �Q 3400 - 11I1. Ner.mrle!t rvidal R C► vuleia E.. Inf. A11 r!lAts rcecrrw4. Carpg,raw .* 777 C`cvxler Drive * Rwrllington, WA 99233 * Pt ame Fax Materials Testing & Consulting, Inc. G nirsF rAgioneft * GonaaAng * Ervimnm 1 C @w-W11q rjar Washington Towers LP-15BO87 - Field Report: Reinforcing Steel: Report #F70302 CLIENT AM Wealth DATE 12/29/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 12./29/2015 Time Onsite: 1 100 am Weather Conditions: Overcast w/ showers, 40's *F. Inspection Performed: Reinforcing Steel Report Profile: ® RF1 (4 179) Comments: REINFORCING STEEL: Sheet: S2.01S, S3.001, S3.202 Details: 17/S3.001, 5.8,9,16,18/S3.202 Location: Level 1 slab on grade TA-TE.7/11-T9 I was on site to perform site inspections as required. CONCO and CRUNCHER on site to continue installing .reinforcing steel. Bottom mat steelinstallation is near completion. Observed crews continue to install drag steel. Observed crews installing required steel for floor drain per RFl 179. Crews began installing top mat in all locations. CONCO crews continued working to instal] shoring in preparation for level 2 PT deck. Crews continued building forms. Work is in progress. The RS placed thus far appeared to have the correct lap. spacing, clearance. size, and was free from deleterious contamination. The work observed was consistent with the proiect drawings dated 18-MAY-2015. Images: UPLOADED: 12/29/2015 12:46:00 UPLOADED: 12/29/2015 12:47:00 Floor drain steel in progress. Top mat in progress looking N from T6. !,�q p � 0!-- f '0K\` 1LA DEG 3 0 2015- ►�.�,R.,�r•�•gr.w�.a�..��n,,,.:,i�.r«•r oriA,.ar,�r,.•.�r.,.,a��l�,�a..,_r,,�.,...*.hae.,�.�►r..,•�,„r...�..�.�rAr..,w. ne�hwt�r arng�nYe�rsi rMri �Mwmtww'.R�rme .Jr 34*1 - 3111 Mti-rrl■Is TewriMg it. ['rarult in#. her A,11 right.# rrrYrr d. Carporxic * 777 Chrysler Drive - Burlln:11ton, WA 418233 + Phase 360.743.1990 * Fox 36GJ35A9—K$ Materials Testing & Consulting, Inc. Ge*%ftlrall Eoowwiq & Com"ing 1 IT *&A."I -lift, fiiiprm UPLOADED: 12/29/2015 12:48:00 Top mat in progress looking S from T2. REPORTI.,J) BY: Jordan Ulrich REVIEWE'D BY: Tim Macke, "Technical Director ,J a DK 3 0 2015 PERMIT CENTER 4, P-wF0mwm*.- orr-nm'-w POW 04*W"".#1wAwTV0Fr A - Se* Pf:"r.' Q 3401 - is u m mi,arivis resting LFL CrImIling . 1rr. A 11 rllrbt# rmarr,*d. Carporste * 777 Chrysler brive -6 IlurHington, WA 4182,11 * Pbame 340.73SA090 4 Fmx 360,799A,980 Materials, Testing & Consulting, LI Geatiethnitt+ili i rg & fiYrit ing St cia9'&t�, irm A�8tt ltda'r n,g Bn ntnetrl l Co 1ll� P. rtir ia, dgirwtti+ltat fi+Ir+r ,it9JP1 t. Washington Towers LP - 15BO87 - Compression Test: Concrete: Report #C41822 CLIENT AM Wealth DATE 10/19/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 10/19/2015 Time Onsite: 7:00 am Weather Conditions: Cloudy. 60's .I.1 Inspection Performed: Compression "Pest: Concrete. Field Data (ASTM C-31): Location of Placement: Shear wall at "I'M/-1'8 Sample Location: Shear wall at 7'M/7'8 Contractor: Absher Construction Subcontractor: Conco Cement Comp Qty Placed, Cu. Yd.: 9 of 27 Slump, Inches (ASTM C-143) or W/C Ratio: 0.29 Delivery Ticket #: 163568 Truck #: 1%4051 Batch Time: 0808 Sample Time: 0855 Job Spec. Slump: 0.44 Air Content, % (ATSM C-231): NA Job Spec. Air: NA Supplier/Plant: Miles-203 Concrete Temp, °F (ASTM C-1064): 72 Ambient Temp, °F: 62 Alin Temp, IF: Max Temp, IF: Mix # and Proportions: 14800F2 / 9 cu yds (48 oz glenium and 3 gals water added at pump) Cement, lbs.: 5835 Coarse Agg, lbs.: 15460 (#8) Admixture, oz./cwt: Poly 997 - 556 oz Flyash, lbs.: 1 125 Coarse Agg, lbs.: Admixture, oz./cwt: Glenium - 556 o-r_ Water, gals.: 228.3 Coarse Agg, lbs.: Admixture, oz./cwt: Z60 - 280 oz Fine Agg, Ibs.: 12720 Coarse Agg, lbs.: Admixture, oz./cwt: 3 Gallons of water were added ® Prior to sampling Sample Type 8r Compression Test Results: Received 10/20/2015 Sample Set I of I Type of Compression Test: Concrete (ASTM C-39) Lab Tests: Test Total Sample Comp. New Log # Age Date of Test Load Sample Area (Sq. Strength Tested By Break ASTM ASTM (Days) (Lbs.) Dim. (In.) In.) (PSI) Type C-617 C-1231 7152 7 1.0/26/2015 98.270 4.00 12.57 7.820 Gordan Ulrich 5 O 7153 28 11/16/2015 122.800 4.00 12.57 9.770 .1ordan Ulrich 3 O 7154 56 12/14/2015 139.865 4.00 12.57 11,130 Jordan Ulrich 1 O 7155 56 12/14/2015 139.1800 4.00 12.57 11.120 Jordan Ulrich 1 O 7156 56 12/14/2015 145.235 4.00 12.57 11.550 Jordan Ulrich 1 0 REQ'D 56 8000 Remarks:�;�,�, s Please reference field report #1:68892 crr/ dF Y'4. ioi"'ii 4► RI PORTE'D BY:.lordan Ulrich RI VII WI D 13Y: Cheryl Meredith.. Lab Manager PERMIT CENTER h*. „-"*-%,,e.-0-1- "Vi. P i ed�w�*n.[I�..•.,►: w±�tr!ra+rr ,l* +Jca° i—"0"*-0-i.O.M-' neRi rnr®t[L, ' P�mr zhmm"Wo 02#mrwin%qrwf4Q 24101 - YE 11. 14 514r16It rmeclws it CrIrulrlup.. Inc. 0.71 OlAtr rcermM, C,orPtrrste * 777 Cbry:Oer Drive * iDariington, WA 99233 * Ph4ine 360.733.1990;* Fox 3611.755..19$0 Materials Fasting & Consulting, Inc. Glmikohnimi' Fnow"ft # 0:ns7ttling $ 3pieit411nspell ini :Rittltri is Tit # Eft 11- 1- lot Catn�tirn� Washington Towers LP-15BO87 - Compression Test: Concrete: Report #C42028 - DRAFT CLIENT AM Wealth DATE 1 1 /05/2015 1'120JECT :LOCATION 233 Andover Park East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 11/05/2015 Time Onsite: 07:00 atn Weather Conditions: Cloudy. 60's 17 Inspection Performed: Compression Test Concrete Field Data (ASTM C-31): Location of Placement: Pool Nval Is. shear wall at T13/T I Sample Location: shear wall at T13/1"I Contractor: nbsher Construction subcontractor: Conco Cement Comp Supplier/Plant: Milcs - 203 Qty Placed, Cu. Yd.: 9 of 9 Slum p, Inches (ASTM C-143) or W/C Ratio'( 0.27 Concrete Temp, °.F (ASTM C-1064): 72 Delivery Ticket #: 163989 Job Spec. Slump: 0.44 Ambient Temp, IF: 62 Truck #: N4129 Air Content, % (ATSM C-231): NA l Min Temp, IF: Batch Time: 0824 Job Spec. Air: [NA Max Temp, IF: Sample Time: 0910 Mix # and Proportions: 14800F1 Cement, lbs.: 6330 Coarse Agg, lbs.: 15380 (#8) Admixture, oz./cwt: Poly 997 - 612 oz Flyash, lbs.: 1255 Coarse Agg, lbs.: Admixture, oz./cwt: Glenium - 612 oz Water, gals.: 237.3 �' Coarse Agg, lbs.: Admixture, oz./cwt: Z60 - 308 oz Fine Agg, lbs.: 11880 Coarse Agg, lbs.: Admixture, oz./cwt: Sample Type & Compression Test Results: Received 1 1/06/2015 Sample Set I of 3 Type of Compression Test: Concrete (ASTM C-39) Lab Tests: Test Total New Log # Age Date of Test Load (Days) (Lbs.) 7590 7 11/12/2015 115.620 6 7591 28 12/03/2015 145.245 7592 56 12/31/2015 7593 56 12/31/2015 7594 56 12/31/2015 REQ'D 56 Remarks: Please reference field report Sample Sample Dim. (In.) Area (Sq. In.) 4.00 12.57 4.00 12.57 REPORTED 131':.lordan Urich REVIEWED BY: . Comp. Strength Break Tested By ASTM ASTM (PSI) Type C-617 C-1231 9.200 Jordan Ulrich 3 ❑ 11.560 .lordan Ulrich 2 ❑ 0 ❑ ❑ 0 ❑ ❑ 0 ❑ ❑ 9000 i+lp:.=:. 'W—%/Eu 04; t'L1KkV1LA PERPATT CENTER h4 •�v ��wlr r!r is v9 Ne .+t.rc�7 ,rslir+V70.* r.01, .irr 0*r!."r*' "+Ike: : . it k:M l�'1k�p''�f' y.errh.r+tMe�a�law tr' e[rm rrxlr �fvr ih- R:,.g-V rW#ft ,W?1rM% Q 1104E - I111I. 104114rlt.lr 'Vr5ting It Caaeultlug,. Im All rlg.b+r rtrrrra . Cbrpoeste :* 777 Chrysler Drive * Hurlln,gtan, WA 9923.3 * erode 360.753.1990 a Fax 36r10.735.1'980 Materials Testing & Consulting, Inc., 1W� Bmeiftiisttli Fq*mft OrnslrAlinftiitsl bnapectm 11t1�sla Tert� �aiitnm+�t11G �ii11L� gagimpwd A o n uu* iinesr lltfit Washington Towers LP-15B087 - Compression Test: Concrete: Report #C41913 CLIENT AM Wealth DATE 10/27/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 10/27/2015 Time Onsite: 9:00 am Weather Conditions: Cloudy, 60's I' Inspection Performed: Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Columns at pool slab Sample Location: Column at 1'13.9/1-3 Contractor: Abslier Construction Subcontractor: Conco Cement Comp Supplier/Plant: Mites - 203 Qty Placed, Cu. Yd.: 9 of 9 Slump, Inches (ASTM C-143) or W/C Ratio: 0.29 Concrete Temp, °F (ASTM C-1064): 72 Delivery Ticket #: 163757 Job Spec. Slump: 0.44 Ambient Temp, °F: 62 Truck #: M 132 Air Content, % (ATSM C-231): NA Min Temp, °F: Batch Time: 0731 Job Spec. Air: NA Max Temp, °F: Sample Time: 0825 Mix # and Proportions: 148001"1 Cement, lbs.: 6335 Coarse Agg, lbs.: 15380 08) Admixture, oz./cwt: Poly 997 - 612 oz Flyash, lbs.: 1255 Coarse Agg, lbs.: Admixture, oz./cwt: Glenium - 612 oz Water, gals.: 251.4 Coarse Agg, lbs.: Admixture, oz./cwt: Z60 - 304 oz Fine Agg, lbs.: 11360 Coarse Agg, lbs.: Admixture, oz./cwt: Sample Type & Compression Test Results: Received 10/28/2015 Sample Set 1 of 3 Type of Compression Test: Concrete (ASTM C-39) Lab Tests: Test Total Sample Sample Comp. Break ASTM ASTM New Log # Age Date of Test Load Area (Sq. Strength Dim. (In.) Tested By Type C-617 C-1231 (Days) (Lbs.) In.) (PSI) 7345 7 11/03/2015 120.740 4.00 12.57 9.610 Jordan Ulrich 3 0 7346 28 11/24/2015 145.705 4.00 12.57 11,590 Jordan Ulrich 3 0 7347 56 12/22/2015 164.210 4.00 12.57 13.060 Jordan Ulrich 1 0 7348 56 12/22/2015 161.890 4.00 12.57 12.880 Jordan Ulrich t ❑ 7349 56 12/22/2015 164.786 4.00 12.57 13.110 lordan Wrich 1 0 REQ'D 56 9000 Remarks: please reference field reporl RECE M 0rrV OF TtJK1NMA IZEPOIZTED BY: Jordan Ulrich REVIEWED BY: Curtis Shear, Lab Manager �113 MWER hMcsr'fr4wf+'t h,n+v�k��. .e�iwyret�.,..�.nF k!F-eaa7,+MtAl-..V—swc a 4 MQ�kr e!4►dA�e�ci':A.ie-*ot�a4Y�i�+!eM�..�l +�+t �4!�4r.!+�at+ , - v rwwfN rtfmfla r�SaLEYsmt'aA +l 'wixrw �fpavi .r Mif - I!1] Htrirb 14 r9500if f.+:er1 UIRIN1.. IM. An r1j;1ar r®arrFW4. Carpavate # 777 Chrysler Drive * Hurilingtan, WA .9,$233 * Phone 360.733.1990 ow Fox 60.7,915.:4.996 Materials "besting & Consulting, Inc. � G"kdn1ra1inlluitin�pclal 14aa;trc�t�n �'hierialT� R*!nmtattl4 SIC% F.�in�t�tr Ardn wr# Vmy (PSI Washington Towers LP-15B087 - Field Report: Reinforcing Steel: Report #1770246 CLIENT AM Wealth DATE 12/23/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D15-0210 'Tukwila WA 98188 Inspection Information: Inspection Date: 12/23/2015 Time Onsite: 12:00 pm Weather Conditions: Overcast, 40's *F. Inspection Performed: Reinforcing Steel Report Profile: ® RF] (# 049, 053R.2, 168, 169) Comments: R1 INFORCING STEEL: Sheet: S2.01 S. S3.001. S3.202 Details: 17/S3.001. 5.8.9.16.18/S3.202 Location: Level 1 slab on glade Tl?.7-TM/'16-T9 I was on site to perform site inspections as required. CONCO and CRUNCHER on site installing reinforcing steel. Bottom mat steel installation is in progress. ']'he RS placed thus far appeared to have the correct lap. spacing. clearance. size, and was free from deleterious contamination The work observed was consistent with the project drawings dated 18-MAY-2015. Images: UPLOADED: 12/24/2015 02:14:00 UPLOADED: 12/24/2015 02:14:00 Slab looking south fi•om t3 line Slab looking east from TF line ` 11,KWILA DEC 28 2015 PF-m,,,.rtr ,1!s 9TER 00 rah , t u ..e +r+...}.r.t+rt',. a.� :7rf+F.w,n►..,.t,,.,r_r.ryr+rr�,±n�.p+....d�x,�-n... P!►rrs+ebr.=..r+se±.w�rq, :.r-rOt..g rcre�frAfrzrrrpoAalryaar eq�rsHer-medl i earrFwlrar R7r►�� P2.112 Nerr:rlelo Teerinp a Cempulriul. 6ri A11 ri14�r rzafrrsl. Carparste * 777 Chrysler Drive % 11-arfinilten, WA 913231 * Pbone 360.733.199# 6 Pis 64.7.33..1990 Materials, Testing & Calmg Inc. Gwkslinlefd FAC*mmv'm & CAnwking 1 i Towft # En nonkiwiF Xux!wr(4Aow*rd*5D",fPW UPLOADED: 12/24/2015 02:15:00 Slab looming east TE line % UPLOADED: 12/24/2015 02:15:00 RETORTED BY: Jordan Ulrich RUNJI'MI.-I) BY: Deane Ramsdell, Project Manager 'Typical slab steel clTv OF Tuwxpva.A I DEG 2 8 2015 PERm cENTEF; *t" r "oft-mbf row V 2,101 - 3.913 NovarISIST,retimp 6. Cvlwvwlvlml. Im. All rIjAim rzacr,,W'd. Corparmic* 777 Chrysler DFkve * Warliongtom, WA MAI * Phome 340.7-34-1990 * Fox 360.79F.A9,40 Materials Testing & Consulting, Inc. Gftkq:hn1?6 F f`nsulln� apd�l 1net#1�*n 14ttaidl: Te + 13a�riirtznmtai Qaaedltii I�.p#I�MAt�rra�ew:�imx►l�SR,1 '� Washington Towers LP - 15BO87 - Field Report: Reinforcing Steel: Report #F70273 CLIENT AM Wealth DATE 12/24/2015 PROJECT :LOCATION 233 Andover Park East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 12/24/2015 Time Onsite: 1 1:00 am Weather Conditions: Overcastvv/ showers, 40's *F'. Inspection Performed: Reinforcing Steel Comments: REENFORCING STEEL,: Sheet: S2.01 S, S3.001. S3.202 Details: 17/S3.001. 5.8.9.16.18/S3.202 Location: Level I slab on grade TA-TB.7/Tl- f9 I was on site to perform site inspections as required. CONCO and CRUNCI[ER on site to continue installing reinforcing steel. Bottom mat steel installation is in progress. Observed crews began to install drag steel. Noted multiple areas w/ lap splice less than required minimum. Notified CONCO and will verify correction prior to concrete placement. CONCO crews continued working to install shoring in preparation for level 2 PT deck. Crews started building forms near the TM line shear wail working East. Work is in progress. The RS placed thus far appeared to have the correct lap_ spacing. clearance. size. and was free from deleterious contamination The work observed was consistent with the project drawings dated 18-MAY-2015. REPORTED BY: Jordan Ulrich REV[EWED BY: Tim Macke. Technical Director AECIENED C17Y 01: TUk1A!1[A DEG 2 8 2015 PERMIT CE ATE' M Awl V, 14*1 - 2,113 N.t:ri.it renting e, Cu palvIng. Inc All r1g.rR. ra®,r,wd. Corparitie * 777 Cbryalcr Drive * Bu,r1ln.gtan, WA 9823.3 * Phame 364.733.1990 • Fax 36t.9.9SA9410 Materials Testing & Consulting, Inc." GtvilechnikrllF & QnnAing 1 Ti"Ag 0En n-io lsitrotrx di ;F.a�ar4tn,s9!AaRnriantvi a�i�r ,7liAliF - Washington Towers LP-15B087 - Compression Test: Concrete: Report #C41865 CLIENT AM Wealth DATE 10/22/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 10/22/2015 Time Onsite: 7:00 am Weather Conditions: Sunny. 60's F Inspection Performed: Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Center core wall (from pile cap to approximately l' below first floor) Sample Location: Center core wall- west wall near'1 7. 8' below I st floor Contractor: Absher Construction subcontractor: Conco Cement Comp Supplier/Plant: Miles - 203 Qty Placed, Cu. Yd.: 162 of 216 Slump, Inches (ASTM C-143) or W/C Ratio: 0.30 Concrete Temp, IF (ASTM C-1064): 73 Delivery Ticket #: 163681 .lob Spec. Slump: 0.44 Ambient Temp, °F: 61 Truck #: 1\4021 Air Content, % (ATSM C-231): NA Min Temp, IF: Batch Time: 1425 Job Spec. Air: NA Max Temp, IF: Sample Time: 1525 Mix # and Proportions: 14800F2 Cement, lbs.: 5895 Coarse Agg, lbs.: 15480 (#8) Admixture, oz./cwt: Poly 997 - 556 oz Flyash, lbs.: 1120 Coarse Agg, lbs.: Admixture, oz./cwt: Glenium - 556 oz Water, gals.: 264.2 Coarse Agg, lbs.: Admixture, oz./cwt: G60 - 280 oz Fine Agg, lbs.: 12140 Coarse Agg, lbs.: Admixture, oz./cwt: Sample Type & Compression Test Results: Received 10/23/2015 Sample Set 2 of 2 Type of Compression Test: :Concrete (ASTM C-39) Lab Tests: Test Total Sample Sample Comp. Break ASTM ASTM New Log # Age Date of Test Load Dim. (In.) Area (Sq. Strength Tested By Type C-617 C-1231 (Days) (Lbs.) In.) (PSI) 7237 7 10/29/2015 97.385 4.00 12.57 7.750 Jordan Ulrich 3 0 7238 28 1 1/19/2015 133.275 4.00 12.57 10.600 Jordan Ulrich 3 0 7239 56 12/17/2015 142.290 4.00 12.57 11.320 .Jordan Ulrich 3 0 7240 56 12/17/2015 145.630 4.00 12.57 11.590 Jordan Ulrich 3 0 7241 56 12/17/2015 143.285 4.00 12.57 11.400 Jordan Ulrich 3 0 REQ'D 56 8o00 Remarks: Please reference field report #F68955 REPORTED BY: Jordan Ulrich REVIEWE"D 13Y: Cheryl Meredith. Lab Manager IDEC 172015 '"•,#tdra�h�irrt.s..sirt�+r M��n�n�.►.v+Mcr±:cr::-r+..,.�+�,.rsr.�Mnt�ra.�r rfr_r_ �im"O+q�a+',r�K+vnF,.c��-... rr ermeft"l 'r41Eyaw"rw_§—od r �:'tffimwn4':-0 3401 - 2113 Nmt +rla is r,eacim, it. co-soulelep.. lnr. A11 rls.kir rcperr$d. Corpatrate 0 777 Ciryxier Drlxc * Hurllnjl�tan, WA 9223., + Pbane 360.733.1$901 .* Fox 360.7.3&.19,810 Maternals, Testing & Consulting, I C. Gtaa"nitA] Fx40*rft & Qnsuiing 1 1 Taft 0 Emvfrnnm�ni�1 F,i0wrodA�imwcvt 'Intiif',i1i Washington Towers LP-15BO87 - Compression Test: Concrete: Report #C41864 CLIENT AM Wealth DATE 10/22/2015 PROJECT :LOCATION 233 Andover .Park. East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 10/22/2015 Time Onsite: 7:00 am Weather Conditions: j Sunny, 60's F Inspection Performed: j Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Center core wall (from pile cap to approximately l' below first floor) Sample Location: Center core wall, south wall near TC. 5' below 1st floor Contractor: (Absher Construction Subeontraetm•: ,C nco Cement Comp 11 Supplier/Plant: Miles - 203 -� Qty Placed, Cu. Yd.: 1126 of 216 11 Slump, Inches (ASTM C-143) or W/C Ratio:' 0,301 Concrete Temp, IF (ASTM C-1064): 72! Deliver Ticket #: 16361 67 r Job Spec. Slum Y � � p P: � 0.44 r Ambient Temp, IF: 55 Truck #: 019 Air Content, % (ATSM C-231): NA Min Temp, IF: - s Batch Time: 1258 Job Spec. Air: 11 NA Max Temp, IF: Sample Time: ]3! 45 Mix # and Proportions: I 14800F2 Cement, lbs.: 5850 Flyash, lbs.: [113-5 Water, gals.: 242.4� Fine Agg, lbs.: L12540 Coarse Agg, lbs.: I�400 (48) Coarse Agg, lbs.: 11-- Coarse Agg, lbs.:.r ^ Coarse Agg, lbs.: Sample Type & Compression Test Results: Admixture, oz./cwt: 'Poly 997 - 556 oz Admixture, oz./cwt: �Gleniu n - 556 oz - Admixture, oz./cwt: Z60 - 280 oz Admixture, oz./cwt: j Received 10/23/2015 Sample Set I of 2 Type of Compression Test: Concrete (ASTM C-39) Lab Tests: Test Total Sample Sample New Log # Age :Date of Test Load Area (Sq. Comp. Break Strength Tested By ASTM ASTM (Days) (Lbs.) Dim. (In.) In) (PSI) Type C-617 C-1231 �- 72327 _ 10/29/20151 95 850 4.00 1, 12.57 7.630 -Jordan Ulrich 3 ❑ 7233 ti 28 11 126080 4.00 1257 f 10,030 lord an Ulrich 3-�� ❑ 7234 �56 `�12/17/2015 �� 139 465 �i 4.00 � 12.57 17.100 '' Jordan lJlrich 3� ❑ 7235 56 1s 12/17/201��L 143 800 r� 4 00 12.57 awl L440 �Jordan Ulrich ,'3 — El 7236� '; 56 jr12C17/2015 14] 750 4 00 12.57 �....... _ . 1. _ _ I........_..»....._. _ 11,280 Jordan U(ruh 3 . L _ ❑ _ REQ'D 56 Tj0(_ , Remarks: Please reference field report— -""VISA R13PORTED BY: Jordan Ulrich REVIEWED BY: Cheryl Meredith, Lab Manager 41,511 PERMITCENTER e4rl,IxFea�.i1+�as.re�A, ff kkmw*�.n�s+w�. nrwmhwatrs�.6n{r2a!yilmskr%3 u� 714R . i811 Pl �irrlEH Finacl�cE �9. t��e�ul�ls�.. [es_ All rlg:Y�e evat+rrRel. corpavatc # 777 Chrysler Drlive * 11- rllMgtoon, W.At 111 i11 + Phone 360.755.1990 Fait 360, .9SA989 Materials, Testing & Consulting, Inc. Gtak%*nical! 'rfsdn.j # i13nnmt1�1! 1�a11�t9tJilld jlrw Washington Towers LP - 15BO87 - Field Report: Concrete: Report #F70163 CLIENT AM Wealth DATE 12/17/2015 PROJECT LOCATION 233 Andover Park. East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 12/17/2015 Time Onsite: 9:00 am Weather Conditions: Overcast, 40's *F'. Inspection Performed: Concrete Report Profile: ® RFI (# 10.. 053R.2) Comments: Rl"INFORCING STFFL: Sheet: S2.01S, S3.001, S3.401. RF1 053R.2 Details: 4.17,18/S3.401. Concrete column sched. Note 3 R.FI 10 1 OF-G., 2 Location: Columns west sector SOG to 2nd floor PERAAIT CENTER I was on site to perform site inspections as required. CONCO crews on site to install reinforcing steel and formwork for columns. Observed crews place column reinforcing for columns at the following gridlines: ":T/17. TF/T8, TF/T9 As noted yesterday. 1 again observed that the column tic spacing at the splice point appeared to be greater than the 4" oc spacing as required. Upon measuring found that there appeared to be irregular spacing with some at 3" oc or less and some. at 5" oe or more. Discussed issue with Bill (CONCO) that it appeared the i,f the irregular spacing was corrected so that all ties were evenly spaced at 4" oc the issue could be corrected. Observed as crews adjusted ties as needed to achieve required spacing. I observed that the reinforcing steel placed appeared to have the correct lap, spacing, clearance. size. and was free from deleterious contamination. After reinforcing steel inspection. observed crews place formwork for columns at the following gridlines: TP/T7. 1.F/1'8. TF/ -9. TG[FT TG/1'8. TG/`1'9. TI1/"1'7. TH/'T'8. '1'1/1'7. TI/T8. FJ/T7. LUT8. "I'N4/'1'7 1 verified dimensions of columns forms and observed that chamfered edge installed as required. Observed crews place 1.5" plastic chairs around all sides as needed to provide required reinforcing steel clearance to forms. The above noted thirteen columns ("fF/T7. "['F/T8. TF/T9, TG/T7, TG/1'8. TG/T9. Tl 1/T7. `I'F1/`l'8, T111-7. TI/1'8. T1/17. T.I/"f8. TM/T7) appeared to have the correct lap, spacing. clearance. size, fine from deleterious contamination and ready for concrete placement CONCRETE: PLACEMENT: Sheet: S2.01 S. S3.00I.. S3.40 C. RF 1053R 2 Details: 4.17.18/S3.401. Concrete column sched. Note 3 RF1 10 Location: Columns vvest sector SOG to 2nd floor Observed the placement of approximately 22 CY of Miles Sand & Gravel Company concrete mix design 148001-'1 into columns at locations noted above. Concrete placement and method appeared acceptable. Arrived on site prior to concrete placement to check that pour area was fully prepared for concrete placement, free of debris and reinforcing steel installation was acceptable. I was on site to sample/test concrete as required. One set of 5 - 4x8 cylinders cast for compressive strength testing. Please reference concrete report C42405 for concrete information. M .a+lQ+�r+*¢_�r2.r+,n�,+raN+��h NaR.�esil�s n�Eoa�:tbsl++Y aa��nrwa**,c.11�as aR �FrwN�1r�..�.ir R"�'a' ar �isv�. alaRh�►.-fit �'+l�aoa�. r.!+nAer4we s nncaikaa im MT�aa4ilr nsaru M�e�xairs6+arrwiaa4I IR1i, 9 744/ . 1,413 Hoi4rltle rcwclal a C.aaralrlal. Inc all rijA%* ruarrr41. Corporate r 777 Cbryxler DFIVO I Ilarlindtan, WA 41923.1 + Pbane 360.733.1990 6 Fax 66J.96.1990 Materials, Testing & Consulting, Inc. 1'e""MetiJI min; & [:+i imbing 1 Tafts 0 Fm1ireii n idn110- i llf F, w!wrrJArrmsrita Sint+i Concrete was placed via crane and bucket. and mechanically consolidated by vibration. Observed placement and consolidation throughout pour and metbod and execution appeared acceptable. Work performed, that was visually inspected was found to be in conformance with approved project plans dated 18-MAY-2015. REPORTED BY: Jordan Ulrich REVIEWED BY: Tim Macke. Technical Director PERMIT CENTER ► '41�( r to 't lit�vi: T .MII±" .�k :t:.. t miw i�!�caF�. tM pNit �nl rnel�c�.11 vr.. w "radon w *f "w!iho"Y! Ax4 I t+l ekr . qwrowillo"M* ro4hto,7..W.l: wn w eneteawfnea wn npertr Mar vW ptr,�Ner{� '!ed�aasw rrvli •0 3441 3.1117 Nei4rWe renting & commuleisg. Iris. R11 rlt Ytr raerr.". Corptl,rsfe * 771 Chrysler Drive m IBwrlingt:an, WA -011233 * pll,nae 360.733_19941 = Firs 360.19SA9.80 MaterialsTesting & Consulting, Inc. iG#Ae&nical Fftlimioz & Conwiling 1 Terrft 01RnnmA r to 10�+dlti� N Washington Towers LP-15B087 - Field Report: Concrete: Report #F70116 CLIENT AM Wealth DATE PROJECT LOCATION 233 Andover Park East PERMIT # Tukwila WA 98188 Inspection Information: .Inspection Date: 12/16/2015 Time Onsite: 11:00 am Weather Conditions: Overcast. 40's *F. Inspection Performed: Concrete Report Profile: N RFl (# 10. 053R.2) Comments: REINFORCING STEEL: Sheet: S2.01S, S3.001, S3.40L RI-1 053R.2 Details: 4,17,18/S3.401. Concrete column sched. Note 3 R,FI 10 Location: Columns vvest sector SOG to 2nd floor. cap to SOG TE/T6.1 and TE/T8.1 I was on site to perform site inspections as required. 12/16/2015 D15-0210 CONCO crews on site to install reinforcing steel and formwork for columns. Observed crews place column reinforcing for columns at the following gridlines: TM/T7. TM/T9. `IV-17.1 TVI . TJ/T9. Tl[l-T TI/T8. 4-1/1'93H/1"7, T] I/T8, TH/T9. TG/T7_ TCi/f8, TG/1-9. Observed that the colunnr tie spacing at the splice point appeared to be greater than the 4" oc spacing as required. Upon measuring found that there appeared to be irregular spacing with some at 3" oc or less and some at 5" oc or more. Discussed issue with Bill (CONCO) that it appeared the if the irregular spacing was corrected so that all ties were evenly spaced at 4" oc the issue could be corrected. Observed as crews adjusted ties as needed to achieve required spacing. I observed that the reinforcing steel placed appeared to have the correct lap, spacing. clearance- size. and was free from deleterious contamination. After reinforcing steel inspection. observed crews place formwork for columns at the following gridlines: TM/T9. TJ/I'9. I l/T9, TH/T9 I verified dimensions of columns forms and observed that chamfered edge installed as required. Observed crews place 1.5" plastic chairs around all sides as needed to provide required reinforcing steel clearance to forms. The above noted four columns (TM/-9, T.1/1'9, `I'1/'T9. T11/T9) appeared to have the correct lap. spacing, clearance, size. free from deleterious contamination and ready for concrete placement. Observed reinforcing steel for pile cap to slab sections at TF-/T6.1 and "TE/f8.1 as detailed in RI-1 053R.2. Reinforcing steel appeared installed as required. including added epoxy dowels per RF1 053R.2. The pile cap to slab sections appeared to have the correct lap, spacing, clearance, size, free from deleterious contamination and ready for concrete placement. CONCRETE' Pl FICBMEN`I`. MY OFIM Sheet: S2.01 S. S3.001. S3.401, RF1053R.2 I DEC 17 Details: 4.17.18/S3.40I. Concrete column sched. Note 3 RFI 10 Location: Columns west sector SOG to 2nd floor, cap to SOG TE/Tfi.l and TE/1-8.1 PERMIT CENTER Observed the placement of approximately 9 CY of Miles Sand & Gravel Company concrete mix design 14800171 into columns at TM/T9. TY19. TI/T9. 'H l/T9 and pile cap to SOG connection at TE/T6.1 and TF/T8.1. Concrete placement and method appeared acceptable. 00. limp win Art aV0101R'mM fir tw*i4M"I[-.%1IM4P7l14110 Or Sfii�Fl!1h1'�fl-l�rl7MOkvw.YS`�011mt W"wM ro&woV''k�N'�hf>: �IMI.�+Jlr4R`!PJ trrr.®irwa.K,lwly�nr�eruYeravrsit 'i�'tiaa «i:0 34*1 - It13 Meifrlete Testing 6. Ce*tulelug. jar A11 rig .iee resarr44. Corparmic * 777 Chrysler Drive - Barlington, WA 9�923 t phase 360.755.1990,w Fox 3 4:9.SS.:A990 Malern'aEs Tesfikg & Cansuftnks, Eac. GeasechnIeW FAO=wb* & C wmAing o Sitlrcial in Tenn * ETI nI , t 0 c« .F.■ gbwr rJAntm aft Sinft IATY t Arrived on site prior to concrete placement to Bieck that pour area was fully prepared for concrete placement.. free of debris and reinforcing steel installation \\as acceptable. I was on site to sample/test concrete as required. One set of 5 - 4x8 cylinders cast for compressive strength testing. Please reference concrete report C42386 for concrete information. Concrete was placed via crane and bucket. and mechanically consolidated by vibration. Observed placement and consolidation throughout pour and method and execution appeared acceptable. Work performed. that was visually inspected was found to be in conformance \\ ith approved protect plans dated 18-MAY-2015. Images: UPLOADED: 12/17/2015 09:46:00 Preparing columns for concrete placement 7 l� v UPLOADED: 12/17/2015 09:49:00 Placing Pile cap to SOG connection TE/T8.1 Ll now 1 , UPLOADED: 12/17/2015 09:48:00 Pile cap to SOG connection TE/T6.1 UPLOADED: 12/17/2015 09:49:00 Placing concrete column at T1/T9 Am RM"i01r"p*,. t4 PMIN WW—1 nMr.-i efro6. nacre sr ►yrA.af6Mws o�h��rsryrle�ar�w Ysard pmuga to -, rr,a 3001 - 2411 Mnrrlal■ 7nr1ul & inoulrlq. 1 r A.11 rl#Y.r rrrrrrN. Corporate * 777 C6ryrler Drive -F Burlington, WA 18231 f Phone 360.733.1990 a Fax 960.7.96..1.9$6 Materials Fasting & Consultm'g, Inc. G nICWI Fa0waft & QvivAing I i 'ffegft 6 En. ronnii- mii Cz - 11ii1>� UPLOADED: 12/17/2015 09:50:00 Placing concrete column at TJ/T9 REPOR`I ED BY: Jordaii Ulrich REVIEWED BY: Deane Ramsdell, Project Manager �sr gwrv._�+"- k-M:i.=.er9-64! 01"t 1Mdk-"fkr#W. PO". 00mar }'rl►..4Lr' S'c�l' r.�.v%e ±+l�!r�l lM� af" .nxa+arF: +w gvww ft=mwmpadM *wrvpwub*mN"Wp iwwdr*gwkc 34*1 - 3112 Nsi4riait reet1a1 a ceneulelsl. irr A11 r11.Mse rea+rrad. grpalrste i 777 Cbryslcr Drive * Rurlingtan, WA 922,13 * Mane 360.731.1090 * Fox 3045.USA980 Materials Testing & Consulting, G#*%Anic61 Ar 476nnXing Ted"! Ap FA m-nt,1P r�rllli� &Siwrord Asorpmrity STnr* TATI Washington Towers LP - 15B087 - Proprietary Anchors: Report #P12971 CLIENT AM Wealth DATE 12/1 1/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 12/11/2015 Time Onsite: 10:00 am Weather Conditions: Overcast, 50s* F. Inspection Performed: proprietary Anchors Field Data: Base Material: ® Concrete ® Un-cracked Thickness in inches: 24" Specified Compressive Strength in psi: 8000 Hole Data in inches: Depth: 9" / 15" Edge Distance: 12" + End Distance: 12" + Diameter: 7/8" Spacing: 6" / 12" oc ® Clean O Drilled O Cored Mechanical Anchor Data: fVpe: Length in inches: Diameter in inches: Adhesive Anchor Data: Product Name: I-lilti Hit HY 200 R Location: TM shearwall at approximately T6.5 Torque (Ft. Ibs.): ❑ Setting Tool Present Batch #: A - 8203736. f3 - 8102760 Exp. Date / Shelf Life: 5/3016 Number of anchors: 8 top (r;9"), 14 bottom ((u)IS") Anchor Length in Inches: 48" Anchor Diameter in Inches: #6 ® Anchors installed in accordance with manufacturer's instructions. specifications, and corresponding evaluation report (GR-3187) Reason for Inspection: Shown on plans or specs ❑ Intentionally omitted during original placement ❑ Re -inspection* ® Needs Engineer's review and acceptance* ® Other Pormsavers interrupted during placement ® Reinforcing Bar ® Holes properly cleaned prior to epoxy installation Remarks: i1EcElVM ONVOFTOKWILA 11)EG 16 1 PERMIT CENTER AI!'s 1'R1MraMsir r>�Ahna�st.�! §�t. �1!t* Al's-FRIpwmk. iapow: Wrl .VII-4 +�n1A4 Rnpeaf; N'.Jiaee. rMM +IkR 4kA4+k �+' eMnnw IVrr+:�a nP Mrss[raaaaloaft, 1401 - I.1113 Notarlr.lr rartlall W. Crarulrlall. I" All rl`.YRr raatrrad. Ciltrpnrste # 777 Chrrslcr Drive or 8vserltnirtan. WA —98211 * Phame 11641_798._1301Fdt w Fair A192,19C. OR1i t • r- r 1 "' '• tit ,1r>, ti' . - t I t i �p � F.na ltrxVPAow= vj, Bn* IM ADHESIVE ANCHORS Sheet(s): S2.01PC. S2.01S. S3.316. S3.317 Detail(s): RFl 168 Location(s): Shear Wall at "fM/1'6.5 (approx.) Observed contractor drill holes into shear wall to install rebar dowels per RFI 168 to replace form saver dowels which were disturbed during wall concrete placement. lloles were installed per RH with 8 holes at top mat 9" embed ,fir; 6" oc and 14 holes at bottom mat 15" embed (r 12" oc. Verified hole depth and spacing/location of drilled holes. Observed contractor use compressed air >90 PS1 to blow each hole clean, and 7/8" brush to brush holes as stated in the manufacturer's printed installation instructions (MPH) (blow twice. brush twice. blow twice.) Observed contractor install 46 x 4'-0" rebar dowels using Hilti Hit H,Y 200 R as adhesive. Installation appeared acceptable per the MPII. 'hype of Anchor(s): Rebar Anchor Dimension(s): #6 rebar dowels 4'-0" To the best of me knowledge. all work was performed in conformance with the manufacturer's printed installation instructions, project plans, and RI -Ts. Images: UPLOADED: 12/ 14/2015 14:57:00 Drilling holes 4 UPLOADED: 12/14/2015 14:58:00 Installing dowels 11Eck.-.0 t;I- Ci`i`P OF Ytj%w1k IDES 16 2015 PER%17 CF: iU i F-P ara^r!r[7 cs re., '�7cs'►.�aft6e�a�c1 -.�+,^� i�q}y t! r 3461 • I113 Mnifrlale r[vrimp d. c e,,aworij. a&r Aii ri}.YTr rearrrt�J. iCorpormle r 777 C6rvxler Drive * R-urlimpton- WA U21-1 * Phmne 14a.4-744 100A * Fna 166_?9C.Joit6 E E 11A., MRteIr'REC 'Tec�sblg & C012scuflUIMS, EEL TOWM20in" R4%0�Aouftno Uu* ISWI —7 UPLOADED: 12/14/2015 14:58:00 Dowels installed (note additional holes abandoned) am= UPLOADED: 12/14/2015 14:59:00 RIETORTED BY: Jordan Ulrich REVIEWED BY: 'im Macke. Technical Dii-ector Epoxy packaging FiFC0VED CTIV OF A I DEC 16 2015 PERMF 4�0eUsriTP *s' I "smo r" s. kv ski r—*"cPW e—rpo-k kvw** - r 2401 - 3111 Nolprissly root&ss, it c*vmvlvjqj. I" All #111sto rcav"ord, C aro4virm it * 777 Ch isirsler DF 11t, 4 B Itribi ittem - WA 9923.1 * Phone -160-749- 1 *Gib m- Vnx 1615I 99 - I QJtrI Materials 'Westin & Consulting, Inc Gookchn1sii ctttln s.�t�� lnrsr�nm+t�N €adltiin F..a,�.t4�rmart+t fwurex tf�k'f�' Washington Towers LP - 15BO87 - Field Report: Reinforcing Steel: Report #F70027 CLIENT AM Wealth DATE 12/14/2015 PROJECT LOCATION 233 Andover Park East PERMIT # Ell 5-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 12/14/2015 Time Onsite: 10:00 am Weather Conditions: Overcast. 40's *F. Inspection Performed: Reinforcing Steel Report Profile: N RH (# 049.. 053R.2, 168. 169) Comments: REINFORCING STEEL: Sheet: S2.01S, S3.001, S3.202 Details: 17/S3.001. 59.16.18/S3.202 RECEIVED .8. CM OF �.PP�IXIIA Location: Level I slab on grade TE.7-"I'M/T6-T9 I DEC 16 2015 1 was on site to perform site inspections as required. PER41T CONCO crews on site to perform final preparations of slab on grade for concrete placement. Observed crews install manhole at revised location per RFI 169. Observed trim bar installed around opening as required per detail 17/S3.001. Noted that the top mat of reinforcing steel appeared to be low from approximately grid Iines TG to TF along full width of slab. After measuring I noticed that the slab had almost 34" clear cover over the top mat steel. I notified Absher and Conco immediately and contacted Paul 13. (13SE) to discuss the issue. After a phone call between myself, Paul and Barrett (Lund Opsahl) the following action was taken. Adjust the entirety of the slab reinforcing up allowing for an additional '1.5" approximate clear cover on the bottom of the slab while lessening the clear cover by approximately 1.5" on the top of the slab. Observed Conco crews use crane to lift reinforcing steel and install additional dobie blocks at base of reinforcing steel to lift both mats as noted above. After adjusting the clear cover vas approximately 4" bottom and approximately 2" top. Observed multiple areas around the slab on grade where rebar clearances were less than the required rninunum, most notably along the edge forms and at the thickened edge. Notified Conco of the issues and observed as crews corrected anv clearance issues. Observed two areas where vapor barrier had been damaged and possibly removed resulting in exposed subgrade material. Notified Conco and observed as trim pieces were cut and taped into place to properly cover subgrade. Observed debris in many areas of the slab. including scrap pieces of conduit. tie wire rolls. extra dobie blocks and other various scraps/trash. Observe Conco perform cleaning sweep of entire slab and remove all debris as required. I observed that EC crews were on site installing all remaining electrical conduit stub ups as required. 1 did not see a detail regarding electrical conduit banks/groups addressed in the structural drawings, so 1 called Paul B. (BSE) for information. lie requested to have the contractor send photos of conduit penetrations to him for further review. I notified Absher of the conversation and Gabe sent e-mail with attached photos of conduit penetrations to Paul for review. At end of day we are awaiting response from BSE. Reinforcing steel installation is complete. The RS placed thus far appeared to have the correct lap. spacing. clearance. size. and was free from deleterious contamination except where awaiting response from BSF, regarding areas around conduit stub -ups. The Nvork observed was consistent with the project drawings dated 18-MAY-2015. Images: W,W16,W,-eh0*~*YN�W4"-%"bd P *,. F-M-.,, :rk„W6,eW ,..#r.m -wd0llf ,,,W ter -* .WWI . MOOR WX o*vpo armhMMMIt Iry Wnrrn 4 1+/01 • 1113 q arena Is Tearlsl K Casaultlel. One A 11 rlFAtr raagrr d . Caren ate # 777 Cbrvsltr Drlvt * Hu,rilnatan- WA 41921-1� * Phane 144_743_149li * Fair 144 1CCAGRB Materials Testing & Consulting, Inc Gnu%linlcid Enbmft & i..MWAirig I : Tesfmm 01&rrxl�nmRmtali UPLOADED: 12/14/2015 22:18:00 UPLOADED: 12/14/2015 22:18:00 Lifting mat with crane Extra dobies installed UPLOADED: 12/14/2015 22:18:00 UPLOADED: 12/14/2015 22:19:00 Area of vapor- barrier which was fixed after pic to REPORTED 13)':.Iordan Ulrich REVIEWED BY: Tim Macke. "Technical Director End form 7' east of TF �BK 16 2015 PERMIT CENTER SeerM.�pl(9N1 MIwrMlRls+sped esevleh pm 0AN"fold(}MY."t" %tior1ol41niiY"1rP. �1�R.A �C YAr�/a'��fA��1�R4�!7 Rek'lh�A!"��M/A 4► r/7t��I'M�RIR .T'!�R '4� 091100l10110%pFlift O9R"w YseM PM q"WdVMM ewd.:1 2441 - 2113 Morale le Tr■s1r1 i. i'e owls lq. 1sr 411 rI#big rev#rrsd Caroarmle r 777 Chrysler Drive r Ruirllnctan_ WAL 41211% a PAaae 1641_7dR_i496 r 17aa Ab8.799-IORB Materials Fasting & Consulting, Inc Gmsetl jilcut F40wwft &Gmsaltine 1 Tmft#Envi�nm'mt�i4aessa]II� Washington Towers LP-15B087 - Field Report: Reinforcing Steel: Report #1770006 CLIENT AM Wealth DATE 12/11/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 12/11/2015 Time Onsite: 10:00 am Weather Conditions: Overcastw/ showers. 50's *F. Inspection Performed: Reinforcing Steel Report Profile: ® RFI (# 053R.2) Comments: REINFORCING STEEL: '! rrry OiF 1,`1i4t47LA Sheet: S2.01 S, S 3.202 I DEG 15 2015 Details: 5.8.9.16.18/S3.202 4 Location: Level 1 slab on grade I'E.7-TM/T6-T9 PERMSTCENTER I was on site to perform site inspections as required. CONCO and CRUNCI IER crews on site to continue installing reinforcing steel for slab on grade west sector at locations as noted above. Observed crews continue installing reinforcing steel for curb and at thickened edge. Reinforcing steel installation is in progress. The RS placed thus far appeared to have the correct lap. spacing. clearance_ size. and was free from deleterious contamination. Installation is in progress. Discussed issue with manhole location at water tank lid with Absher. Gabe with Absher brought to attention concern that the manhole location near the TM shear wall would require to cut and remove reinforcing steel including form saver dowels that tie the wall to the slab. Also due to the location proper trimming of the opening per detail 6/S3.001 may not be possible. Absher planned to draft and submit an RI-1 regarding the location of the manhole and removing reinforcing steel. No reinforcing steel was cut/removed today and will wait for official response from engineer of record prior to continuing with manhole. The work observed was consistent with the project drawings dated 18-MAY-2015. Images: UPLOADED: 12/13/2015 22:19:00 UPLOADED: 12/13/2015 22:20:00 View of slab in progress. Conduit bank near electric room near TPT6.5. !dt.c..n+�e1�nwhrram9tevr,.�serfnrsrabshrte„R+h-swrrN a.a+a►wr�+Aswt.thrt+1+ s4werM...Al+s+nsscM�1rs+lssi1r�w!yltrsJM�rq.nrttssls.a.sstssMs1@W*R1a.�n+ r+ts+rsr4sssNa,r=.�r+a.�as men Res wee.�s+de irrq�teYseu.Wp�B��m'M��rri.9 aa{�� 1.��1 N.ttrisip rmimp a. C.ssuivisil. bias An rijbtf rartrrsd. Carpov;nle # 777 Cbryxier Drive * Barlimiltan. WA 98231 * Pi ee 360.73S..19941 * Fat 64.7.98..191to Materials Fasting & Consulting, Inc. Gmlft*nitaf FAVkwarsny & Ggin ing o Spatial InVet tan o MmwWhq Ta j * En mmm�ni li 4 af11i UPLOADED: 12/13/2015 22:20:00 Slab location survey progress. R,EPORTI.-J) BY: Jordan Ulrich R.GVIE'WED BY: Tim Macke. Technical Director vim A PERMIT CENTER �l�r•.�is!�hW1��!s!dn�E�r.+N M-.�.ap�7F.tfr!l�+!ta �r±�!ucpA+Pr:.�P.efNcn.�±1: �esr��'a 6r n�!9fe�l�rt}t+rtces.��r+.!�+.MAti!.i�..sr z�s++..r*€z.r�e rfiaf++��r rer�Yf�ie re: -.re ea 6aa�.r 1pa e� r!r#e d'. n if{i� 7;�17 Nl.�iriri. rr.cImj f, i'ra.ul.fe®.. ow A.11 rjg:Ye. r..rre�. Corpavale * 771 Cirysder Drive 4 R-mr1logtom, WA 192,13 * P`a me ��ii�.7�S_199fh � Fos 964.79S:d996 MaterialsTesting & CoInc. Fl< GeaktImItW1 FAC w v*m Itt Cxmv Airt¢ S clt11'kn;.tKctltm 'klatsrirl� Tojeme * Fm►,Ir.+nm+n11rIeall% F. rd Aoummv S4" Miff! _ Washington Towers LP-15BO87 - Field Report: Reinforcing Steel: Report #F69959 CLIENT AM Wealth DATE 12/10/2015 PROJECT .LOCATION 233 Andover Park East PERMIT # D15-0210 TukNvila WA 98188 Inspection Information: Inspection Date: 12/10/2015 Time Onsite: 9:00 am Weather Conditions: Overcast xN-/ shoNNers. 50's *I Inspection Performed: Reinforcing Steel Report Profile: ® RFI (# 053R.2) 4ftcioWED Comments: REINFORCING STFEL: ary r* rvMLA Sheet: S2.01 S. S3.202 )DEC 1.4 2015 Details: 5.8.9.16.18/S3.202 Location: Level 1 slab on grade IT.7-TM/T6-f9 PERMIT ER I was on site to perform site inspections as required. CONCO and CRUNCI IER crews on site to continue installing reinforcing steel for slab on grade west sector at locations as noted above. Observed crews continue installing reinforcing steel for top mat. Observe crews installed added number 6 bars at 36 inches on center as required. Observed crews install reinforcing steel at edge forms as required for curb. Reinforcing steel installation is in progress. '['lie RS placed thus far appeared to have the correct lap. spacing. clearance. sire. and was free from deleterious contamination. Installation is in progress. Observed Conco crews begin drilling holes for epoxy dowels in shear wall at'I'M line \\ here form -saver weren't present. Discussed issue \\ ith Conco and determine that no RFI regarding this issue had been submitted. 131-ought issue up to Absure and pending RI'l was drafted and submitted for review by the Engineer. Conco crew continue drilling holes but no epoxy or dowels will be installed without approved RFI. The %%ork observed \%as consistent with the project drawings dated 18-MAY-2015. Images: UPLOADED: 12/10/2015 21:17:00 UPLOADED: 12/10/2015 21:18:00 Curb dowels at thickened edge. Slab steel installation in progress. An-volit , a irido"rrhih l!- AZ.I�Wsrwr.F r+Wam1bl pow. eel vwm#--.01 xv-vw.- -0"v*rr7n4e 0pV—1 r rlsamsp. er►'O1�lWon lrr palkasp "rock m+41..VrhM�v nrsairmompl#w"WUIN r.n/ wipe, rr.1., 9 3/01 • 1113 Mai aria Is Trnrlrl A Cnrrlrly. left 0.11 rll Yn m#rr". CarpnrAla * 777 Cbryxlcr DrIve * BurillmS an, WA 99233 * Pbase U0.753.1990 * Faic 360.75SA980 Materials Testing & Consuddung, Ene. Emomwft & ConsubingWI F$ UPLOADED: 12/10/2015 21:18:00 Drilling holes at shear wall TM line. REPORTED BY: Jordan Ulrich REVIEWED BY: Tim Macke, Technical Director f -H-. VEU OF TUMVI A IDEG IA2015 PERMIT CENTER 4!�FA+pn.Hes�tiisrx:=r.,+�.ax!!R a+eF,e.n.k-. �as+�.�4sr�Ntral ksae+rs..Mrw,q'tk!:..i+l�twarnlp..la°.a.�tp+.i+..g�al.n,in+Mla,*�rsyyh..:a,a �r necvPrn an rs arrrryau Y�satal {I xr,�lrr�, �.gsrfaf,a 3,101 • 3.111. M114HAIR Tf§EIftl A CofINUIRINI. Irx A11 r11:4ar raarrra+d. 1 Carpavate P, 777 C6mysler Drive *, Rnrlitg1tom, WA —98233 f Phnne 360.733.1990 *;Era e'" 6o' ru) r - T Tj �[ T' 1 Gr—Wirlival �, -r�sr �r r'!n ink Q11t stern i tt ,%� �►� + Try nmmtrili c--9lf_ ' J�;ne�'.�'rAiFx'o�q�fi,'£urryr J'L5i`l Washington Towers LP-15B087 - Field Report: Other: Report #F69866 CLIENT AM Wealth DATE 12/07/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 12/07/2015 Time Onsite: 12:00 pm Weather Conditions: Rainy, 40's F Inspection Performed: Other Comments: RESIDENT INSPECTION I was on site to perform site inspections as required. CONCO crews on site to begin installing; vapor barrier for slab on grade placement in west sector oi' building from approximately grid lines TF-TM/T6-'I'9. Observed crews placing vapor barrier, overlapping and taping at seams as required. Noticed that there were issues with tape adhesion likely due to excess water from steady rainfall. Crews will continue installation of vapor barrier and correct any adhesion issues when drier condition allow. Crews installed edge forms on North and South sides of slab on grade and began installing edge form on West edge. Conco plans to begin slab on grade rebar installation at some point tomorrow. Work performed, that was visually inspected was found to be in conformance with approved project plans dated 18-MAY-2015. Images: UPLOADED: 12/07/2015 16:40:00 UPLOADED: 12/07/2015 16:40:00 SOG vapor barrier looking East from TJ line SOG vapor barrier looking Wast from TF line REPORTED BY: Jordan Ulrich REVIEWED BY: Deane Ramsdell. Project Manager G- 1F-;: lC 10� PF RC�SI4 ¢'VCeF �-:P raer 1';�.^r.,. a��-R.C. �. ^a�ii—•'-;.. .r c.fie—:. ,�Z A' I•'�vG I.RII Amcri*ID TaffnnE e, Cn 7ruIrmff ]ep All riFkrr Crrpnrata * 777 CbcY:OL'r DFIVt * Eartiontan, WA IS23.3 * Pbone 360-755-199 t ± Fax 360.799.1990 r nirtd 1. nnw! In6 0 Sr(—JeI tnsp:tr im 0 Mr crUs Tcw�n. 6 U nmr i 111 Cc z!I!€ Washington Towers LP - 15B087 - Field Report: Reinforcing Steel: Report #F69894 CLIENT AM Wealth DATE. 12/08/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 12/08/2015 Time Onsite: 12:00 pm Weather Conditions: Rain. 50's *F Inspection Performed: Reinforcing Steel Comments: REINFORCING STEl"L: Sheet: S2.01 S. S3.202 Details: 5.8.9.E6.18/S3.202 Location: Level I slab on grade T[?.7-TivVT6-T9 I was on site to perform site inspections as required. CONCO and CRUNCI IER crews on site to begin installing reinforcing steel for slab on grade west sector at €ocations as noted above. Observed crews begin installing bottom mat E,/W and N/S bars starting near "I'M line. The RS placed thus far appeared to have the correct lap. spacing.. clearance. size, and was tree from deleterious contamination. Installation is in progress. The work observed was consistent with the project drawings dated 18-MAY-2015 Images: UPLOADED: 12/09/2015 1 1:3 5 :00 SOG looking West from TG/T9 RE"PORTED BY: Jordan Ulrich REVIEWED BY: Deane Ramsdell_Pro,ject Manager �1. DEC 10'J ?F4nz' ry ncg—L p �;�---,w.--+.r-+rr,�-.-��h- r-,r-�.�-t•,-�,,--^ r��■-�-'�..nt,e.r---.�r-r^�=rt,.,r. _.da-T,r. �c-'r.^�s_-•:�-�r=--,�ear_� a--..�_`-n'>�r::�-, '---,�.r�r;_-.�r rm�—t— -..— v.—�rr�¢+ii—lrci;•--.•—.ar�rce c7---,' r 3.1{7 , IFII "An r I r I Tcer Pr u, Cc nwrVdrr. -r A11 f,ig t-r; ru=crs s.d Corpavalc * 777 C hryMer DrIvo * Barbe.gton, WA 99233 + Phan,e 360.75S_1996 Fax 3601 7.!;SA980 Materials Testing & Consulting, Int, G5r4nl I irizt 1%nsa7ilGln 5p>"z$ei Maa: M�Nralil� T�n+ntr��an1t19l�arlliu� ,F�AartM%"r* Sin" MY � Washington Towers LP - 15B087 - Field Report: Reinforcing Steel: Report #F69924 CLIENT AM Wealth DATE 12/09/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 12/09/2015 Time Onsite: 10:00 am Weather Conditions: Overcast. 50's *lF Inspection Performed: Reinforcing Steel Report Profile: N RFI (4 053R.2) Comments: REINFORCING STEEL: Sheet: S2.01 S. S3.202 Details: 5.8.9.16.18/S3.202 Location: Level I slab on grade'I'F,.7-TM/"1'6-"I'9 I was on site to perform site inspections as required. CONCO and CRl1NCHER crews on site to continue installing reinforcing steel for slab on grade west sector at locations as noted above. Observed crexa,s continue installing bottom mat E/W and N/S bars starting near TM line. Crews began installing top mat reinforcing steel starting near TM line and working east. Crews also began installing drag steel. again starting from TM line working east. The RS placed thus far appeared to have the correct lap. spacing. clearance. size. and was free from deleterious contamination. Installation is in progress. Observed Conco crews working to drill holes at pile caps at TEff6.1 and TEAXI per RFI 053R.2 response. Per RFI #5 Hilti III IA IY 200 adhesive anchors with standard hook at top, embedded 12" into pile cap will be installed as req'd. Crews did not complete drilling ol'holes today. plan to complete drilling and install epoxy dowels tomorrow. The work observed was consistent kith the project drawings dated 18-MAY-2015. Images: UPLOADED: 12/09/2015 15:49:00 UPLOADED: 12/09/2015 15:50:00 Note drag steel installed, pic from TG.5/T6 Top mat over water tank near shear wall at TM Re Zvrvi..i:1 C1W0F'T- 1 DEC 101U15 PEAwT cc'lr, t-;- ta�YM 4IrWIF0A'fi. !41II RIM'l1Ar}^MM AA�S9!k.IdK rrYlM11R*',4.. f1�7.+9lt�WalC t�iMt7+ill�IM!vf/M A1EdG�pllk.w#�4IM*ifl�iR{llA.!t1�41i R11s arwahm#, . V 2I17 Mm:tritlr Teerial & {"aa®alelal. Iat All r1I.Ya6 reaxrraJ. CorParala F 777 Chrysl*r DFIVe 4 Barlington, WA 9S233 * Ptrfnna 360.733.1990 * Fax 366-795.19,99 Materials Testing & Consulting, Inc. Ge*d rilml F & CovivAing 1 ! T44ft * En nin 4 1 h F Q F-ekkrv4A**wtu" .54" FOW UPLOADED: 12/09/2015 15:50:00 Edge form east of'rF line, bottom mat in progress RETORTED BY: Jordan Ulrich REVIEWED BY: Deane Ramsdell, Project Manager RECEWF-, 11� or �'.. . I ]DEC 10 2015 PEP "o, - 47 3401 - 1,013 M vi-PrIs le avidly It C* evulvial. lrK A 11 OlAte risfrr-iA. Corpavate v 777 Cbryxlerr DFIVf I Rurlimgtwn, WA -99211 * Phome Pax -3610J.95419-90 Materials Testing & Consulting, Ine, G#*kOnlrall n5ullling S ei#I'Ingpetclt�tt 111tt1 1f�1c'letrt n,� t' 1lin+Mt+►nm+kni�l d ttllll Washington Towers LP - 15BO87 - Compression Test: Concrete: Report #C41728 CLIENT AM Wealth DATE PROJECT LOCATION 233 Andover Park East PERMIT # Tukwila WA 98188 Inspection Information: Inspection Date: 10/09/2015 Time Onsite: 10:00 am Weather Conditions: Cloudy. 60's F Inspection Performed: Compression Test Concrete Field Data (ASTM C-31): Location of Placement: Water tank mat slab Sample Location: N rater tank mat slab at. T1.5rf8.5 Contractor: Absher Construction Subcontractor: C'onco Cement Comp Qty Placed, Cu. Yd.: 9 of 22 Slump, Inches (ASTM C-143) or W/C Ratio: 9 10/09/2015 D15-0210 c�G+;eivEO �Gjll�itn IDE-G' 0 ir. 015 t. PERWY CEtaER Supplier/Plant: Miles - 203 Concrete Temp, IF (ASTN9 C-1064): 74 Delivery Ticket #: 163321 Job Spec. Slump: 8 Ambient Temp, IF: 65 Truck #: M135 Air Content, % (ATSM C-230: NA Min Temp, IF: Batch Time: 1323 Job Spec. Air: NA Max Temp, IF: Sample Time: 1420 Mix # and Proportions: 148001'1 Cement, lbs.: 6350 Coarse Agg, lbs.: 15340 (#8) Admixture, oz./cwt: Poly 997 - 612 oz Flyash, lbs.: 1250 Coarse Agg, lbs.: Admixture, oz./cwt: Glenium - 612 o-r_ Water, gals.: 246.2 Coarse Agg, lbs.: Admixture, oz./cwt: Z60 - 304 oz Fine Agg, lbs.: 11380 Coarse Agg, lbs.: Admixture, oz./cwt: Sample Type & Compression Test Results: Received 10/12/2015 Sample Set 1 of 1 Type of Compression Test: Concrete (ASTM C-39) Lab Tests: Test New Log Test Total Sample Comp. Break AST>\1 ASTMAge Date of Test # Load Area (Sq. Diin. (In.) Strength Tested By Type C-617 C-1231 (Days) (Lbs.) In.) (PSI) 6854 7 10/16/2015 112.500 4.00 12.56 8.960 Cheryl Meredith 2 ❑ 6855 28 1 1/06/2015 139.676 4.00 12.56 11.120 Chervl Meredith 2 0 6856 56 12/04/2015 147.244 4.00 12.56 11.720 Meghan 13lodgett-Carrillo 3 ❑ 6857 56 12/04/2015 149.260 4.00 12.56 11.880 Meghan Blodgett -Carrillo 2 ❑ 6858 56 12/04/2015 152.244 4.00 12.56 12.120 Meehan 131odgetl-Carrillo 3 ❑ REQ'D 56 9000 Remarks: Please reference field report #1768642 REl'0l0'ED BY: Jordan Urich Rl VlE\VED BY: Cheryl Meredith. Lab Manager Am "o 4Wrn.+yto w.+R : &.4R004..•..[) r. r+R.+ ± . �r.! r era4vn *.ld'.Rs...,.a r,.,Mr..i.w 00,* 0 ,_O .10".,�� a xer"rnmrm 1113 N rrrrlr.lr TrIcIal it 1_rnrulrial.. lw , All rll:isr rrrnrrw4. orpnrate # 777 CbryMer Dirive, a Hurlington, WA 99233 • Phome 360-733-1999 Fax 36411.735,1,9$0 Materials Testing & Consulting, Me. Gcvded,n1tall FAXiowiriz & Cam"Ing 1 g # Onntnf-ciiiit Cawillr� E.atg vehrd14r>itice+te�i Washington Towers LP-15B087 - Compression Test: Concrete: Report #C42029 CLIENT AM Wealth DATE 11 /05/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 11/05/2015 Time Onsite: 07:00 am Weather Conditions: Sunny. 60's P Inspection Performed: Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Drag walls, pile caps, grade beam Sample Location: Drag walls near T13/'1'8 Contractor: nbsher Construction subcontractor: C'oneo Cement Comp Supplier/Plant: Miles - 203 Qty Placed, Cu. Yd.: 158 of 211 Slump, Inches (ASTM C-143) or W/C Ratio: 0.42 Concrete Temp, °F (ASTM C-1064): 64 Delivery Ticket #: 164068 Job Spec. Slump: 0.44 Ambient Temp, °F: 58 Truck 4: M074 Air Content, % (ATSM C-231): NA Min Temp, °F: Batch Time: 1634 Job Spec. Air: NA Max Temp, °F: Sample Time: 1725 Mix # and Proportions: 124001- / 10 cu yds Cement, lbs.: 4520 Coarse Agg, lbs.: 15520 (..#8) Admixture, oz./cwt: I'lyash, lbs.: 1130 Coarse Agg, lbs.: 3600 (#57) Admixture, oz./cwt: Water, gals.: 281.3 Coarse Agg, lbs.: Admixture, oz./cwt: Fine Agg, lbs.: 15140 Coarse Agg, lbs.: Admixture, oz./cwt: Sample Type & Compression Test Results: Received 11/06/2015 Sample Set 2 of 3 Type of Compression Test: Concrete (ASTM C-39) Lab Tests: 'Pest Total . Sample Comp Sample Dim. Break ASTM ASTM New Log # Age Date of Test Load Area (Sq. Strength (In') Tested By Type C-617 (Days) (Lbs.) In.) (PSI) C-1231 7595 7 11/12/2015 47.315 4.00 12.57 3.760 Jordan Ulrich 5 0 7596 28 12/03/2015 66.135 4.00 12.57 5.260 Jordan Ulrich 5 0 7597 28 12/03/2015 67925 4.00 12.57 5,400 Jordan Ulrich 3 0 7598 28 12/03/2015 66.875 4.00 12.57 5.320 Jordan 1Jlrich 1 0 7599 11 0 ❑ ❑ REQ'D 28 5000 Remarks: Please reference field report FIECENEd affy ryF ?"1jKWRAA REPORTED 13Y:.lordan Ulrich RBV16\415D BY: Cheryl Meredith. Lab Manager Affl"W V- A'!@ nmgpd F"V"Fw 0 rft. t. Lir rwh[ WA LEI 4w 's+tr l�L: �r4fl.��fV!'!t�711��g1��Ijmr4k W.RWW4 ir, bmlry MV*ft*_ .'-Oph clef»ht�errFJ1114wri au4—i�dl�Rtl ssa'�tY�*Ryr�s!'.�41 7'lnl - ].112 [q a�rrir.lr Fe�rld! tl6. �Cea�ulrlel,. /r:c All r}l.Ytr reatrnt4. Carporate a 777 Cb rysler DFIve * Dvrl1mgton, WA '99233, + Pba se 360-753-19911 # Faz .360.155..1.980 Ohm 1. Matenials, Testing & Consulting, Inc., 14� Gft4e4nlcai! Eno4wipm & ChinsullEing b 5 - rl It Tailift # Ennm'i IM C 9 11 X4*iw � AMtonrtuitiif+ !`Jl€ r, Washington Towers LP - 15B087 - Compression Test: Concrete: Report #C42030 CLIENT PROJECT LOCATION AM Wealth 233 Andover Park. East Tukwila WA 98188 DATE 11 /05/2015 PERMIT # D 15-0210 Inspection Information: Inspection Date: 11/05/2015 Time Onsite: 07:00 am Weather Conditions: Sunny, 60's F Inspection Performed: Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Drag walls, pile caps, grade beam Sample .Location: Pile cap at TE;/T8 Contractor: Absher Construction Subcontractor: Conco Cement Comp Supplier/Plant: Miles - 203 Qty Placed, Cu. Yd.: 179 of 211 Slump, Inches (ASTM C-143) or W/C Ratio: 0.42. Concrete Temp, IF (ASTM C-I064): 65 Delivery Ticket #:.164070 Job Spec. Slump: 0.44 Ambient Temp, IF: 55 Truck #: M177 Air Content, % (ATSM C-231): NA Min Temp, IF: Batch Time: 1703 Job Spec. Air: NA Max Temp, IF: Sample Time: 1750 Mix # and Proportions: 1240O / 1 I cu yds Cement, lbs.: 4570 Coarse Agg, Ibs.:.17136 (#8) Flyash, lbs.: 1260 Coarse Agg, lbs.: `3860 (#57) - - Water, gals.: 308.2 Coarse Agg, lbs.: Fine Agg, lbs.: 16720 Coarse Agg, lbs.: Sample Type & Compression Test Results: Admixture, oz./cwt: Admixture, oz./cwt: Admixture, oz./cwt: Admixture, oz./cwt; Received 11/06/2015 Sample Set 3 of 3 Type of Compression Test: Concrete (ASTM C-39) Lab Tests: Test Total Sample Dim. Sample Comp. Break ASTM ASTM New Log # Age Date of Test Load (In') Area (Sq. Strength Tested By Type C-617 C-1231 (Days) (Lbs.) In.) (PSI) 7600 7 11/12/2015 47.450 4.00 _. 12.57 3.780 _ Jordan Ulrich _ 5 0 7601 28 12/03/2015 63,925 4.00 12.57 5.090 Jordan U rich 5 0 7602 28 12/03/2015 64.550 4.00 12.57 5,140 Jordan Ulrich 2 0 7603 28 12/03/2015 64.975 4.00 12.57 5.170 Jordan Ulrich 2 0 7604 l.1 0 ❑ ❑ REQ'D 28 5000 Remarks: Please reference field report REPORT D 13Y:.Iordan Ulrich RPVII. WGD BY: Cheryl Meredith. Lab Manager PIRMIT UOTER lA1 S4�19ty11'7!�'P#A!!�1�r7k� atS-.'�-�+�!7F.'Tf�' !kfmt.��R�P:�1 p3 �fk^�E.��°![MMF. BAa�a:RM'+r�..M1'F1�:Mfgll; pliM!^!Y�Y�111 aR lYYRR!�(!M3T�+)M�l�.Ri�'N'R,�C�NV.�R�l9lhsli nl#99f MC7'�11iar;dSk+.-: Jt±.!771�s'�eeliRS�M eirwahmm .: #'1vp� kiettu. I m pmesin%onme. '0 3401 - 1913 Nmi�riov renting la. cols suing. am. A.11 ritiotm rasnrraW. Corpat ale * 777 Chrysler- Drive * RwarllmQttan, WA 9,92,1.1 * Phinne 36 .754_19981 0 Fax 360,79SA990 'A �- f-"(- h6t�w�REC _ Ilfw Gez:tanird'EcSf--mE; #ri Connil—Nnill Teyf—v * Ernmr knisi Ck- 3 ,F,s�sewtrrreyl.r6p�nn�e�� :�'urolr :°fit' -�sr � Washington Towers LP - 15B087 - Field Report: Reinforcing Steel: Report #F69735 CLIENT AM Wealth DATE 12/01 /2015 PROJECT LOCATION 233 Andover Park East PERMIT # D15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 12/01/2015 Time Onsite: 2:09 pm Weather Conditions: Overcast. 40's *P Inspection Performed: Reinforcing Steel Report Profile: ® RPI (# 095.. 139. 141) Comments: RL"INPORCING STLGL: Sheet: RF I's 095. 139. 141 Detail: Per RI -Ts 095, 139, 141 Location: Center core man and materials lift near TAlfI3 T8/"f9 Crews continued installation of reinforcing steel for the man and material lift foundation near Rebar installer (CRI)NCHF-R) not on site today. CONCO performing rebar installation. The installation of reinforcing steel was completed today. It appeared that EC had installed all required conduit through the foundation as required and per RI -I 141. All conduit appeared in correct location with adequate clearances to reinforcing steel. Observed that all required reinforcing steel appeared to be in place per RFI's noted above. Conco had begun installing formwork to close up the pour area and 1 observed and informed Conco that it did not appear they were meeting the required minimum clearance (3" typ). Observed crews begin to correct the clearance issue, will verify corrections made prior to concrete placement. Other than noted above. the RS placed thus far appeared to have the correct lap. spacing. clearance. size, and was free from deleterious contamination. The work observed was consistent with the project drawings dated 18-MAY-2015. Images: UPLOADED: 12/01 /2015 14:19:00 View of m&m lift foundation looking north UPLOADED: 12/01 /2015 14:19:00 View of south foundation footing 67, 17,V TI,V,TVQA IDEG 020 2015- t+*nM9+' "—,!. Mht i,MAK =9'.*. es�i wtM*n.rll ~"mlRrrrp-Nt-ke*'!^l C��.r+i Ott' r't. srt t lr- ."" YIn .14R!4'y, T, erress lrr�tr reyY ca 43101 - 1.113 Meierlale Testing A Cures ping. 1W, All OF10,r raatr•cd. Carpormte P 777 Cbrysier Driver * Burlington, WA 9223,11 f Pboine U-0.755.109111 F Fox 964.798A.9$0 Materials, "Fasting & Consulting,, 1'ameti*nii:! FA*WKwwnx & Gehm ift 1 ift * IEvvimnmkvnt*f,Ca*moift UPLOADED: 12/01/2015 14:20:00 UPLOADED: 12/01 /201.5 1.4:20:00 Conduit bank trimmed as required Note 1.5" plastic chairs (need 3" min) REPORTED BY: Jordan Ulrich ,REVIEWI D BY: Deane Ramsdell. Project. Manager A SaNPz n} rx.:h•n�enmQi�t+ rar f �_r,14 0k+f- rwwv *.* POW Wow 111 .01-MMORK PO11`00174 n I mr�Fr�a s�ee:prtiys fvpwuh 0 3401 - IN17. Nat-aria .1t r,raoul it cveou1t1e1. irk, . 0.11 optb n rcAxr��i. CarparsCc # 777 ChrySIcr DFWe t IInrIle,gton, WA 99231 a Pheme 360-733.1+994 # Fox 360.7E6.19.90 maten'RTestimgcounsuEff'ag' �r 1 - .._ Taft 4: as ington I owers - 5 087 - Field Report: Other: Report #F69717 CLIENT AM Wealth DATE 11/18/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 1 1/18/2015 Time Onsite: 9:00 am Weather Conditions: Showers. 40's F inspection Performed: Other Comments: RESIDENT INSPECTION i was on site to perform site inspections as required. CONCO crews on site to continue installation/assembly of self -climbing formwork system in the center core .wall and various site work as necessary. This work will be on -going. New West began trenching operation for 8" water line at East side of project site today. Cre\+s will continue trenching operation through tomorrow. New West was on site to continue backlill operation in all sectors of the building. Observed crews place and compact recycled concrete material. I performed visual observation of material and compaction efforts. Method and materials appeared acceptable. Backfill work is on -going. Spoke Nvith Heidi C. (GI:O ENGINETIRS) today regarding coordination of soils inspection/testing. She informed me that no decision had been made by Gco Engineers yet regarding coordinating of efforts and she would be in touch with me once a decision was made. Observed EC on site to continue installing conduit in the center core area today. Crews began installation conduit at drag walls. Installation is on -going. Work performed. that was visually inspected was found to be in conforniance with approved project plans dated 18-MAY-2015. Images: UPLOADED: 1 1/30/2015 23:21:00 UPLOADED: 11/30/2015 23:23:00 EC installing conduit in north sector EC trenching in north sectorRECEIVED CITY OF TllKWILA REPORTI?D BY: Jordan Ulrich REVIEWED BY: Deane Ramsdell, Project Manager DEC 0 1205 PERMIT CENTER Ax1.c.�N��plr+�!rr�"�11�f�:r.��.1r.h�ar+Mr rn-rzf4.wmF.."r+rtk�.±:ikhAR: r4 Vie.. �rnsr+r.v�R.+ee+!at_�!�MM.l�rp.f'�1r.s. i. hRMtiafn9lr_r4.n+.r�ai..a+ eras/ra a:rapel la�"n aha �yar: i�w r�rM; �G mas - Pl I1. Hsiiria it rattlrp a. craraltim,. ier. Aii ris.Mir rcPrrr*4. KC Corparale # 777 Chrysler drive ,t Qiwriingtan, WA U23.3 f Milne 360.733.1990 a Fos .3 4.79SA990 Materiels Testflmg & CoEnc. Gft6e&rilrW1 EA*kwvi!r & Consi&ng a piei471fn�,lxitinn a'Mrr1 7s Teydnz * En+ii!i+nntant*l 0ne�u7t%g Falivedrod.d ci S"ulnr.091 _ Washington Towers LP - 15BO87 - Field Report: Other: Report #F69712 CLIENT AM Wealth DATE 11/11/2015 PROJECT .LOCATION 233 Andover Park East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 11/11/2015 Time Onsite: 9:00 am Weather Conditions: Showers. 40's E Inspection Performed: Other Comments: RGSll.)[:N"f INSI'IiCI'ION I was on site to perform site inspections as required. CONCO crews on site to continue installation/assembly of self -climbing formwork system in the center core ++all. This work will be on -going. New West continued excavation for Jellyfish filter at NE corner of project Coda)•. Per conversations between New West and Gco Engineers. crews excavated Uelo+v base of filter approximately 2 feet. placed a double laver of geo fabric. and Uackfilled ++ith granular material to "bridge" the excavation. Crews then installed.jellyfish filter riser assembly as required. Crcws did not backfill filter and will observe for any settling prior to backlilling. Ne++ West was on site to continue backfill operation in the North and West sectors of the building. Observed crews place and compact recycled concrete material. I performed visual observation of material and compaction efforts. Method and materials appeared acceptable. Backfill work is on -going. Contacted Geo Engineers again today. Spoke +vith Heidi C. regarding coordination of soil inspection/testing efforts. I leidi informed me she would need to speak with King prior to making anv decisions regarding inspection/testing. I will await further communication from Geo Engineers and continue to perform visual observations. Observed I C on site to continue installing conduit in the West sector of the building. Crcws sell'performed trenching operations as needed. installation is on -going. Work performed. that was visually inspected was found to be in conformance with approved project plans dated 18-MAY-2015. Images: UPLOADED: 11/30/2015 22:57:00 UPLOADED: 11/30/2015 22:57:00 Backfill operation looking South Picking jellyfish filter riser RECEIVED CITY OF TUKWILA DEC 0 1 2C'5 PERMIT CENTER M1 sw • rah Mns+vwM�!�sMs: hF rw# Oh awrver-m-k- OkVI.Ik pM►. mW Al-w,-vw POO-0-6aOr fr54P Pfa.n�t4M:r_ss nera�lY��repel*ar wl�eYsm.r�p mMzw rk, 3441 . 1.113 N oi#rlrle'reltlobp A.. Cv�lulelwp.11w All rJjhmerc3frr*4, Corporate ® 777 Cbryxier Drive 4 Durlingl:an, WA 99231 4 phone 360.7S3.1990, ± Psi 360.7.96..1990 Materials Testing & Consuflffhg, Enc., GMathnicd F,%Oftftq** ft F4q!wrvJ A E)� UPLOADED: 11/30/2015 22:57:00 Jellyfish filter riser installed RETORTLI) BY: Jordan Ulrich REVIEWED BY: Deane Ramsdell, Project. Manager AM nWf—h4Wj"Mtf0P-' iPW-k, 'kl P"W"Ar'OrA)m WAW--w"-0Iw4Xwvw- 1 11 'PON m w4k w mvwwft=-vmp"*v*wnvwu hmm'"reaft� wIIa wvwv#oV 1409 - 2,913 N vi4rfs iv rvotonj a comouiony- sm. A. 11 0j.6to rmmfrvw4, Car-po.rate # 777 Chrysler Drive * Ruirlington, WA #9233 * Phone 160.73SA990 m- Fox 36IL73541980 T_L Mulls Testtmg imftIl� In. Gftombnlrigil hints 17tici l'Engtxctlml M teri�l,'iro n; 1Pn>n3t�nmanta�IlQ Ili �. Irggawrtd"Axgm*rmv 5'iesv MI Washington Towers LP-15BO87 - Field Report: Reinforcing Steel: Report #F69720 CLIENT AM Wealth DATE PROJECT .LOCATION 233 Andover Park East PERMIT # Tukwila WA 98188 Inspection Information: Inspection Date: 1 1/30/2015 Time Onsite: 9:29 pm Weather Conditions: Overcast. 40's * Inspection Performed: Reinforcing Steel Report Profile: ® RFI (# 095.. 139. 141) Comments: REINFORCING STEEL: Shect: RFI's 095. 139. 141 Detail: Per RFI's 095. 139. 141 Location: Center core man and materials lift near TAfH.1- f8f1'9 1 1 /30/2015 D15-0210 Crews began installation of reinforcing steel for the drag walls for man and material lift near TAlfl3-T8lf9. Rebar installer (CRUNCI 11R) not on site today. CONCO performing rebar installation. The installation is on -going and work is in progress. The RS placed thus far appeared to have the correct lap. spacing. clearance. size. and was free from deleterious contamination. Observed plumbing contractor on site installing plumbing conduit in north sector of building. Discussed operation N+ith Gabc (ABS1IER) who informed me that the Cite of Tukwila was aware of plumbing operations on site and city inspection is pending. The work observed was consistent with the prgiecl drawings dated 18-MAY-2015. Images: UPLOADED: 1 1/30/2015 23:39:00 UPLOADED: 11/30/2015 23:39:00 Plumbing conduit installation north sector Installing reinforing for man material lift RECEIVED REPORTED BY: Jordan Ulrich RI?V1EWED BY: Dcane Ramsdell. Prgiect Manager CITY OF TU1LV11il_A DEC 0 12011115 PERMIT CENTER 41R"rWOr"I'mer1*1 h.ri.r�ll.�.wr►a n!�tklM {N��4 werw+•m ill w". wr.uA.erleller*r,q.r*1 r+p.rll ir'r}k+_s:�.+�rrwierw�r, �I+�q►s or, +srw,�i.�+.,xle�p..s onor hwe�re olirmry Y maned lmm11altir! dmp. "tereF.4 1401 - 1911 04114rle It 7eerlap W. Cetools Ing. Irr All rig its rer*rrti. Corporate * 777 Chrysler Drive * Burfiington, WA 99233 * Phone 360.755.1998 * Prx 3 0.73SA9R0 Mateirids Testkg & Cansuftbmg, Enc. l; rimleall FA*ka*ft & C6nsiAing 1Spi+cl�l'1<ntryeetlr + FlrM is Tesftj 0 9Fne 'rri* 110'OnIMI t` , ,F.aziw* Anmwr tis Surm MI • Washington Towers LP - 15BO87 - Field Report: Other: Report #F69710 CLIENT AM Wealth DATE PROJECT LOCATION 233 Andover Park East PERMIT # Tukwila WA 98188 Inspection Information: Inspection Date: 11/09/2015 Time Onsite: 10:00 am Weather Conditions: Cloudy. 40's F Inspection Performed: Other Comments: RESIDENT INSPECTION I was on site to perform site inspections as required. 1 1 /09/20.15 D15-0210 CONCO crews on site to continue installation/assembly of self -climbing formwork system in the center core wall. "]'his work will be on -going. New West was on site to continue backfill operation in the North and West sectors of the building. Observed crews begin to place and compact recycled concrete material. I performed visual observation of material and compaction efforts. Method and materials appeared acceptable. Backfill work is on -going. Attempted to contact Geo Engineers today to begin coordinating soil inspection/testing as requested. Left voicemail and will try again tomorrow if no call back. Observed 17C on site to continue installing conduit in the West sector of the building. Crews self -performed trenching operations as needed. Installation is on -going. Work performed,. that was visually inspected was found to be in conformance with approved project plans dated 18-MAY-201 5. Images: UPLOADED: 1 1/30/2015 22:51:00 UPLOADED: 1 1/30/2015 22:51:00 Backfill opeartion looking North Backfill operation looking West RETORTED BY: Jordan Ulrich RINIEWE'D BY: Deane Ramsdell. Project Manager RECEIVED CITY OF TUKWILA DEC 0 1 20;5 PERMIT CENTER .cw gwr"1*r4't-MV1,r0-1 htq!tr.lh tit !iteefA�'r.�, all W"nt POO- 1®*r-* Owmw"t Vo wf WON&s W ftWo� .rnrMY�s• orzUft=M ePMftswfgWV h1alei larwd q, I C 2.1I3 Mnarlele Teethep a cenvldq. !we a!! rllYo nr#rr". Carpormte 0, 777 Chrysler Drive -w Ilnrlingimon, WA 95231 4 Phone 360.733.1990, • Fox 31I60.735..1990 Materials Testing & Consulting, Inc. Gft"Fdog Fncinewft 1ki�nwitin eclat 11nYprctlnn t4latal� Tn +�n'irvnmtal4aattie� Washington Towers LP - 15BO87 - Field Report: Concrete: Report #F69708 CLIENT AM Wealth DATE 1 1 /05/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 11/05/2015 Time Onsite: 9:15 pm Weather Conditions: Cloudy 60's F Inspection Performed: Concrete Comments: REINFORCING STEEL,: Sheet: S2.01 PC, S2.40, S3.201, 53.202, S3.203, S3.61 L. S3.612 Detail: I/S3.201. I 1&I3/S3.202 1-14/S3.203, G134/S3.611, 16/S3.612 Location: Center core drag walls. pool walls, pile caps at TF.,/T8 and '1T/T7, garage grade beams and pile caps at G7/G-B to G-1 Crews continued installation of reinforcing steel for the garage grade beam and pile caps at G7/G-B to G-1. Dowels had been installed as required. The RS placed appeared to have the correct lap, spacing, clearance. size, and was free from deleterious contamination. Crews completed installation of drag wall horizontal and vertical steel in all drag walls today. The reinforcing appeared to have the correct lap. spacing. clearance. size, and was free from deleterious contamination. Crews had previously placed reinforcing steel for the pool walls and shear wall at TB/T 1. Reinforcing steel previously inspected, I was on site to perform final inspection and verify walls acceptable for concrete placement. The reinforcing appeared to have the correct lap. spacing. clearance. size. and was free from deleterious contamination. The work observed was consistent with the project drawings dated 18-MAY-2015 CONCRETE I'LACEMEN"p: Sheet: S2.01PC. S2.40, S3.201, S3.202.. S3 203, S3.61 I. S3.612 Detail: I/S3.201, 11&I3/S3.202 1-14/S3.203. GB4/S3.61 1. 16/S3.612 Location: Center core drag walls, pool walls, pile caps at TE/T8 and TE/17. garage grade beams and pile caps at G7/G-13 to G-1 Observed the placement of approximately 50 CY of Miles Sand & Gravel Company concrete mix design 14800F1 into shear wall and pool walls. and 211 CY of Miles Sand & Gravel mix design 124001' into drag walls_ pile caps and grade beam at locations noted above. Concrete placement and method appeared acceptable. Arrived on site prior to concrete placement to check that pour area was fully prepared for concrete placement, free of debris and reinforcing steel installation was acceptable. 1 was on site to sample/test concrete as required. One set of 5 - 4x8 cylinders cast for compressive strength testing of mix 14800F1 and two sets of 5 - 4x8 cylinders cast for mix design 12400F. please reference concrete report C42028.. C42029. and C42030 for concrete information. Concrete was placed via Conco pump trucks. except at southeast drag walls where concrete was placed via crane and bucket. and mechanically consolidated by vibration. Observed placement and consolidation throughout pour and method and execution appeared acceptable. Work performed, that was visually inspected was found to be in conformance with approved project plans dated 18-MAY-2015 Images: RECEIVED CITY OF TUKWILA DEC 0 1 2015 +4a1 'q*rwh-Ft,.M k,0.0,ar rre AP.. 0"~r-n:.►..V :Mo*r.PRller*W,r„p-rl., s�'.,eik,a. �•+ i+T+►+ �M �7.1!+�r�:�n" WVWW =4rMjnI 14WRtm"k �r'a 14*1 - 1.111 Nsiarfalr T■-ting i. Cattultin,. 1w A11 r11. Yee raarr,44 Carptlrs-le * 777 Ckrygler Drlvx Burlington, WA 49233. * ph"fine 360.733_1990 * Fax 364.739.1940 Materials "Testing m Consulting, Inc Gftw rdewl Erns & QnWling I ,11 i 13an►i rnm rtt 11 a dl1 r� Anaromw StrIft.1f9l UPLOADED: 1 1/30/2015 21:49:00 UPLOADED: 11/30/2015 21:49:00 Trucks at pump Placing concrete into shear wall UPLOADED: 1 1/30/2015 21:49:00 UPLOADED: 1 1/30/2015 21:50:00 Placing pool walls Placing ESE drag wall via crane/bucket UPLOADED: 1 1/30/2015 21:50:00 UPLOADED: 11/30/2015 21:50:00 Placing grade beam Using lights to place final drag wall/pile caps RI PORITA) BY:.lordan Ulrich RI V113WED BY: Deane Ramsdell. Project Manager ++-. .r,.7n,•nsr .•. r �� .wR..,••r.nr .�.�,.rnrr�l.. ..� s■c r,±�ar r. __r *w.W,r,oc-.gf.R !--t..,.n -,msW �ea7rhswar;reP�4.4gwrgrauYi�nsd¢a1'q{�+�tsyleee M.,V 3401 .1113 NsiirIsIsTest Iftp aCovrnitlnI.if". 411 rIj.bimrascrr+H. Corporate a 777 Chrysler Dwive * Ifturldngtan, WA 9823.3 + Phase 360.753.1990 * Fox 360.755.1981 X4Wmotrrd4#mvjm* I Washington Towers LP-15B087 - Field Report: Other: Report #F69711 CLIENT PROJECT LOCATION Inspection Information: AM Wealth 233 Andover Park East Tuk«rila WA 98188 Inspection Date: l 1/10/2015 Time Onsite: 10:00 am Weather Conditions: Inspection Performed: Other Comments: RE'SIDL-NT INSPF;CTION I was on site to perform site inspections as required. DATE 1 1 / 10/20 l 5 PERMIT # D15-0210 CONCO crews on site to continue installation/assembly of self -climbing formwork system in the center core wall. This work will be on -going. Observed sub -contractor on site performing installation of waterproofing on the West side of the pool Nvalls. Discussed operation with Gabe (ABSI IER) who informed me that the inspection of this operation was performed by a separate third party. New West began excavation for.lellytish filter at NE corner of prpject today. Crews encountered wet sand soil conditions approximately 6 feet below grade. New West plans to contact Gen Engineers regarding soil conditions prior to excavating further. New West was on site to continue backtill operation in the North and West sectors of the building. Observed crews place and compact recycled concrete material. I performed visual observation of material and compaction efforts. Method and materials appeared acceptable. Backtill work is on -going. Attempted to contact Geo Engineers again today. Left voicemail and will try again tomorrow if no call back. Observed EC on site to continue installing conduit in the West sector of the building. Crews self performed trenching operations as needed. Installation is on -going. Work performed, that was visually inspected was found to be in conformance with approved proiect plans dated 18-MAY-2015. Images: UPLOADED: 11 /30/2015 22:54:00 Jellyfish filter excavation tj # 11A, r �4 F 1 UPLOADED: 1 1 /30/2015 22:54:00 Jellyfish filter risers RECEIVED CITY OF TUKWIL.A DEC 0 12015 PERMIT CENTER rx+rkr!,e.r+. Ano-"er': [!ei+.+r..e pek,".kkr 1! fk W4 ,'e, -Cr"I wroFfir f" r%x ry§:i:.**M'n��s. h.rn ri.-fi+r!R° etesa hc�ary ts,gnu6cssrcl �r.-traiq.�rerf;.f 114/ � 1913 Not4ri.lc Fioclnl i. C..ralciel. Inc All rlI-.kas rrrcrrs*. Corpn,rale * 777 Chrysler (Drive * ilarilmetari, WAS 4)92?13 * Pbane 360.753-1990 * Fox 364.739,1980 Materials Testing & Consulting, Me., A p .W" UPLOADED: 1180/2015 22:54:00 Jellyfish filter detail RI-TORTI'D BY: Jordan Ulrich RIMEMA) BY: Deane Ramsdell. Prqjeci Manager OA-"PhVWIrw'Orw V" -411 kce%m*.'WVAW lfmm� poaqw* 47mV"=wrq=2 C 3401 - 2013 HavprMe Tricial *. Cnioulmimp. Im AM rIjbip rmxtrrq4. Corparmfe a 777 Chryxier Drive 0 Burlington, WA 98233 * Phame 360-733-1990 - Fox 366.7-95.19110 "apt unit ' Fk - '-_rzft & ConarNnf. 0 Srrl'iai11 TOCRU O'FMVr rnnnvtMlll C-7-::11 u F,r�r�s- Y�d!A ntona+rtrV.mt7 ifWt' -- Washington Towers LP - 15BO87 - Field Report: Other: Report #F69714 CLIENT AM Wealth DATE 11/13/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 1 1/13/2015 Time Onsite: 10:00 am Weather Conditions: Rain. 40's F Inspection Performed: Other Comments: RESIDENT INSPECTION I was on site to perform site inspections as required. CONCO crews on site to continue installation/assembly of self -climbing formwork system in the center core wall. This work will be on -going. New West was on site to continue backfill operation in the North and West sectors of the building. Observed crews place and compact recycled concrete material. 1 performed visual observation of material and compaction efforts. Method and materials appeared acceptable. Backfill work is on -going. Observed EC on site to continue installing conduit in the West sector ol'the building. t?C' began layout and initial installation of conduit in the North sector today. Crews self -performed trenching operations as needed. Installation is on -going. Work performed. that was visually inspected was found to be in conformance with approved project plans dated 18-MAY-2015. Finages: UPLOADED: 11/30/2015 23:05:00 UPLOADED: 1 1 /30/2015 23:06:00 View of site from NE corner looking SW EC begin layout/installation North sector REPORTED BY: Jordan Ulrich REVIEWED BY: Deane Ramsdell, Pro.ject Manager (7�E7r OF ®1C Q E 2G ncr`f .r.. r---��.,s�fi-��7---`�-�cT .r:e-:��.e I.:;rt�1' SC1:; fY r�r.rEolc Tcer te.p E. rr ?.nnirdnl!. 11 r.� :4n r;p a+�c re-cr=•_±. Corpnrnlc r 777 Cnryni,cr D:rivo 2 CurIjington, WA 99233 4 Phano 360.70_1994), s Fax .360JS1;..j 91#0 ?a Washington Towers LP-15BO87 - Field Report: Other: Report #F69719 CLIENT AM Wealth DATE 1 1 /20/2015 PROJECT LOCATION 233 Andover Park. East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 11/20/2015 Time. Onsite: 10:00 ant Weather Conditions: Partly Sunny, 40's F Inspection Performed: Other Comments: RESIDENT INSPECTION I was on site to perform site inspections as required CONCO crews on site to continue installation/assembly of self -climbing formwork system in the center core wall and various site work as necessary. This work will be on -going. Observed CONCO crews complete installation of soffit forms at water tank today. These forms are for the tank lid/slab on grade and may be adjusted as needed for concrete placement. New West was on site to continue backfill operation in all sectors of the building. Observed crews place and compact recycled concrete. material. I performed visual observation of material and compaction efforts. Method and materials appeared acceptable. Backfill work is on -going. Observed EC on site to continue installing conduit in the center core area today. Crews continued installation of conduit at drag walls. Crews began trenching operation and subsequent installation of conduit in the North sector of the building today. Installation is on -going. Work performed, that was visually inspected was found to be in conforntance with approved project plans dated 18-MAY-2015 Images: i UPLOADED: t 1/30/2015 23:28:00 EC conduit at NE drag wall UPLOADED: 11/30/2015 23:29:00 EC conduit at North drag walls RECEIVED CITY OF Ti UKWILA DEC 0 12015 PERMIT CENTER i7 +e.s s+ re-h rr rse+ '.1a. +r- erlr!--xs!^ia s�a�.a . Ax-r+rrrs7i�sr+�+.►.w e,el ,",.!Ajork!w"'!^."". 1"*tr*'sr'*.f1�-^[uTrtk+►x. srt c' *1 e1.^ r!� �C'_'nt -.s'a M.i.r*.rtr#^►,�n �r trraaa [rca� 'aaear.�ivutrcasei�- -, rrwire�r pace C 310 - iwll Nsi4riklr Testing tll, C'usoulOng. I" All OlAtw restrrivd. Carpn zte * 777 Chrysler Drive -P l arlingtttn, WA -99233 f Phone 36,0.73E-1090 * 7?ex 360-73SA980 ttr�`i I t i hf00-�1" 1 �illr i i UPLOADED: I W)0/2015 23:29:00 UPLOADED: 11/30/2015 23:31:00 EC conduit as South drag walls REPORTED BY: Jordan Ulrich REVIEWED BY: Deane Ramsdell, Project Manager Soffit form at water tank m 4'Is�+r�+r¢h �sv�Mn!a��t�ld..^r._�:. �l,,. wrs�a �r..t.nr+�?ttx!b,-�+:asparrM.3+.t+�vtewrr.nl+�liaUolrrsrs!�rM�.rin!rot Mk�v.�..�.-art+•.ic�t:.�rt+[Rt!+Mi:�.rr'te.[r�wt tr errraaheaarea ra►.{.+vteYssncipN`��+�..rigs, vr.F, C 79@I - 1113 gt+arl.lv rioting it C.-italflay. Im All r![ite r®.rrr,,r4. Corp*rzfe * 777 ICbrysler DFIVe 4 Burlington, WA 99233 f phaae 340.753-1990 Fox 360.735.1980 maleirE,ams rreotkg & COMSUEff,ims, Enc. - 6 G t !ed nln d, Fk*:�eft 1k fAmstibing Tesl�nnz * Envt emse1,0 die atlt% F,,oy rrtJ A, tiat ,5"ua+* 0181 Washington Towers LP - 15BO87 - Field Report: Other: Report #F69715 CLIENT AM Wealth DATE l 1/16/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 11/16/2015 Time Onsite: 10:00 am Weather Conditions: Rain. 40's F Inspection Performed: Other Comments: RESIDENT INSPECTION I was on site to perform site inspections as required CONCO crews on site to continue installation/assembly of self -climbing formwork system ill the center core wall. This work will be on -going. New West was on site to continue backfill operation in all sectors of the building. Observed crews place and compact recycled concrete material. 1 performed visual observation of material and compaction efforts. Method and materials appeared acceptable. Backfill work is on -going. Observed EC on site to continue installing conduit in the West sector of the building..EC began installation of conduit in the center core area today. Crews self -performed trenching operations as needed. Installation is on -going. Observed plumbing sub contractor on site installing plumbing conduit in the West sector of the building. Work is being coordinated with the City of Tukwila who will perform inspection of plumbing as required. Work is on -going. Work performed, that was visually inspected was found to be in conformance with approved project plans dated 18-MAY-2015 Images: F a UPLOADED: 11 /30/2015 23:12:00 Jellyfish filter partially backfilled UPLOADED: 1 1/30/2015 23:12:00 Plumbing/electrical conduit West sector RECEIVED CITY OF TUKWILA DEC 0 12015 PERMIT CENTER i44 41ett w*en+wasA MottweMaear.M�arit 4— 1-'pw.*,w rook wlrrsrrnr,.. IF vs."W! wFr4rrq W Or- V* id rV7 !V4 e4:w.-WVA r.r �slsener�Rn.n.Ms+++r.s 4a�c4rhs�ar4pe7r44ic wpry Y4 14*1 - I111 14 mprit to T/ir90l A i sviulsIail. Ifs 1411 rtj.Its rv4trrg4 .. Carporale # 777 Chryxlcr Drive * BorNngton, WA 99231 * Pbnda 360-733.1990 Fox 164.75S.A980 t XA*�ARY •Sim* Iffy UPLOADED: 1 1 /30/2015 23:13:00 Plumbing/electrical conduit West sector UPLOADED: 11/30/2015 23:13:00 Electrical conduit SE corner of core wall REPORTED BY: Jordan Ulrich REVIEWED BY: Deane Ramsdell. Project Manager ISO r+T•flr nth MiR�'11r91111p��#'iAl7F�rY 'W *to ill �1hC i#+�'.R}Iti R�. M1:�p� rN.'Ml 1►MOIFr' IP �S d'S CIA. iRG'�11fAArf 6lITII p+,e I{yam-!el'' Pr2lNA.1+TrMPM�.IA A' arsar free arrc arlq>feYsr�d +n�lNm i,C }!d! 1!1] Mmiiritlr Tgorlwp i Csarulvlml. sw All rijiis rsarrr". Carparmbe * 777 Chrysler Drive v Burlington, WA -9923+1 + Rhone 360.733_1990 0 Fax 36CIISSA990 Matenals Testing & Consulting, IncV G+t+ ean1cW Ememakm * ConsiAing 1 &n,i 0 p'm+�nm1 "ice Washington Towers LP - 15BO87 - Field Report: Other: Report #F69716 CLIENT AM Wealth DATE 1 1 / 17/20 l 5 PROJECT LOCATION 233 Andover Park East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 1 1/17/2015 Time Onsite: 10:00 am Weather Conditions: Rain. 40's F Inspection Performed: Other Comments: R1;SIDEN'1' INSI"EC'1`ION I was on site to perform site inspections as required. CONCO crews on site to continue installation/assembly of self -climbing fonnwork system in the center core wall. This work will be on -going. New West was on site to continue backfill operation in all sectors of the building. Observed crews place and compact recycled concrete material. I performed visual observation of material and compaction efforts. Method and materials appeared acceptable. Back,fill work is on -going. Observed EC on site to continue installing conduit in the center core area today. Installation is on -going. Observed plumbing sub contractor on site continue installing plumbing conduit in the West sector of the building. Work is being coordinated with the City of Tukwila who will perform inspection of plumbing as required. Work is on -going. Work performed. that was visually inspected was found to be in conformance with approved project plans dated 18-MAY-2015. Images: UPLOADED: 11/30/2015 23:17:00 UPLOADED: 11/30/2015 23:18:00 EC installing conduit east side of core wall EC installing conduit east side of core wall REPORTED BY: Jordan Ulrich REVIEWED BY: Deane Ramsdell_ Project Manager HET; WED CITIV 01 7!111 #" TEC0?2015 "�F7`417'C'EUMF1 '�"! ^ "'RMt °�h rim S � t w� ►^twF in. = ssaptany.. p+!cc+_+* �4c rtltr cRd r:�nra+n.dr wTwr.►t a+*WPr+1 M+. Arr t #I xN'elk . z+aPA- 410"I r �+dw•t ti+r+telcRa.IM.!•+etitiA�rr.�n w rwwftm p r 'w• '!+� ipersf,'+.' 1141 1113 Hnitrks Is TemOrl it Cr sauirmy. Ir=r A#1 r4$. Yss rrxt rued. ICarparate # 777 Chrysler strive * Buriingt:an, WA #8233 4 Ph-nse _160_733_111990 0, Fos 366.796..19 0 1bnw in2 # 5rt-rite1 tn� 19 TC&M E m1w, inl c� 11, F,rxrz - t,- rc Sum TWA Washington Towers LP - 15B087 - Field Report: Other: Report #F69709 CLIENT AM Wealth DATE 11/06/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 11/06/2015 Time Onsite: 10:00 AM Weather Conditions: Cloudy, 50's F Inspection Performed: Other Comments: RGSIDBN'I' INSP.F,CTION I was on site to perform site inspections as required CONCO crews on site to begin strip/removal of forms at all locations placed yesterday. Periodically observed form removal and general condition of concrete. Concrete appeared to have adequate consolidation with no honeycombing or excess rock pockets observed. New West was on site to begin backfill operation in the North and West sectors of the building as the areas were made available by CONCO shipping forms. Observed crews begin to place and compact recycled concrete material. 1 performed visual observation of material and compaction efforts. Method and materials appeared acceptable. Backfill work is on -going. Observed FC on site to begin installing conduit in the West sector of the building. Installation is on -going Work performed. that was visually inspected was found to be in conformance with approved project plans dated 18-MAY-2015. Images: r 3� ll f vt UPLOADED: 11/30/2015 22:47:00 UPLOADED: 11/30/2015 22:47:00 Concrete at east pool wall ext. Concrete at east pool wall int. IGEC d 1 '2M , 1913 Nffke [:K Ttvru j C. Crux, mT. -r� All rrktr€em,rrr,;i. (Corporate * 777 Cnryxler Drive * Durfierton. WA U231 f phone 360.7SS.1000 FOX 60.79S.IrgItID . ■ •' tilir 4 � i�t UPLOADED: 11/30/2015 22:47:00 Begin backfilling operation around core REPORTED BY:.lordan Ulrich REVIEWED BY: Deane Ramsdell, Project Manager a AM txt►"'.070p., k._0,cft ..0 crAw-em�sarw.hin!. ell 4a�1F. W*,W"m ft000f*rm llR ,T 'rrrcft. er4+a+i.'.Ww Mi +ar�aira un;; ifnp nr tka rrsd �Me�arx�ttm�a�reri-, A'a 1405 - 3,113. Mi mr4rl E.ir rioting ik CRMIUIIIWJ. rrc_ 0,11 rlr.Y.p ranrrrivd. Car-por,atr..a 777 C6rygler DFIVx i R-nrldnmtan, WA 98233 -F Phonme 364.73S.i$90 Fax 64,7 't,,1980 i ll iJt iGe ztdhnlenl' ems; km a�^int; S , itl tncl iOn 0 h MUMUla'lr009 0INTI1MITIM110-7-z hi` , Washington Towers LP - 15B087 - Field Report: Other: Report #F69718 CLIENT Absher Construction DATE 1 1/19/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 1 1/19/2015 Time Onsite: 1 1:00 am Weather Conditions: Partly Sumry, 40's F Inspection Performed: Other Comments: RESIDENT INSPECTION I was on site to perform site inspections as required. CONCO crews on site to continue installation/assembly of self climbing formwork system in the center core wall and various site work as necessary. This work will be on -going. New West continued trenching operation at Fast side of project site today. Crews will continue trenching operation through tomorrow. New West was on site to continue backfill operation in all sectors of the building. Observed crews place and compact recycled concrete material. I performed visual observation of material and compaction efforts. Method and materials appeared acceptable. Backfill work is on -going. Observed EC on site to continue installing conduit in the center core area today. Crews continued instal lation of conduit at drag wal Is. Crews began trenching operation and subsequent installation of conduit in the North sector of the building today. Installation is on -going. Work performed, that was visually inspected was found to be in conformance with approved project plans dated 18-MAY-2015. Images: ,41 UPLOADED: 11 /30/2015 23:26:00 UPLOADED: 11 /30/2015 23:26:00 Jellyfish risers observed with no settling Trenching operation in progress c`:>> x�; .nrr-gin IDEC 0 1 r•:r--.-.-�,�r-h l�r=-'F.—.--:r--�o--.`-".,�--•,. �*.,,n.—^�,�yM�, �,r:-".oh-�'� ...--'sue, i r-a �. r-1 r'�'' .. .---...-. �C.'_..... . _"_Vr.......�r.q. �.-.. �,f,F:.'' .. ... c-c- r� ref • --. -_, ��r •.h-�-rtr1 �_^,.. t..�. �� ;� 2;��}R ,C�1? CH Uerm I In Tsmvir,� d. C7, it riI r. i r�. Cre A11 1.r k,r r� rr,I Cprpavale * 777 Uheyo;lcr [}Qlvc 4 Barlanrtrm, WA 092,13 f Phocc 340.7SS_1990 0 Fax 360.7.59..1990 Materids Testiag & Comsuftn'ag, Eme. r_ Eft a UPLOADED: .11 /30/2015 23:26:00 EC installing conduit North sector REPORTED BY: Jordan Ulrich REVIEWED BY: Deane Ramsdell, Project Manager rwr,eslrrirsl..d,..�ztx.ar..ia,,e.R.lwr+rw[c±t:rk�an.�.d��.n.�,rntr ..�w+a.l�.�r.l�crs+�++!M .�r.*.r•r!w+n+ ftmftwmm� mpTA mvMwainm "wp 9IesrwPemawrwd,43 3i01 - 2.917marariniw rewvlop it cwmaulwimj. Iee. All rlt,iwa revrrr!ei. Carpermu 777 Cbrysler Drive * HurldmSto'n, WA 482" * P6alme 60.733.1994 ,* Fox 36C7.95.:1980 az , Y� �t-_'v�.�.'_anlc�! _ ..w�;":., �: aest�;inpl �:�9'�m4pr.�Cl.rn � p2c.7�*:T4'k'�;t'�� I�r¢R;�n��t�eli 4i��4►� � �. y� A-mur4n= CPU Washington Towers LP-15BO87 - Field Report: Other: Report #F68713 CLIENT Absher Construction DATE 11/12/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D 15-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 1 1/12/2015 Time Onsite: 9:28 pm Weather Conditions: Showers.. 40's f Inspection Performed: Other Comments: RESIDENT INSPECTION 1 was on site to perform site inspections as required. CONCO crews on site to continue installation/assembly of self -climbing formwork system in the center core wall. This work will be on -going. Observed CONCO chipping and removing concrete at pile cap near TE/T7. After discussing with CONCO, it appears that the original survey layout of column location was incorrect. Crews will attempt to chip down and adjust the vertical orientation of the column dowels to bring into location and allow for adequate concrete coverage. I will monitor situation and perform inspection prior to installation of column steel/formwork. New West continued excavation for Jellyfish filter at NE corner of project today. Crews then installed jellyfish filter assemble as required. Crews did not backfill filter and will observe :for any settling prior to backfilling. New West was on site to continue backfill operation in the North and West sectors of the building. Observed crews place and compact recycled concrete material. I performed visual observation of material and compaction efforts. Method and materials appeared acceptable. Backtill work is on -going. Observed EC on site to continue installing conduit in the West sector of the building. Crews self -performed trenching operations as needed. Installation is on -going. Work performed, that was visually inspected was found to be in conformance with approved project plans dated 18-MAY-2015. Images: I UPLOADED: 11/30/2015 23:01:00 Chipping concrete at pile cap UPLOADED: 1 1/30/2015 23:01:00 Jellyfish filter risers installed DEC r�?�...-'cc-'"��r-'�k—�r-.^..r---�-^�r-�-.._�?.e.��--.-�c�:i�r,-r..�t^�-^."r'; .^fir=fie. ,---,r-r`.`_„_r°. r,^ r--•.fir-.,-erc��-�., r._"�,prtifa�' ..-h.�^c-'-^^-"a.m-.�-",r,r �7G-- rL==m ..=rnp-T L oiarin lc Fionc➢ iV n Co,�nulcmr. rr-c All 7Pr.h�n rr,�cu r1. c_,cp c�tc # 777 UAV5.noor 1117LVC, * TAUIrdimrtoo, rVA V%t 23-4 * pbflrce * PC)% 360,799,61I SO i d1s Testing & Consulting, Inc. Gftilailltaf FM%ww,"- 8 Qrl"ifig loI T*ftjj#IA? nnife-ISECk- w UPLOADED: H /30/2015 23:01:00 Backfill operation looking West REPORTED BY: Jordan Ulrich REVIEWEDBY: Deane Ramsdell, Project Manager A VWT%-h'OF- k�o�§"3 I I FrVmapq-- 0,-qr*—v RIK pwk ww"AM-, IM -F, w t4 I-rd M. LurvffldwATOO. VMP-PI p0*r0*AVF** �"h0,* k*.. " , , , 2401 - 2113 N mi-pris I@ rearlml K C'wevulalml. Inc. A 11 r14b%s rvmvrr*4. Carparmle (P 777 Cbrysler Drive * lRurlingtain, W.A 982,11 Fax 360.7,915,119,80 Materials Tet & Consulting, InMW Gftk4nleml E & 11"ing I Taeal ,t * En: ntn�t:11 Qit 1 iU rr x: Washington Towers LP-1513087 - Compression Test: Concrete: Report #C41915 CLIENT Absher Construction DATE 10/27/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D1.5-0210 Tukwila WA 98188 Inspection Information: Inspection Date: 10/27/2015 Time Onsite: 9:55 am Weather Conditions: FS_U1Tny. 60's 1_ Inspection Performed: I Compression Test: Concrete ——— Field Data (ASTM C-31): Location of Placement: Pool slab and pile caps at TC/1'9, TD/1-9. TE/19. 1-I3.'1/T5 Sample Location Contractor: 'nbs_her Construction Qty Placed, Cu. Yd.: 169 of 240 Delivery Ticket #: j 63773 Truck #: M 136 f Batch Time:' 1045 _ Sample Time: 1 125 i Pile cap at TD/T9 Subcontractor : C- onco Cement Comp - Supplier/Plant: Miles - 203 _ Slump, Inches (ASTM C-143) or W/C Ratio:' 0.42 Concrete Temp, OF(ASTM C-1064): 68 Job Spec. Slump: ' 0.44� Ambient Temp, °F: ' 61 Air Content, %, (ATSM C-231): N Min Temp, IF: �— Jot) Spec. Air:. NA Max Temp, IF: Mix # and Proportions: 11241-- 00F / 1 1 cu yds— Cement, lbs.: 4940 T ~'- ^ Coarse Agg, lbs.: 17100 41t Flyash, Ibs.:'1230 _ J Coarse Agg, lbs.:u_� Water, gals.: 307.0 _____ - Coarse Agg, lbs.: � ---� Fine Agg, lbs.: 15800 -_._. -7 Coarse Agg, lbs.:�- Sample Type & Compression Test Results: Received 10/29/2015 Sample Set 3 of 3 Lab Tests: Admixture, oz./cwt: Admixture, oz./cwt: Admixture, oz./cwt: j Admixture, oz./cwt: Type of Compression Test: Concrete (ASTM C-39) Test Total Sample Dim Sample Comp. Break ASTM ASTM New Log # Age Date of Test Load (In') Area (Sq. Strength Tested By Type C-617 (Days) (Lbs.) In.) (PSI) C-.1231 7355 7 1I/03/2015 i. 61,020 4.00 12.57 — . 4.850 Jordan Ulrich �� 1 ❑ .��...._..��...__�..._._.._.�...,,��..._._....__,_.�_._._.��w.....-.�_._..y.------------i 7356 1__ 28 tsll/24/201�f 77.J90 4.00 y 12:57 ��6,140 - _ _ter.----• Joldm[Jhlch _ 2 O 7357 �� 28 i 11/24/20151 75.345 4.00 i'� 12.57 �h- 5 990 _-_ loldan'tJlricli - 5 ❑ 7358 28 111/24/2015" 76.715 tr-12.57-��--� 4 00 12 �7 �' 6.100 Jordan Ulrch 2 1 ❑ { 7359 I Imo',._ _ �.__. ___ _,L.__ _ _ ❑ ❑ REQ'D 28 i 5000 Remarks: Please reference field report RECENO Cry Y OF Tf "I'MA Permit Number added IDEC o .2015 +:w!sa!!fi,+rRrrla�!g e+eeorcPr�r arem:_M+eese,.t4 a�strse Ml0 74*1 - 11113 Ftsi4rie.re reatjoy it, ceaeutony. sm. 4It rIpAge raaorrw4. tCarporste w 777 C6rysier Drive -0 H ,arliisiltrana WA 9223.1 * Phinme 360.734.1090 090 * Fox 60 �7'.95.:19,110 Materials Testing & Consulting, IIn,, Gftw*n ni"E &Comm link 1001 F,qiwrM l a r+► Sima k REPORTED BY: Jordan Ulrich REVIEWEID BY: Cheryl Meredith, Lab Manager Awl+M q;!rnE}F l�er�le e'teWs�.ea iseMl Onw-mvfpi"r-t. "—Hk*.e.!rc polft: aq! —a.,AffimpmvNor r_ell-4y40t�t serf ie_Al�±t*!�+.�MfS�.�acReiM�f!M.h�d��Mrrf44sed' .r�srbMwew s,+ree�Ptsnarrs. '�rFF�afaY N q�sieeeeeR}rmr O 1,1*1 - 7.l13 Wai4ree.le r,eetlrp ti. Ce^eeeaIVIOV. frx. All rlr.ise re®srrwd. Corpm=rmir v 777 Chrysler Drive * Hurlim,Vlam, WA 99211 + Phomc 4!f`0.755.1994 +* Fox 36C735419 6 ;=A Materials Testing & Consulting, Gt4kthirlickil FAOkwift & f,:a{nufNing 9tRtiin4 IlQpiti lmt Mnl ri 14'reaf{x & Ofs'+n vnmen110 rLat t(11it± ,r-90wr%t A nei# Siirsio Washington Towers LP - 15B087 - Compression Test: Concrete: Report #C41914 CLIENT Absher Construction DATE 10/27/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D 15-0210 Tukwila WA 981.88 Inspection Information: Inspection Date: 10/27/2015 Time Onsite: 9:00 am Weather Conditions: Sunny. 60's 1' Inspection Performed: Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Pool slab and pile caps at 7"C/"1'9. "['D/"1'9. TE/T9. '1'I3.1 /TS Sample Location: Pool slab at 1'3.5/]'C.5 Contractor: Absher Construction Subcontractor: Conco Cement Comp Supplier/Plant: Miles - 203 Qty Placed, Cu. Yd.: 116 of 240 Slump, Inches (ASTM C-143) or VV/C Ratio: 0.42 Concrete Temp, IF (ASTM C-1064): 66 Delivery Ticket #: 163766 Job Spec. Slump: 0.44 Ambient Temp, IF: 61 Truck #: M006 Air Content, % (ATSM C-231): NA Min Temp, IF: Hatch Time: 0953 Job Spec. Air: NA Max Temp, IF: Sample Time: 1035 Mix # and Proportions: 124001- Cement, lbs.: 4510 Coarse Agg, lbs.: 15580 (#8) Admixture, or./cwt: Flyash, lbs.: 1 120 Coarse Agg, lbs.: Admixture, oz./cwt: Water, gals.: 260.1 Coarse Agg, lbs.: Admixture, oz./cwt: Fine Agg, lbs.: 14540 Coarse Agg, lbs.: Admixture, oz./cwt: Sample Type & Compression Test Results: Received 10/29/2015 Sample Set 2 of 3 Type of Compression Test: Concrete (ASTM C-39) Lab Tests: Test Total Sample Dim. Sample Comp. Break ASTM ASTM New Log # Age Date of Test Load Area (Sq. Strength (.1n') Tested By Type C-617 C-1231 (Days) (Lbs.) In.) (PSI) 7350 7 11/03/2015 54.895 4.00 12.57 4.370 Jordan Ulrich 5 0 7351 28 11/24/2015 65,175 4.00 12.57 5.190 Jordan Ulrich 1 0 7352 28 11/24/2015 64.585 4.00 12.57 5.140 lordan Ulrich 2 0 7353 28 11/24/2015 64.895 4.00 12.57 5.160 Jordan Ulrich 1 0 7354 1-1 0 ❑ ❑ REQ'D 28 5000 Remarks: Please reference field report FIECEIVED Resent with Permit number offV OF TUKWILA 01EC 0 i 2015 PERMW OVA F.Foegrfad'tsde p h. }ksiZn!9 Irlrt hls�raE�sk' wreparz6 nv� IaR'erdrls nr{0�, �p 1401 - ].II] Meirrle.le reeclrrl A, Ceneulelel- Inc.. All rIIMir ree4rroM. Corparzte ,! 777 Cbryplcr DFIvc * Bur1ingt,Qn, WA 99233 * Phone 3611-75$_1990 a Fmx 360.9,99..1980 Materials Testing & Consulting, nc. G"*&Dlm & Gm Ing 1 1 Tvrslml * ft 11,11 -1 1-0'0l 6�l REPORTED BY:.lordan Ulrich REVIEWED BY: Cheryl Meredith, Lab Manager AMP �! e� e•al�va+s.ris!w .Mhsau R Aa ��►r�� a i rt.,4 �.•n.11� +7l�I.hl er ar�a�l�Jr�#�117.�p�r } W Est, s!t+hrisa�l�F s �elwrYl��M'++sls.n:�.n sr��-a:es:�dr�wr area k�r�[aeadp �aalcYm, �f40 ]i*i - 3113 Noutrialo Trasfrp it Inc. 0.11 r1g Yee revrrr*i. Corpisrata * 777 C`ryxier Drive *r Hurilogtan, WA 9923.1 + Pbome 160.733.199(t * Fes 364L73SAVRO Materials Testing & Consulting, Inc. G+ mde&nlcet FAi&m & +1 onmAing jinf 0 Er I 1,1111 F-uZiwrrJAi ryf 54" Washington Towers LP - 15BO87 - Field Report: Reinforcing Steel: Report #F69221 CLIENT Absher Construction DATE 1 1/04/2015 PROJECT LOCATION 233 Andover Park East PERMIT # 1315-0210 Tukwila WA 98188 Inspection Information: inspection Date: 1 1/04/2015 Time Onsite: 09:00 am Weather Conditions: Overcast.. 60's *F Inspection Performed: Reinforcing Steel Comments: REINFORCING STEEL: Sheet: S2.01 PC. S2.40. S3.201, S3.202, S3.2031 S3.61 1, S3.612 Detail: 1 /S3.201. 1 1& 13/S3.202 1-14/S3.203. G 134/S3.6 l 1. 16/S3.612 Location: Center core drag walls. pool walls. pile caps at TE/T8 and TE/T7. garage grade beams and pile caps at G7/G-B to G-1 Crews continued installation of reinforcing steel for the garage grade beam and pile caps at G7/G-B to G-1. I was on site to observe the installation of grade beam and pile cap reinforcing steel and formwork. Crews completed closing up formwork. Crews continued installing grade beam dowels from pile caps to future grade beams. *Some dowels still needing to be installed tomorrow before concrete placement.* The installation is on -going and work is in progress. The RS placed thus far appeared to have the correct lap. spacing. clearance, size. and was free from deleterious contamination. Crews completed installation of drag wall horizontal and vertical steel in all drag walls today. The installation is on -going and work is in progress. EC was on site to begin installing required conduits through drag walls as required. Crews installed epoxy dowels yesterday per appeared to have the correct lap. spacing. clearance. size, and was free from deleterious contamination except as noted. Crews began installing reinforcing steel for pile caps today. Work is on -going. CONCO hopes to install remaining steel/formwork in these pile caps and place concrete tomorrow. The RS placed appeared to have the correct lap_ spacing. clearance. size. and was free from deleterious contamination. Crews began inside wall formwork today. The work observed was consistent with the project drawings dated 18-MAY-2015. Report resent with Permit number REPORTED BY: Jordan Ulrich REVIEWED BY: Deane Ramsdell. Project Manager RECEIVED CITY OF TUKWILA NOV 3-0 2015 PERMIT CENTER 4 Am "A 4wr w# er t!+%+R ka-R•l�aid k.a 0tft rt.l4f rww wl R./! mr,"W. Pk4ftq a l w n r 1 11}rrlrA''or:�ft.rMAN*.w W sr�aPnwan; a� MamrM(rt rf ar!viroa, nxf:. 0 740t - 1.113 Notari E.lp Irmotial f. Cumoulrlsg. lim All rij.Mil rsarrr". Cerparate * 777 CbryAtr DFise * Burltngton, WA 98231 * Phone 360.735-19 ►0 * Fria 64.75S.: 990 Materials Testing & ConsulInc., Gtok%Ainlru! i,rreaft A6 Qttirlg � 9p�c11;1:[�n�pir#1im �'M�li+rialt'1Ft Is Fnii�ramRttt�l<C7ti Washington Towers LP - 15B087 - Compression Test: Concrete: Report #C41519 CLIENT Absher Construction DATE 09/24/2015 PROJECT LOCATION 233 Andover Park. East PERMIT # Tukwila WA 98188 t, J Inspection Information: Inspection Date: 09/24/2015 Time Onsite: 8:00 am Weather Conditions: Mostly Sunny, 70's F Inspection Performed: Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Shear wall at "I'A4/'1'7.5-]-8.5 Sample Location: Shear wall at'rj\4n'8 Contractor: Absher Construction Subcontractor: Conco Cement Comp Qty Placed, Cu. Yd.: 9 of 18 Slump, Inches (ASTM C-143) or W/C Ratio: 9 Delivery Ticket #: 162531 Job Spec. Slump: 8 Truck #: n4065 Air Content, % (ATSM C-231): 2.0 Batch Time: 1 147 Job Spec. Air: NA Sample Time: 1235 Mix # and Proportions: 148001'2 / 9 cu yds Cement, lbs.: 5960 Coarse Agg, lbs.: 15420 (48) Flyash, Ibs.:.1 130 Coarse Agg, lbs.: Water, gals.: 236.3 Coarse Agg, lbs.: Fine Agg, lbs.: 12200 (Sand Class 2) Coarse Agg, lbs.: Supplier/Plant: Miles - 203 Concrete Temp, IF (ASTM C-1064): 77 Ambient Temp, °F: 75 Min Temp, IF: Max Temp, OF: Admixture, oz./cwt: Pol 997 - 556 oz Admixture, oz./cwt: Glenium - 560 oz Admixture, oz./cwt: Z60 - 280 oz Admixture, oz./cwt: 2 Gallons of water were added ® Prior to sampling Sample Type & Compression Test Results: Received 09/27/2015 Sample Set I of I Type of Compression Test: Concreic (ASTM C-39) Lab Tests: Test Total Sample Sample Comp. Break ASTM ASTM New .Log # Age Date of Test Load Dim. (In.) Area (Sq. Strength Tested By Type C-617 C-1231 (Days) (Lbs.) In.) � (PSI) 6309 7 10/01/2015 111,181 4.00 12.56 8.850 Cheryl Meredith 2 0 6310 56 11/19/2015 149.940 4.00 12.56 11.940 Cheryl Meredith 2 0 6311 56 11/19/2015, 152.876 4.00 12.56 12.170 Cheryl Meredith 2 0 6312 56 11/19/2015 149.876 4.00 12.56 11.930 Cheryl Meredith 2 0 6313 1-1 0 ❑ ❑ REQ'D 56 8000 Remarks: Ott •»? 1 d A:EJ Please reference field repoll #F68301 ,r,,rry Oc TUKMLA NON I U' R[:;PORTED 13Y:.lordan Ulrich REVIEWED BY: Cheryyl Meredith. Lah Manager PERMITCENTER h1r' t�+rrr soh'M�"t-0 M,xm-w i".r_rt *--,*, Olim!*g �. e�!IF�+I �.+�Rrrn+l+lnrEdpr�..ff ci'�a+_r..~,.e n -ernMftw4W M.. Ir at fVrro b VON" urR'lms reFN10 tin! - 2.l12 Nst*rla It root lMp W. Csh suit I I. !or A11 rll.les rr®arra4. Carpa rate a 777 firffy:pitr Owlive * 11112>rliagton, WA 99233 + Phase 360-753.110901 .* Fax 66.7.95.1980 Materials Testing & Consulting, Inc 0 Gtoktcihnitall1 &+.T.i_'lnsulling 1 dr" * Sm 1Fjj reJA 5Znft,19R1 �. Washington Towers LP-15BO87 - Compression Test: Concrete: Report #C41823 CLIENT Absller Construction DATE 10/16/2015 PROJECT :LOCATION 233 Andover Park East PERMIT # ��S— Q �-' 0 Tukwila WA 98188 Inspection Information: Inspection Date: 10/16/2015 Time Onsite: 9:00 am Weather Conditions: Cloudy. 60's F Inspection Performed: Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Shear wall pile cap at TIVIA. Pile Caps at TI3.9.T5.. TA/Ti, TAII'6. TA/1'7.9 Sample Location: Shear wall pile cap at 1`13/1'l Contractor: Absber Construction Subcontractor: Coneo Cement Comp Supplier/Plant: Miles - 203 Qty Placed, Cu. Yd.: 10 of410 Slump, Inches (ASTM C-143) or W/C Ratio: 0.38 Concrete Temp, °F (ASTM C-1064): 68 Delivery Ticket #: 163498 Job Spec. Slump: 0.44 Ambient Temp, °F: 61 Truck #: moo Air Content, % (ATSM C-230: NA Min Temp, IF: Batch Time: 1000 Job Spec. Air: NA Max Temp, IF: Sample Time: 1055 Mix # and Proportions: 12500F Cement, lbs.: 4930 Coarse Agg, lbs.: 15320 (457) Admixture, oz./cwt: Flyash, lbs.: 1205 Coarse Agg, lbs.: 3480 (#8) Admixture, oz./cwt: Water, gals.: 275.5 Coarse Agg, lbs.: Admixture, oz./cwt: Fine Agg, lbs.: 14760 Coarse Agg, lbs.: Admixture, oz./cwt: Sample Type & Compression Test Results: Received 10/19/2015 Sample Set I of 3 Type of Compression Test: Concrete (ASTM C-39) Lab Tests: Test Total Sample Comp. Sample Dim. Break ASTM ASTM New Log # Age Date of Test Load Area (Sq. Strength Tested B,y (Days) (In.) In.) (PSI) (Lbs.) Type C-617 C-1231 7137 7 10/23/2015 52.775 4.00 12.57 4,200 Jordan Urich 5 0 7138 28 11/13/2015 71.425 4.00 12.57 5.680 lordan Ulrich 2 0 7139 28 11/13/2015 71.875 4.00 12.57 5.720 Jordan Ulrich 3 0 7140 28 11/13/2015 70.345 4.00 12.57 5,600 Jordan Ulrich I ❑ 7141 1-1 0 ❑ ❑ REQ'D 28 5000 Remarks: Please reference field report #F68851 tti't I.;f�fu CITY OF TE3Ft'WU v 13 '2 15 REPORTED BY:.lordan Ulrich REVIE\V D BY: Cheryl Meredith. Lab Manager PERMT CENTER AM - RllC'�'hMv_+gellr�lw �7 't_'wS'A!A!'�!(�PM.Y:! VTy:I$'(�MY; 11�4�L�A��.i�lme�!!:'1�4'+!thH'l2lMA�rR�iAr�,TIN'�fL�v.Sti!!Y�'+ri�7+lF�' .- -0�rly_1�h.1M�IgYlN!!! w crept7wa"re; l6F�alr r±.bee�ll�si flrrnYlrs, rerN1 ]� ! • 3..1I1. NP-tr1111 YCOO FP OL CcORU16141,. rar All rlr,Mq! relrrr*d. Corporate ® 777 Cbrysler Drive eBurlFngttnn, WA 99233 4 prone 360.753.1990 * Fes 360.7.5&.1990 Fla Materials 'besting & Consulting, Inc C t+nIm* F.Itt kwe t4 C mttAling 15prtiiti3:FnspecCi m Mio ri*11%Tesft ►Ht1+kl+�ntntmtlll C7rt It 5 F."*hWAwv; riw5n urcr.l�ll 'r r Washington Towers LP-15B087 - Compression Test: Concrete: Report #C41728 - DRAFT CLIENT Absher Construction DATE 10/09/2015 PROJECT LOCATION 233 Andover Park East PERMIT # D Tukwila WA 98188 Inspection Information: Inspection Date: 10/09/2015 Time Onsite: 10:00 and Weather Conditions: Cloudy. 60's F Inspection Performed: Compression'1-est: Concrete Field Data (ASTM C-31): Location of Placement: Water tank mat slab Sample Location: Water tank mat slab at 115l1'8.5 Contractor: Ahsher Construction subcontractor: Conco Cement Comp iSupplier/Plant: Miles - 203 Qt,y Placed, Cu. 1'd.: 9 ol'22 Slump, Inches (AST114 C-143) or %1'/C-Ratio' j 9�.t Concrete Temp, OF (ASTIM C-1064): 74 Delivery "ticket #: 163 321 Job Spec. Slump: , 8 Ambient 7-emp, °F: 65 Truck #: M 135 Air Content, % (AT.S8,11 C-231): NAI Min "temp, OF: Batch Time: 1323 Job Spec. Air: NA 14ax Temp, °F: Sample Time: 1420 Mix # and Proportions: 148001.-1 Cement, lbs.: 6350 Coarse Agg, lbs.: 15340 (#8) Admixture, oz./cwt: Poly 997 - 612 oz Fivash, lbs.: 1250 Coarse Agg, lbs.: Admixture, oz./cwt: Glenium - 612 oz Water, gals.:.246.2 �' Coarse Agg, lbs.: _ Admixture, oz./cwt: Z60 304 oz Fine Agg, Ibs.: 11380 Coarse'Agg, lbs.: L, Admixture, oz./cwt: Sample Type & Compression Test Results: Received 10/12/2015 Sample Set I of I Type of Compression Test: Concrete (ASTM C-39) Lab Tests: Test Total Sample Sample Comp. Break ASTM AST1NI New Log # Age Date of Test, Load ,' Dim. (In.) Area (Sy. Strength Tested 13� Type C-617 C-1231 (Days) (Lbs.) In.) (PSI) 6854 7 10/16/2015 112,500 4.00 12.56 8,960 Chen*1 Meredith 2 0 6855 28 1 1/06/2015 139.676 4.00 12.56 11.120 Cheryl Meredith 2 0 6856 56 12/04/2015 0 0 0 6857 56 12/04/2015 0 0 0 6858 56 12/04/2015 0 0 0 R EQD 56 9000 Remarks: Please reference field report #P RECEM68642 REPORTED BY: Jordan Ulrich REVIEWI-1.1) BY: _. %RMIT CENTER Affli,a +l.rr�►.inn►�.,�...,ryaa+e+....er1-.r-r�cr+F+F,m�tra.en+r. lP.—.'10 -JOFO rt•TA. met (rwwvin yawn".Gs —04±-4-10 1440 - 3911 Mt1srls to rertlnr A. C-mlulrler. Ant A11 rtr.lt, reetrrW. Corporate * 777 Chrysler Drive o Ru,ridogtan, WA 98233 + Phone 360-765.1090+ Fox 366.75S.1990 SW Region • 2118 Black Late Blvd. S.W,- Olympia. WA 98512 - Phone 360-534,91T7 • Fox 360.534.9779 NW ,Region - $05 1?rlpdot Strect, Smltc 5 - Pelllsgham, WA 982.25 - IPhorte 360.647.6061 Fax 360.647.81 t 1 Visit our webgite: www.mltc-inc-met Washington Towers LP - 15B087, 1010912015, #C41728, Page I of I Materials'besting fin . Ins. I .- �9altcs6nlst r' _ _. di �hns�lln� � �pa_ti�hi'Init+n � kiMditilt'G're�m� � 1�t�i'ttvntnentttl tlti Washington Towers LP - 15B087 - Compression Test: Concrete: Report #C41359 CLIENT A'bsber Construction DATE 09/11 /2015 PROJECT LOCATION 233 Andover Park. East PERMIT # �1 S ..0 Tukwila WA 98188 Inspection Information: Inspection Date: 09/1 1/2015 Time Onsite: 4:30 AM Weather Conditions: Clear and wane Inspection Performed: Compression'Test: Concrete Field Data (ASTM C-31): Location of Placement: Pile Caps 1'M/T6. I -T9; TB.9/T3 and -1'4, TD.2/ T 1.5, TZ T3 and T4: Tl/T8 and T9 Sample Location: Sampled 31st load and placed in pile caps at TJr1'8 Contractor: Absher Construction Subcontractor: Como Cement Comp. Supplier/Plant: Miles - 203 Qty Placed, Cu. I'd.: 319 of 464 Slump, Inches (ASTM C-143) or W/C Ratio: .41 W/C Concrete Temp, IF (ASTM C-1064): 68 Delivery Ticket #: 161874 Job Spec. Slump: .44 W/C Ambient Temp, IF: 71 Truck #: 43 Air Content, % (ATS11 C-231):: NA Min Temp, IF: Batch Time: 8:26 Job Spec. Air: Max Temp, IF: Sample 'rime: , 9:19 - Mix # and Proportions: 12400E Cement, lbs : 4515 Coarse Agg, Ibs.: 15400 Admixture, oz./cwt: '-" _ Flyash, lbs.: 1160 Coarse Agg, Ibs.: 3460 Admixture, oz./cwt:' Water,gals.: 280 Coarse Agg, Ills.: Admixture, oz./cwt: Fine Agg, Ills.: 114540 Ca� 5.36% Coarse Agg, Ills.: Admixture, oz./cwt: Sample Type & Compression Test Results: Received 09/14/2015 Sample Set 3 of 4 'Type of Compression Test: Concrete (ASTM C-39) Any Deficiencies Noted ®.Low 7-Day Break E Low 28-Day Break Lab Tests: Test Total Sample Dim. Sample Comp. Break ASTM ASTM New Log # Age Date of Test Load Area (Sy. Strength Tested By (Days) (Lbs.) (In.} In.) (PSI) Type C-61.7 C-1231 5910 7 :09/18/2015. 40.930 4.00 1156 3.260 Alexandra Lidnin 2 ❑ E 5911 28 10/09/2015 62,108 4.00 12.56 4,950 Cheryl Meredith 2 ❑ E 5912 28 10/09/2015 61,842 4.00 12.56 4,920 Cheryl Meredith 2 ❑ E 5913 56 11/06/2015 76,644 � 4.00 12.56 6,100 Cheryl Meredith 2 ❑ E 5914 56 �11/06/2015 72,050 4.00 12.56 5,740 ChetNl Meredith 2 ❑ E REQ'D 28 5000 Remarks: RECEIVED PERMITCENTER A—or_++.Wri—_-17"ff.4�lbt9lr't� Af�O1FI51ERiR .�irl�n[iMn am n7nne '. #F. 1110I . 1111. Nufrlrlr rtrLlnl a Co•rulriws-. Im. All rith a r®sarrwy. Corporate * 777 Ch ryMer Dirlive a Iluridnpaat, Wife 98233 * Pliaoe 360.739.1990 * Fax 3610.799A990 SW Rtglom * 2tit Rlack ► *te Blvd, 5.W.* Olympla„ WA 90512 + Pliorim 360,.534,411T7 + Ptlx 360,534,47'79 NW RON-19n • 80 DQ_puot stroat, spice ,5 - Rellle$hnni, WA 9R2125 • Pligmc 36dA47.6Q6i, . Fax 3.60,"7.81 11 Visit our website: yrsEvr.ant:l .in�_r,ee Washington Towers LP - 15B087,0911112015, #C4/359, Page I of 2 Materials Testing & Consulting, Inc. • Gnwest,oi F , i' _ tin Sp►si�i'k� ,prt +gin Is MotwWs TvAin; 41 En r nnm l l C7r atltfr� The concrete was pumped into place and vibrated for consolidation. 5913 & 5914 set f'or 56 day break on 11/6/15 due to low 28 day compression test. Sample made required strength at 50 days. REPORTED BY: Doug Bender REVIEWED BY: Cheryl Meredith; Lab Manager fq m�R!�s,rryr.w�nu�ln�ea �2�arl�RssF +4±. e0+ "~'NOR MOW, W44.9wn.l,-cr**el. !r }Vtr%�.~Mft"". +'WSW 0 trnaehtea¢�a ,r+t�ggen MavmW, +��Y��}.eei, r ISN - 3:111 M.,tr,.,. r..r,,ra a c.v.uma,. ae A„ opts rts.r 4. Corporate * 777 Chrysler Drive * Burldoglan, W.A 9R2311 * prone 360.7$3.1,996 * Fax 360.7.93.1999 SW RReglon * I it Black Late Blvd. S,W.• Olympia, 'itf'A 90512 * Plhone 364, i34,+9�1t71 * Fax 360,514,4779 NW Region $4)5 ,pvpoat Street, SU'Lle 5 Reill■gh.nm, WA 901$ • Phomo 3641.447,6041 • Fpx 3AO,447.81 i p Visit -our w ebsi.fe: wwyi4.mtc Ooc.met Washington Towers LP - 15B087, 0911112015, #C41359, Page 2 of 2 Qt=X Materials Testing & Consulting, Ine. f, i3owd,111W 8", Qnmtfiinp tr Spialai Rntp i Mme ioli Tr+eft 0 ft5ftnnmt v XAkW*rrdAlttu"t:p5Ww",ii?ptd ; Washington Towers LP - 15B087 - Compression Test: Concrete: Report #C41358 CLIENT Absher Construction DATE 09/11/2015 PROJECT LOCATION 233 Andover Park East PERMIT # Tukwila WA 98188 Inspection Information: Inspection Date: 09/11/2015 Time Onsite: 4:30 AM Weather Conditions: `Clear and warni Inspection Performed: Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Pile Caps'l'M/T6.I- C9; TB.9/1'3 and'14, TD.2/'1'l.5, T2, 1`3 and T4; TY1'8 and T9 _. ___.._-_..._.._- . _ _ _.... _..___._.. Sample Location: Sampled 13th load and placed at pile cap at grid TM and T.I/T9 Contractor: Abther Construction subcontractor: Conco Cement Comp. Supplier/Plant: Miles - 203 Qty Placed, Cu. Yd.: 134 of464 'Slump, Inches (ASTM C-143) or W/C Ratio: -41 W/C , Concrete Temp, °F (ASTM C-1064): 65 �.41 J Delivery'ricket #: ,161855 .lob Spec. Slump: .44 W/C Ambient Temp, °F: 64 Truck #: 46 Air Content, % (ATSM C-231): , NA Min Temp, IF:. Batch Time: 6:20 Job Spec. Air: Max Temp, °F: Sample Time: 7:10 Mix # and Proportions: 12400E Cement, lbs.: 4530 Flyash,lbs.:,1145.__ Water, gals 279 Fine Agg, lbs.: 14480 (,� 5.070/. Coarse Agg, lbs.: 15420 Admixture, oz./cwt: Coarse Agg, lbs.: 3460 Admixture, oz./cwt: Coarse Agg, Ibs.: ` Admixture, oz./cwt: Coarse Agg, lbs.: — Admixture, oz./cwt: Sample Type Type & Compression Test Results: Received 09/14/2015 Sample Set 2 of 4 Type of Compression Test: Concrete (ASTM C-39) .Any Deficiencies Noted ®.Low 7-Day Break E Low 28-Day Break Lab Tests: 'rest Total Dim. Sample Comp. Break rcak ASTM ASTMNew Log # Age Date of Test Load Area (Sq. Strength 'rested By (Days) (Lbs.) (In') In.) (PSI) 7•ype C-617 C-1231 5905 7 09/18/2015 't 35,910 4.00 12.56 1860 Alexandra Lidnin 3 ❑ E 5906 28 10/09/2015 57947 4.00 12.56 4,610 Cheryl Meredith 2 ❑ E 5907 28 10/09/2015 57.231 4.00 12.56 4,560 Cheryl Meredith 2 ❑ E - 8 56 11/06/2015 67,634 _ �- 4.00 -- - 12.56 5,390 Cheryl Meredith 2 El 5909 56 11/06/2015 71,922 4.00 12.56 5,730 Cheryl Meredith 2 ❑ E REQ'D 28 5000 Remarks: s s.. CITY OF TC.lit,r tja PERwrCEN1T1El, #4n ,•.r�, R,�. se en-+isa_�av �"+�r+!}+fM►,.ons M.irK++.AA,. rrt.+�rra!t Wr ... - }Itl} Naeerlsh rasclel A Covvulslov:.1m All rlSlse rs®rreW. l orporstt * 777 Crirgisler Drive * Ruritn,gl,an, WAS 98233 + Pb;nme 30.753.1090: Fax ,360:73+3.1,9.90 SW Bitglop * 2118 Blaclk Loktr I90vd. $,,W.* Olympia. WA. 90512 * Phone 360..S34,91" * Fox 360.S34e9779 NW fllell'!e * $05 DePotit 50C+41, Su Cc 5 * helllr3h$.m,'4 A 9R2 , * Pholtc X60-447.4HI Fox 3.60,647,1111 Nish our webside: YrYF#r".3Pilf:[+1n.:_ascF W Washington Towers LP - I5B087, 0911112015, #C41358, Page 1 of 2 MaterialsFasting &Consulting, Inc. / t�+!rArt#�nlsrt' & �+t�llinR a;�pnclttl'ins�rt+ti+lll � IHeRttTiel� Tes�n,; � 1tnvlrvnmrntal i4a� F-agworMAomvintat i'ai" MI The concrete was pumped into place and vibrated for consolidation. 5908 & 5909 set for 56 day break on 11/6/15 due to low 28 day compression test results. Sample made required strength at 56 days. REPORTED :BY: Doug Bender REVIEWED BY: Cheryl Meredith. Lab Manager A7 .rxr+il�+.r�br�+�l�r��h�r:�. A+..,n,+^. i*e'm`*.►+ n rl.+w,�lclrx rf.•w*.•.Ml+.r.+i!�re�+s�! c 1Hr�rs-�*.+e�r�; rid or!'kr�� e+�.lrl� n� �±l,�i�et+ �r+*+1.�rr.+_-.., y� es�ifta,�nesFsv'�.p uy?arr!Mes�!�� .max rtrm. C 3,301 - 3113 Nsit rl[Is Famrinl A Cejoulml al. g— All rltbq. rmwtrrH. Corporate s 777 !ChrTnier Bribe * Rurilmsion, WA 99231t * Pbome 360.7$5-1994 * Frx 364,795,t9ge SW ikeOnn * 211E Olack Late it O& S�W,* OIYMPla, WA 98512 * Plhon.o 360,.534,91TI * Fox 360,334,9119, KW TUP01910 • SO OP01nm, Scared, Suite 5 - ReIlingham, AAA 9 R223 + Phone 350.(*47,404i ' F"ux 36ti.447,81 i 1 Visit our webs:ile_ r€ww.rmtc irc_met Washington Towers LP - 15B087, 0911112015, #C41358, Page 2 of 2 Materials Testing & Consulfing Ine, Gowchrilral Emommft & Qmsufting 1 k KMwWN Tvsftg * ttslr#tttnetttt4} F.ark*ae4A#*wt*54m*M1 Washington Towers LP - 15B087 - Compression Test: Concrete: Report #C41357 CLIENT PROJECT LOCATION Inspection Information: Absher Construction 233 Andover Park.East Tukwila WA 98188 DATE 09/11/2015 PERMIT # TO is- — 0-)- o Inspection Date: 09/11/2015 Time Onsite: 4:30 AM Weather Conditions: Clear and wann Inspection Performed: Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: Pile Caps TM/`Y6. 1-'l"9-:TB.9/T3 and T4jD.2/'l'l .5,T2,T3 and -r4;,r.irF8 andT9 Sample'Location: Sampled I st load and placed in pile caps atT13-9/1-3 andT4 I st lift Contractor: Absher Construction Subcontractor:'Conco Cement Comp. Suppfier/Plant:Mfles - 263 QtvPlaced, Cu. Yd.: .10of464 Slump, Inches (ASTM C-143) or W/C Ratio:, .43 W/C Concrete Temp, IF (ASTM C-I 064): 64 Delivery Ticket 150436 Job Spec. Slump: .44 W/C Ambient Temp, IF: 61 Truck go Air Content, % (ATSM C-231): NA Min Temp, IF: .Batch Time: 4:15 Job Spec. Air: Max Temp, IF: Sample Time. 5:00 Mix # and Proportions: 1240OF Cement, lbs.:,4515 Coarse Agg, lbs.: '15520 Admixture, oz./cwt: P Kash, lbs.:. 1125 Coarse Agg, lbs.: 3640 1.0% 7 Admixture, oz./c%t: 7 Water, gals.: 282 Coarse Agg, lbs.-, Admixture, oz./cwt: Fine Agg, lbs.: 14.960 Gq,, 6.61 Coarse Agg, lbs.-. Admixture, oz./cwt: 10, Gallons ofAvater were added E Prior to sampling Sample Type & Compression Test Results: Received 09/14/2015 Sample Set 1of4 Type of Compression Test: Concrete (ASTM C-39) Any Deficiencies Noted LoAv 7-Day Break 0 Low 28-Day Break Lab Tests: 'rest Total Sample Comp. Sample Dim. 'rest Break ASTNI ASTM New Log 9 Age Date of Load Area (Sq. Strength Tested By Type C-617 (Days) (Lbs.) I (PSI) C- 1231 5900 7. 09/ 1 8/20 15 42.572 4.00 12 .5 - 6 3,390 Alexandra Lidnin 2 0 z 5901 28 10/09/2015 58,893 4.00 12.56 4,690 Cheryl Meredith 2 0 0 5902 28 10/09/2015 57,659 4.00 12.56 4.590 Cherv] Meredith 2 0 5903 6 11/061/2015 - 69,098 4.00 12.56 5,,500 Cheryl Meredith 2 0 0 5904 56 11/06/2015 71.496 4.00 12.56 5fi90 Cheryl Meredith 2 ❑ REQD 28 s000 Remarks: HL�L c C" ()9 pow v4.PW—'R1! 1,901 .3.113 * c.aP.w.j.i— An 777 Cbryxleir DrIve * Rnrlin-Igion, W.A 992311 * Pbant 3607!11-1090 - Fjbx .361.799.1980 SW Ripli'llon • 2118 Black I.A&C Hlvc S,W-* Olypiple, WA 98112 * Phone 300,.534,917T7 * Fox 160,$34,911,9 NW Reg-loo » $05 Dipponj Str"4, 9011c 5 - flelliashnut., WAL 9K225 - Phone 160,447-041 - Pox 360.6-47,81 it Visit our websile: Washington Towers LP - 15B087, 0911112015, #C41357, Page I of2 Materials Testing & Consulting, , Inc +G�ssl]nlia, €� dt r.�mw�linp * Spptidt �4tN"�ltlthll � ]YAelerriala'Pm,� � 1§nvi�ninm�lt�l Q+1li J°�ugaer�trd_ r'�th+n+aLtnrri,7',f47 The concrete was pmnped into place and vibrated for consolidation. 5903 & 5904 set for 56 day break due low 28 day results. Sample made required strength at 56 days. REPORTED BY: Doug Bender RCVIEWEID BY: Cheryl Meredith; Lab Manager *�mrrwe'P+1.�.r►+ .. aremhrf atspr rq�rab�rtrl acr!wiisa�4gmr�_v } r]8 - ]!I] 1l @early if rininp &. Com.1e1el.. Im. Ail ri{I-r raarrrrl. Corporate -* 777 Chrysler Drive * Rurlin-goon, W.A 982-4.1, * Phome 3W739.:1140 * Fox 366.7.5SA980 SW Rwltien * 2108 Slack LAC Ulad. 8.W,o OlymglQ, WA 98512 a F'home 160,534,"71 * Fox 360.$34,97"79 (VW Steil r! • $45 DOPOM1 Strout, 8e 9e .5 - Reliinghnm, WA 99215 • Phorae 16d. 4f.400 Fax 360."7,'k'l I-t Visit -our wabsiAe. Mrww.,mic-inc.net Washington Towers LP - 15B087, 0911112015, W41357, Page 2 of 2 ,Materials Testing & Consult , Inc Ga mt%nlml Edtl ung & Ckinsuffinp 0 9pesda! :InApw0 m i Mmlmiob TrAng 0 lkil iinmiatlml I% F,c�.wredAan*a3+ies Washington Towers LP - 15B087 - Field Report: Reinforcing Steel: Report #F69221 CLIENT Absher Construction DATE 11/03/2015 PROJECT LOCATION 233 Andover Park East PERMIT # Tukwila WA 98188 Inspection Information: Inspection Date: 1 1/03/2015 Time Onsite: 11:52 am Weather Conditions: Overcast, 60's *F Inspection Performed: Reinforcing Steel Report Profile: R R F I (# 015. 016, 021, 029) Comments: REINFORCING STEEL Sheer. S2.01 PC. S3.301.. S3.302, S3.303. S3.304, S3.307 Detail: 2/S3.303 Location: Center core wall (TOP to -1' from 'I St door) Crews continued installation of reinforcing steel/form savers in center core walls today. I was on site to inspect core wall reinforcing steel installation as needed. As noted in yesterday's report, crews installed cross ties in areas where they had been missing. Observed crews install approximately 140 total cross ties. Verified that all areas had cross ties as required. Observed crews install remaining formwork on the south wall. Verified that rebar had required clearances to formwork as required. At end ofshift, the RS placed appeared to have the correct lap, spacing. clearance, size. and was free from deleterious contamination except as noted 'below. The work observed was consistent with the project drawings dated 18-MAY-2015. Images: RECSFAM MY Or- 7U IA 4 a 6 2015 P IRR1141T CENTER 4'8 �!'4?Ar A�F N�aria@M,sdww�rA�M±�i_�Vo Me�wa4iwfmk.. n+.'R+e!�.�4�M'4 r!i ar,�rr�+:..Al+;*a2.ec!'srin+arn:...!i!k�i±Aprt�,:rraor�Rmerc�r.'ral+!!!n�+w dna,,.9 ar®+L1¢�t+aeerf�r�err¢�rn Y�arcd�.�a��ieafsgrme�', S 7Af6 - 1817. M��srl�.le Ta�ePe� IY. Ceveulsler:. !ex di'!I ri�Yr� rsxrrrmm. Corporate # 777 Chrysler Drive * Ruirlin.gton, WA 98233 * pram 36G.7S$.1$$6 - Fox .366 7Sg 1.980 SW Region 11, IS Olack Lake Blvd- S,W.• 01 yrnple, WA 90512 * Pf one 360M4,9171 • Fax 340,534,9719 NW Rellom + $0 Dnpvmt "Stir"t, Swkc S - Bekil.niham,, WA .95225 • Fri+wpe 3b-447.40.orl Nix 160.447,8111 Visi,il our website: ww-.m1cjnc_r�et Washington Towers LP - 15B087, 1110312015, #F69221, Page 1 of 3 Materol*aEs Testing & Consdting, Ene. / Gtao"nk l F.0.,%, * i"mn.01.9 1 1, Mnvo-btl:'I("*g • l3nv nm+rnlal . F,.iga+wnm/Anrarmam Some 14 RI R � ,y - L. 4. 4-1 UPLOADED: 11 /04/2015 1 1:52:00 View of cross ties installed inside Nvall r" . 1 } At N4: UPLOADED: 1 1 /04/2015 1 l :52:00 Cross ties 9 m1V1m CRY OF TUKMLA PERMIT CENTEP .•n.w+•wr.w,rha.RaONWO m 9R M.+-Vr*.r.psi-"okwwr4.row. Nvrwlm.it, +.V+ — SFr+M.**, Nm iallr7.fer04m0.10-g...AwMww.sw�.+•w. otrrohm0 0 1 * tti.o 1. uwmd prtbq.r wits Im". Q 3001 - 1113 Mat, r 1. 1. r..tbt i. C.*.•1U so. for All r1t M.. m*r•ed. C*rporale * 777 Chrysler Chive 8arlin$t*p, 9F`A 992-1:1 * pliant 364.733.1990 a Fax 360.795.1990 SW Re$lop * 211E Black, Late Blvd. S.W.* Oly'mple, WA 90512 * Phone 300,534,"77 ► Fax 360-534.9779 NW Replop • $93 Uupoml.'Strget, Sidle 3 • Rekilegham, WA 4$22$ * p.hane 1510.641.o$041 Fax 3-60."7.$111 Visit our wehsile: www_mtc-inc-net Washington Towers LP - 15B087, 1110312015, #F69111, Page 2 oj3 Materials Testing Consulting, Inc Gftift*n1s*1' FAOtailoft & Co"*Ming , 9 1n1: 'tee tiim 0 M,yi"ilY q Tv' >31n,; t lWwOeit- onttlt Coomb UPLOADED: 1 1 /04/2015 1 1:52:00 View of wall with cross ties installed REPORTED BY: Jordan Ulrich RI3VIEWLD BY: Deane Ramsdell, Project Manager 1 SCEM { s 2015 PERMIT GENTEP nv�►r'p*-�Fn�F�cias��,zF�+!�+TN As er�aPl.r�s�i.,t+�h.+_�s.!k1MM►.e#�aw�•.dl�err..set.±:s±Ql�r�±st+_�!+!r'IW'�*�,a�w�r;��t�M�tr�+a�.,�.rnh+,�e,�h.a,�M+,-„� A.Ati01e Y11!!B!R&1le�d!^�d9A'RrRm hxrSaaed �rwi.�, ntrnG 34-31 - 3413. Mal rrie.19'r--Eldl a C.s.alp Imp- Im. Ali r1wYse a®s•rr". Corporate F 777 IC11crsleir f]irl-vt + Rnrlin-Qinn, WA 98233 t Pbame 360-735.1000 + Fox 360.7 5.3990 Sid Region 21 15 SlackLate 111,a4:. S.W.* 01Ym;pIR, WA 90512 • Phone 360,334,9171 0 Fox M.534,9711-9 NW Reglow • $05 fp0.pomt 5trect, $ii1m 5 •. RelltnjlhR.m•, AFA 99223 • PbQme 26t1.647,('rp61 • Fax 3 Ci.6,47Ai t I Visit our website: www mt. .inc_c,er Washington Towers LP - 15B087, 11/03/2015, #F69221, Page 3 of 3 GEOENGINEERS� FIELD REPORT File Number. 21102-001-01 Project: Date: 8410154TH AvENUE NE Washington Place Development 12/02/15 (Wed) REDMOND, WA 98052 Owner' Time of Arrival: Report Number: (425) 861-6000 Great Wall Development 1230 FR-57 Prepared by. Location: Time of Departure: Page: Steven L. Godes Tukwila, WA 1300 1 of 3 Purpose of visit: Weather. Travel Time: Seattle DPD Project Number: Construction Observation Partly Cloudy, 50s 1.0 hr. Upon arrival to the site 1 assessed personal safety hazards: ® Yes or ❑ Referred to Site Safety Plan and Safety Tailgate if applicable Safety Hazards Were Addressed by: M Performing tool box safety meeting O Other (describe) We visited the site to observe pile cap backfilling for the Washington Place Development project located at 223 Andover Park East in Tukwila, WA. While on site we met with Gabe Seanard (Absher). The following is a summary of our observations while on site: Slab Subgrade Evaluation We observed that the contractor had prepared the slab subgrade for the west wing of the building in preparation for the placement of capillary break material (see attached site plan). We understand that the contractor had imported a sandy gravel (gravel borrow) to backfill all of the under -slab utility trenches, and that the material was compacted in lifts using a vibratory plate (hoepac) attached to a mini excavator. We evaluated the subgrade by means of probing with a 1/2- inch diameter steel probe rod. Probe depths were generally in the range of 1- to 3-inches. We observed a small isolated area of the subgrade where there was 1- to 2-inches of loose material over the previously compacted fill. We recommend the contractor recompact this area with either the hoepac or a small plate compactor prior to placing the capillary break material. Based on our observations and evaluations, it is our opinion that the slab subgrade evaluated today is in general conformance with the project plans and specifications and our recommendations. Temporary Erosion and Sedimentation Control Today we observed the at -grade site conditions to consist of intact existing asphalt parking lot on the east, south and west edges, and recycled asphalt pavement and base course over the remainder of the site. Temporary erosion and sedimentation control efforts included personnel tasked with cleaning soil from tr(&_--ilv�,es and."eeping soil observed on the asphalt in the soil loading area. These efforts were observed to be fut—GA'&i"n ifftfon'MiAo4hat soil was not observed to be leaving the site. DEC 15 2015 PERMIT O THIS FIELD REPORT IS PRELIMINARY FIELD REPRESENTATIVE DATE A preliminary report is provided solely as evidence that field observation was performed. Steven L. Godes 12/02/15 Observations and/or conclusions and/or recommendations conveyed in the final report may vary from and shall take precedence over those Indicated in a preliminary report. X THIS FIELD REPORT IS FINAL REVIEWED BY DATE A final report is an instrument of professional service. Any conclusions drawn from this report should Heidi P. Cashman, PE 12/14/15 be discussed with and evaluated by the professional involved. This report presents opinions formed as a result of our observation of activities relating to our services only. We rely on the contractor to comply with the plans and specification throughout the duration of the project irrespective of the presence of our representative. Our work does not include supervision or direction of the work of others. Our firth will not be responsible forjob or site safety of others on this project. DISCLAIMER: Any electronic form, facsimile or hard copy of the original document (email, te)t, table, and/or figure), if provided, and any attachments are only a copy of the original document The original document is stored by GeeEngineers, Inc, and will serve as the official document of retard. Attachments: Site Plans, Photos Distribution: Great Wall Development Co., Absher, Lund Opsal, File D I 1:5 orto File No. 21102-001-01 December 02, 2015 Page 2 Based on our observations, the temporary erosion and sedimentation control measures appear to be functioning in general accordance with the project plans and specifications. r... DEC 15 2015 PERMIT CENTER LWI IY IF D r �/1' ! L.l �1's• s :,s r•. . IbEC 15 2015 NUT CENTER VIs-oar0 A4BSHER ABSHER CONSTRUCTION COMPANY Request for Information 077 Detailed, RFIs Grouped by RFI Number POSTED: 9/21/2015 By: Keara.Flynn On Pages: A4.08 Washington Place Project # 528 Absher Construction Company 223 Andover Park E Tel: Fax: Tukwila, WA 98118 RFI #: 077 Date Created: 9/21/2015 Answer Company Answered By Author Company Authored By Absher Construction Company Keara Flynn Yakima Steel Andrew Hamil PO Box 280 6 East Washington Avenue Puyallup, WA 98371 Yakima, WA 98903 Co -Respondent Author RFI Number 8isX, Subject Discipline Category Stair Nosing Detail Confirmation Architectural Drawing Clarification Cc: Company Name Contact Name Copies Notes Conco Bill Lessard 1 Conco Dylan Rapp Conco Jeremiah Mills Conco Kim Stearns Conco Matt Kawamoto Yakima Steel Randy Dobslaw Yakima Steel Andrew Hamil Question Date Required: 9/28/2015 Reference: 3/A4.08 Reference the above drawing and provide spec for the stair nosing (not to be supplied by Yakima Steel) as shown on detail 3. Suggestion Answer Date Answered: 9/21/2015 Detail 3/A4.08 will not be used on this project; refer instead to Detail 4/A4.08 for the nosing condition at all stairs. Z!Ki t Oft ('/- wy 9 50, fl.Sc r AA t/+r)7I Prolog Manager Printed on: 9/21/2015 AbsherMain Page 1 of 1 Absorption Gravity. Material - (lbs): (cf) 1.1.5 2.69 7/8"' ASTM C-33 #57 . . 1,550 lbs. 1 9.23 1.25 2.68 3/8" ASTM C-33 #8 . 350 lbs. 2.09 .2.14 2.65 Sand ASTM C-33.Class 2). :1,380 lbs. 8.35 3.15 T e i-II Cement 451 lbs. 2.29 2.25 Glass F(Fly Ash 113 lbs. 0.80 1.00 Water 250,0 lbs. 4.01 %Air desi n ` 1.50% 0.41 W/C Ratio:. '0.44. Density: 150..6 Design Volume: 27.18 Notes: ASTM C 94 (5.6),"The purchaser shall.ensure that the manufacturer is provided copie of all re orts of tests performed on concrete samples taken.to determine.compliance with spiedficatic e,uir, ents. Reports shall be provided:on a timely basis." °s. Miles S&G does not acknowledge test lab, data that dogs not conform completely to TM st , ardsl 1 . Point,ot placement, for mix; conformance, is at the end of the discharge, chute of the xer. V 1 .Mites S&G is not responsible for changes In the mix due to:piamment methods. S Concrete placed that exceeds the maximum design slump, is placed at the riskof the ontractI and �w r. o rTi Remarks: ,foundation, pile caps, grade beams ' w 5 56 Day Compressive Test .We request copies of all reports for compressive strength, according to ASTM C-94, :�— r oring performance of the mix. ' Sent to: kelthm@graveipits.cbm o : DE OMPL rwY; �6eit.7fiompson �. V 7 •� ` �1846 STRENGTH TEST EVALUATION Company: Miles S&G Mix: 1240OF Spec'd Str.: 5000 PSI Page 2 ACI 214 Strength Analysis Average Strength, X 6388 PSI Min Strength 4410 PSI No. of Tests, n 83 Avg Strength 6388 PSI _ Max Strength 8050 PSI Average Range, R 129 PSI Min Slump 3.50 IN Standard Deviation, s 676 PSI Avg Slump 4.97 IN Coefficient of Variation, V 10.6 % Max Slump 6.50 IN Within -Test Std Dev 114 PSI Min Air Content 0.0 % Within -Test Coeff. of Var. 1.8 % Avg Air Content #DIV/0! % Max Air Content 0.0 % Batch -to -Batch Std Dev 666 PSI Batch -to -Batch Coeff. of Var. 10.4 % Min Conc. Temp. 52 F Avg Conc. Temp. 65 F Max Conc. Temp. 81 F ACI 318 Performance Approval MODIFICATION FACTOR = 1.000 s = 676 PSI fcr = fc + 1.33 s = 5899 PSI fcr = fc + 2.33 s - 500 = 6075 PSI VALID, >15 TESTS AUG 19 2015 REID MIDDLETON, INC. Mix: 1240OF Conc. 7-Day 28-Day Slump Air Temp. Str. Cyl.#1 Cyl.#2 Strength Moving Avg Moving Avg Test # Date in. % F psi psi psi Range psi of Three of Ten AVG 4.97 #DIV/0! 65 4520 6422 6354 129 6388 #DIV/0! #DIV/0! 1 4/3/2013 6.00 53 4870 6510 6580 0 6545 2 4/9/2013 5.75 61 4510 6660 6420 240 6540 3 4/10/2013 5.50 52 4310 6380 6300 0 6340 6475 6453 4 4/16/2013 6.00 54 4730 6430 6260 0 6345 6408 6432 5 4/16/2013 6.00 56 4440 6870 6770 100 6820 6502 6496 6 5/21 /2013 5.00 59 4880 6510 6500 10 6505 6557 6498 7 7/12/2013 4.50 71 4650 6410 6260 150 6335 6553 6477 8 7/15/2013 4.00 77 4170 6110 6150 40 6130 6323 6439 9 7/15/2013 6.00 66 4650 6560 6340 220 6450 6305 6440 10 8/1/2013 5.50 72 4080 5630 5680 50 5655 6078 6367 11 8/8/2013 6.50 71 4080 6220 6200 20 6210 6105 6333 12 8/8/2013 6.50 71 4080 6200 6220 20 6210 6025 6300 13 9/10/2013 4.50 81 4420 5810 5660 150 5735 6052 6240 14 9/11/2013 4.75 78 4100 5940 5970 30 5955 5967 6201 15 9/12/2013 5.00 72 3520 5010 4980 30 4995 5562 6018 16 9/16/2013 5.00 72 3430 4720 5050 330 4885 5278 5856 17 9/18/2013 5.50 68 4240 6350 6200 150 6275 5385 5850 18 9/24/2013 5.00 70 4230 6040 6280 240 6160 5773 5853 19 10/2/2013 4.50 79 3820 5610 5510 100 5560 5998 5764 20 10/3/2013 5.25 73 5190 7250 6910 340 7080 6267 5907 21 10/8/2013 4.50 74 4380 5860 5880 20 5870 6170 5873 22 10/17/2013 5.75 80 5320 5950 5870 80 5910 6287 5843 23 11/12/2013 5.25 66 5010 6410 6860 450 6635 6138 5933 24 12/2/2013 3.50 55 5220 6500 6510 10 6505 6350 5988 25 12/3/2013 6.00 69 4240 6670 6500 170 6585 6575 6147 26 1/28/2014 4.00 62 4980 7380 7280 100 7330 6807 6391 27 1/28/2014 4.25 61 5280 7280 7230 50 7255 7057 6489 28 2/21/2014 4.00 62 4770 6450 6520 70 6485 7023 6522 29 2/24/2014 4.00 63 4900 6660 6280 380 6470 6737 6613 30 3/12/2014 4.00 57 4820 7050 7180 130 7115 6690 6616 31 3/13/2014 3.50 61 5340 7350 7090 260 7220 6935 6751 32 3/17/2014 4.00 59 4940 6840 6720 120 6780 7038 6838 33 3/19/2014 4.25 64 5090 6370 6410 40 6390 6797 6814 34 3/24/2014 4.50 65 4400 6140 5970 170 6055 6408 6769 35 3/26/2014 4.75 67 4510 6320 6100 220 6210 6218 6731 36 3/27/2014 4.75 63 4580 6050 6100 50 6075 6113 6606 37 3/31/2014 4.50 61 4810 6680 6420 260 6550 6278 6535 38 4/3/2014 5.00 60 4330 6420 6280 140 6350 6325 6522 39 4/8/2014 4.50 64 4770 6420 6370 50 6395 6432 6514 40 4/8/2014 6.00 62 4320 6340 6070 270 6205 6317 6423 41 4/21/2014 5.25 64 4770 6830 6890 60 6860 6487 6387 42 4/24/2014 4.75 67 4780 6350 6020 330 6185 6417 6328 43 6/13/2014 5.00 63 3860 5870 5680 190 5775 6273 6266 44 10/7/2014 6.00 72 4030 6000 6060 60 6030 5997 6264 45 11 /11 /2014 5.00 56 4690 6720 6730 10 6725 6177 6315 46 11/18/2014 5.00 73 4270 6090 6070 20 6080 6278 6316 47 11/18/2014 4.50 73 4630 6740 6670 70 670 D AUG 19 2015 REID MIDDLETON, INC. 48 11/18/2014 5.00 72 4630 6250 6300 50 6275 6353 6324 49 12/23/2014 3.50 71 4660 6400 6370 30 6385 6455 6323 50 1 /8/2015 3.50 67 4310 7090 7100 10 7095 6585 6412 51 1/27/2015 3.50 67 5320 7400 7370 30 7385 6955 6464 52 10/7/2014 5.00 71 4050 6020 6010 10 6015 6832 6447 53 1 /20/2015 4.50 57 5760 7880 7990 110 7935 7112 6663 54 1 /22/2015 4.50 62 3950 4990 4990 0 4990 6313 6559 55 1/22/2015 5.00 59 3580 4530 4290 240 4410 * 5778 6328 56 10/6/2014 5.75 65 3830 5500 5400 100 5450 4950 6265 57 10/9/2014 6.00 73 3900 5770 5650 120 5710 5190 6165 58 10/16/2014 6.00 69 3700 6260 6050 210 6155 5772 6153 59 10/16/2014 6.25 68 4770 5980 5990 10 5985 5950 6113 60 10/16/2014 5.75 70 3740 6010 5930 80 5970 6037 6001 61 1/30/2015 4.50 59 4490 6460 6560 100 6510 6155 5913 62 2/5/2015 5.00 60 4080 5870 6070 200 5970 6150 5909 63 2/11/2015 4.50 62 4840 7280 7100 180 7190 6557 5834 64 2/13/2015 5.00 69 4540 6670 6600 70 6635 6598 5999 65 2/12/2015 4.00 67 4480 6720 6520 200 6620 6815 6220 66 2/5/2015 5.25 59 3940 5970 6080 110 6025 6427 6277 67 1/30/2015 5.00 65 4340 6450 6400 50 6425 6357 6349 68 4/l/2015 5.25 64 4510 6680 6730 50 6705 6385 6404 69 3/10/2015 5.25 64 3640 5680 5430 250 5555 6228 6361 70 2/25/2015 5.25 53 4950 6930 6990 60 6960 6407 6460 71 2/23/2015 5.00 53 4520 7020 6760 260 6890 6468 6498 72 2/18/2015 5.00 58 4990 7240 7110 130 7175 7008 6618 73 2/13/2015 5.25 62 4810 6910 6730 180 6820 6962 6581 74 1/26/2015 5.75 55 4110 6210 6070 140 6140 6712 6532 75 1 /28/2015 6.00 61 3780 6060 5780 280 5920 6293 6462 76 1/28/2015 6.00 64 3600 5300 5170 130 5235 5765 6383 77 1/23/2015 4.00 69 5500 8390 7710 680 8050 6402 6545 78 1/12/2015 5.25 64 4870 7220 7030 190 7125 6803 6587 79 12/31/2014 5.50 60 5380 7590 7550 40 7570 7582 6789 80 12/31/2014 3.75 60 4870 6650 6600 50 6625 7107 6755 81 12/24/2014 5.00 69 5520 7470 7610 140 7540 7245 6820 82 12/23/2014 3.50 68 5870 7850 7800 50 7825 7330 6885 83 5/7/2015 6.00 60 3930 5400 5550 150 5475 6947 6751 D E"EME AUG 19 2015 REID MIDDLETON, INC. STRENGTH TEST EVALUATION Company: Miles S&G Mix: 12400FG3 Spec'd Str.: 5000 PSI ACI 214 Strength Analysis Average Strength, X 5686 PSI Min Strength No. of Tests, n 30 Avg Strength _ Max Strength Average Range, R 168 PSI Min Slump Standard Deviation, s 586 PSI Avg Slump Coefficient of Variation, V 10.3 % Max Slump Within -Test Std Dev 149 PSI Min Air Content Within -Test Coeff. of Var. 2.6 % Avg Air Content Max Air Content Batch -to -Batch Std Dev 566 PSI Batch -to -Batch Coeff. of Var. 10.0 % Min Cone. Temp. Avg Cone. Temp. Max Cone. Temp. ACI 318 Performance Approval VALID, >15 TESTS MODIFICATION FACTOR = 1.000 s = 586 PSI fcr = fc + 1.33 s = 5779 PSI fcr = fc + 2.33 s - 500 = 5865 PSI Page 2 4635 PSI 5686 PSI 6735 PSI 4.25 IN 5.95 IN 7.25 IN 0.0 % #DIV/0l % 0.0 % 55 F 67 F 74 F AUG 19 2015 AEID MIDDLETOM, INC. Mix: 12400FG3 Conc. 7-Day 28-Day Str. Slump Air Temp. Str. Cyl.#1 Cyl.#2 Strength Moving Avg Moving Avg Test # Date in. % F psi psi psi Range psi of Three of Ten AVG 5.95 #DIV/0! 67 3984 5690 5681 168 5686 #DIV/0! #DIV/0! 1 6/18/2009 7.25 61 3170 4710 4900 190 4805 2 6/18/2009 6.25 65 3580 5450 5180 270 5315 3 6/22/2009 7.00 61 4010 5990 5900 90 5945 5355 5438 4 6/22/2009 6.75 59 3950 5910 5760 150 5835 5698 5517 5 6/26/2009 6.25 68 3700 5500 5640 140 5570 5783 5526 6 6/26/2009 6.25 70 3820 4710 5060 350 4885 5430 5434 7 7/2/2009 5.00 70 4110 5560 5270 290 5415 5290 5432 8 7/2/2009 6.00 70 3040 4850 4420 430 4635 4978 5343 9 8/27/2009 6.00 66 4550 5410 5850 440 5630 5227 5372 10 8/27/2009 6.50 70 3850 5120 5030 90 5075 5113 5311 11 9/2/2009 6.00 72 3680 4690 5050 360 4870 5192 5318 12 9/21/2009 6.50 74 3370 5320 5190 130 5255 5067 5312 13 10/16/2009 5.50 62" 3840 5480 5740 260 5610 5245 5278 14 10/21/2009 6.50 65" 3770 5610 5710 100 5660 5508 5261 15 11/4/2009 5.50 67" 3730 5820 5810 10 5815 5695 5285 16 1/15/2010 4.25 57 3380 4940 4940 0 4940 5472 5291 17 2/23/2010 5.50 68 4620 6700 6560 140 6630 5795 5412 18 5/9/2012 6.00 55 4150 5660 5710 50 5685 5752 5517 19 5/17/2012 5.00 61 4620 6350 6510 160 6430 6248 5597 20 5/23/2012 6.50 72 4260 6380 6320 60 6350 6155 5725 21 5/30/2012 4.50 68 4550 6670 6610 60 6640 6473 5902 22 6/26/2013 6.00 74 3990 5800 5780 20 5790 6260 5955 23 6/26/2013 7.00 71 3910 5800 5480 320 5640 6023 5958 24 6/27/2013 6.00 66 4320 6010 5850 160 5930 5787 5985 25 7/2/2013 7.00 74 3360 5220 5050 170 5135 5568 5917 26 8/29/2013 5.00 74 3980 5540 5660 120 5600 5555 5983 27 12/26/2013 6.00 67 4860 6470 6390 80 6430 5722 5963 28 9/24/2014 5.00 70 4430 6170 6380 210 6275 6102 6022 29 10/9/2014 5.50 63 4530 6770 6700 70 6735 6480 6053 30 10/9l2014 6.00 69 4390 6090 5980 110 6035 6348 6021 R'D E"EWE- AUG 19 2015 D REID MIODLETON, INC. r ' w STRUCTURAL CALCULATIONS Building Permit Resubmittal Washington Place Hotel/Apartment 223 Andover Park East Tukwila, WA for Washington Tower LP August 17, 2015 �OgIE of WAs,�� a 2 , �s'S►n�iAl. LN"` D�s*--o��o REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 6 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 18 2015 PERMIT CENTER 1201 First Avenue South, Suite 310 1 Seattle, Washington 98134 1 206-402-5156 1 www.lundopsahl.com "�4L /0) v r ~ Project �A)04, �� -�{� Sheet Lube<t T E,o-� DES PoN St— 44-- 28 Client r U-l/�J Page No. Cesirner Date vi r..v.lundopsahl.com I Tel:206.402.5156 r.>e-p-p t3, P>� e-Aps ad-e... oe Ar-t- b,-Wr - Trr*JV. A+,jo Ti-te F'oo 5,.Aa o c,J s, L-4-3 t L-�, Sv Sr i Fy Th�F PLi!F- CA-P. C� 3�u�c-o�ti4'r 1 74_ 0 V = x 6,1- +- to .CA kI f> >,, Lf f I P4 I low- i aka Vjp, ��r'�W Sheet Subject 1 C e—t-A M:: Client ( 1 �� j Page No. Designer Date v.wTMr.lundopsahl.com I Tel:206.402.5156 w } -VFS" Po�-,j5uh t F=ekc.;►o� Sl(o>(,2, v,'�- r ti'r"o (.3) P L-d PI LECAP 6 Lr) l<< � P�c�crt-{�s Pam. � �� j �S �.-�,�z. .�- �`�.► z-s � tz`' ©c /A-T lZ° �sL �v 4'0- l'1 , 11 �tz yS- . Ats— Oc, J r Zs. VV c 3��xe`, � .. S IS Protect " R—A Sheet Subject iza Client Paoe No. Designer Date w�rw.lundopsahl.com I Tel:206.402.5156 4ff4e> 2 L?' e.�E'C.� c3�iE�TV!?�IrrJCT- F-'�ca1�.h�."1VT Suit PEe.)--A. � z- ems Pr�NS�` Glen! 7T� Page No. Desig-ver S m Date i wow.lundo psahl.com I Tel:206.402.5156 r � I 4---' ()I ya1 N't Lae— r.rl u Ir �Wl ,,Was I i I i C I I I I I I � y E) 5TSI 1.1 i E) i I I 9 I_ S Ir w, t> P c I.. ES AQ-c_ r*-i t-.y D e� Pp CA S Reid iddleton RECEIVED August 19, 2015 File No. 262015.005/00520 AVG 212015 Community Mr. Jerry Hight, Building Official Development City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal for Deferred Concrete Mix Washington Place Hotel/Apartment — Footing and Foundation (D15-0210) Dear Mr. Hight: tiv With respect to the deferred concrete mix submittal for the foundation, pile caps, and grade beams, we have reviewed the submittal for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. This mix was noted as mix number 1240OF in the submittal. We have no comments necessitating a response from the permit applicant. Structural submittals. Reports, certificates,'and other documents related to structural special inspections and tests should be submitted by the contractor, owner, or owner's authorized agent to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. Note that submittals for Phase 1 - Pile Permit are included in our letter to the city of Tukwila, dated April 23, 2015, and Foundation plan review letter dated August 19, 2015, and are not repeated below. Enclosed are three stamped copies of the deferred concrete mix design, Mix Number 12400F; each copy having a total of six pages. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. G�'�i✓�✓ oCT , Alan D. Findlay, P.E. Project Engineer Enclosures cc: Paul Soldwedel, Group West Companies (by email) Marjorie Lund, Lund Opsahl (by email) King Chin, GeoEngineers (by email) Jerry Hight, City of Tukwila (by email) Bill Rambo, City of Tukwila (by surface mail and email) Rachelle Ripley, City of Tukwila (by email) Brenda Holt, City of Tukwila (by e-mail) mmt\\o\26se\p1an review\tukwi1a\15\t005r20.doc\adf EVERETT 728134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com ReidIMiddleton August 19, 2015 File No. 262015.005/00503a Revised Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RECEIVED AN Community, VaskQpmantt Subject: Building Permit Plan Review - Final Submittal Washington Place Hotel/Apartment — Footing and Foundation (D 15-0210) Dear Mr. Hight: With respect to a footing and foundation permit, we reviewed the proposed project for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. The comments below do not require a response from the permit applicant. Individual revised structural sheets were submitted in response to our second plan review for insertion into the original drawing sets. The other sets of drawings should be reconciled in preparation for permit issuance. These revised sheets are S 1.01 to S 1.04, 52.01 PC, 52.015, 52.40, 52.41, 53.001, 53.100 to 53.104, 53.201 to 53.203, and 53.601. Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The architect has been informed that the city of Tukwila may require the issuance of additional permits. The following is a summary: 1. Concrete mix designs. Geotechnical special inspections. Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by GeoEngineers, dated January 31, 2014. See IBC Sections 1705.6 and 1803. A summary was provided in the review letter for the pile permit dated April 23, 2015. Structural special inspections. Special inspections by qualified special inspectors should be provided. We assume the prefabricated structural steel members, steel structure, and steel stairways will be fabricated by registered and approved fabricators. EVERETT Note that the special inspections for Phase 1- Pile Permit are included in our letter to the 728134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila August 19, 2015 File No. 262015.005/00503a Revised Page 2 city of Tukwila, dated April 23, 2015, and are repeated below where applicable to this phase of the project. The following is a summary: 1. Concrete placement at concrete construction, including prestressed, post - tensioned, concrete floor systems and concrete topping at steel floor decks: continuous. See also IBC Section 1705.3 and Structural Tests below. 2. Reinforcement at concrete construction, including prestressing tendons, headed shear studs at steel floor decks, and mechanical couplers: periodic. See also IBC Section 1705.3 and Sections 2.2 and D.1 of ACI 318-11. 3. Installation of mechanical couplers at concrete reinforcement, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC-ES). See also IBC Section 1705.1.1. 4. Welding of concrete reinforcement other than at the seismic -force -resisting system, where applicable: periodic. See also Item 2 of IBC Table 1705.3 and Item 2.b.4 of IBC Table 1705.2.2. 5. Installation of steel anchor bolts/rods in concrete: continuous. See also IBC Sections 1705.3 and 1705.11. 6. Installation of headed studs and deformed bar anchor studs in concrete: continuous. See also IBC Section 1705.1.1. 7. Installation of concrete expansion anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC-ES). See also IBC Section 1705.1.1. Structural tests. Tests by qualified special inspectors should be conducted. Note that structural tests for Phase 1 - Pile Permit are included in our letter to the city of Tukwila, dated April 23, 2015, and are not repeated below. The following is a summary: 1. Testing of concrete, including post -tensioned concrete and concrete topping at steel floor decks, for specified compressive strength, f,', air content, and slump. See IBC Sections 1705.3 and 1901.2 and ACI 318 Section 5.6. 2. Chemical tests to determine weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where reports of material properties to verify weldability are not available. See IBC Section 1705.12.1 and Section 1.3.4 of AWS D1.4-98. Structural submittals. Reports, certificates, and other documents related to structural special inspections and tests should be submitted by the contractor, owner, or owner's authorized agent to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. See also the structural general comments below. Note that submittals for Phase 1 - Pile Permit are included in our letter to the city of Tukwila, dated April 23, 2015, and are not repeated below. The following is a summary: 1. Submittal of reports of mill tests from the manufacturers of concrete reinforcement complying with ASTM A 615, where proposed as a substitute for Reid iddleton Y Mr. Jerry Hight, Building Official City of Tukwila August 19, 2015 File No. 262015.005/00503a Revised Page 3 reinforcement complying with ASTM A 706, in special reinforced concrete shear walls and coupling beams connecting shear walls, where applicable. See also IBC Sections 1705.12.1 and 1901.2 and Section 21.1.5.2 of ACI 318-11. 2. Submittal of reports of material properties from the manufacturers verifying compliance with AWS D1.4 for weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where applicable. See also IBC Sections 1705.12.1 and 1901.2, Section 3.5.2 of ACI 318-11, and Section 1.3.4 of AWS DI A-98. 3. Submittal of welding procedure specifications for the welding of concrete reinforcement other than by fillet welds. See also IBC Section 1901.2, Section 3.5.2 of ACI 318-08, and Section 6.1.2 of AWS DI A-98. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. Enclosed are three copies of the supplemental structural calculations and three sets of the revised structural drawing sets. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. orbin M. Hammer, P.E., S.E. Senior Engineer Alan D. Findlay, P.E. Project Engineer Enclosures cc: Paul Soldwedel, Group West Companies (by email) Marjorie Lund, Lund Opsahl (by email) King Chin, GeoEngineers (by email) Jerry Hight, City of Tukwila (by email) Bill Rambo, City of Tukwila (by surface mail and email) Rachelle Ripley, City of Tukwila (by email) Brenda Holt, City of Tukwila (by e-mail) ehw\\o\26se\plan review\tukwila\l5\t005r3a revised.doc\adf Reid iddleton PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0210 DATE: 10/16/15 PROJECT NAME: WASHINGTON PLACE - FOUNDATION SITE ADDRESS: 223 ANDOVER PARK E Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: VrE A-T Bui ding Division Public Works ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Fire Prevention ❑ Structural ❑ Planning Division ❑ Permit Coordinator Q DATE: 10/20/15 Structural Review Required ❑ DATE: DUE DATE: 11/17/15 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D 15-0210 DATE: 08/18/15 PROJECT NAME: WASHINGTON PLACE - FOUNDATION SITE ADDRESS: 223 ANDOVER PARK E X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPART��,M,,ENTS: Building Division Fire Prevention Planning Division Pu lic Works Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 08/20/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09/17/15 Approved ❑ Approved with Conditions Y Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PROJECT NAME: S ; SITE ADDRESS: G,rk PERMIT NO: �t S —Q'1�4 0 ORIGINAL ISSUE DATE: ti REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF IN LS Summary of Revision: c Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please mint) City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: httl2://www.Tukwi]aWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Plan Check/Permit Number: 4` ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # v 6 V '�Cr kC Lc1IIrs �}— Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Addre Contact Person: t>>li�= Phone Number: Summary of Revision: STQ�C�iLAI. i�-R S 'lD /hoOt Ta AloW CA/JcVe� ZEVEL \ C�c w-CV— aAt CAA WF 16 2 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision C Received at the City of Tukwila Permit Center by: W--Entered in TRAKiT on to— �S AIJNHtKUUNNIKUC:1ION C;U 0 IJoine Inicio en I'spano; Contact Page 1 of 4 Search L&I _ Safety Washington State Department of Labor & Industries ABSHER CONSTRUCTION CO A-L Index Nelp A1.% Sc, urc LA I Claims & Insurance Workplace Rights Trades & Licensing Owner or tradesperson PO BOX 280 PUYALLUP, WA Principals 263-845-95" ABSHER, DANIEL RHEA, PRESIDENT PIERCE County ABSHER, THOMAS LOWELL, VICE PRESIDENT TANSBE, LANE STUART, TREASURER WEHRY,JOSEPH R, AGENT SAYRE, BRADLEY C, SECRETARY (End:01/18/2006) HELLE, GREGORY A, VICE PRESIDENT (End: 12/26/2014) SAYRE, BRADLEY C, VICE PRESIDENT (End: 12/26/2014) HELLE, CLARK E, VICE PRESIDENT (End: 12/26/2014) Doing business as ABSHER CONSTRUCTION CO WA UBI No. Business type 275 003 716 Corporation Governing persons BRADLEY C SAYRE DANIEL R ABSHER; GREG A HELLE; THOMAS L ABSHER; THOMAS R ABSHER; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. ABSHEC'345PS Effective — expiration 10/10/1966— 01/08/2017 Bond Safeco Ins Co of America $12,000.00 Bond account no. 69s009838 Received by L&I Effective date 05111/2012 04/20/2012 Expiration date https:Hsecure.Ini.wa. gov/verify/Detail.aspx?UBI=275003716&LIC=ABSHEC* 345PS&SAW= 9/ 1 /2015 GENERAL REQUIREMENTS SUMMARY OF WORK Project consists of new construction as shown on these Contract Documents used in coordination with the Architectural and other discipline's documents. DEFINITIONS The following definitions are used throughout these structural notes: IBC - Governing code, including local amendments SER - Structural Engineer of Record per these Contract Documents LINO - unless noted otherwise GOVERNING CODE All design and construction shall conform to the 2012 International Building Code and local jurisdiction amendments. Reference to ASTM and other standards shall refer to the latest edition designated by IBC Chapter 35. Refer to the specifications for information in addition to that covered by these structural notes and drawings. DOCUMENTS Structural Documents shall be used in conjunction with Architectural Documents for all bidding and construction. Drawings indicate general and typical details of construction. Typical details and general notes shall apply even if not specifically denoted on plans, UNO. Where conditions are not specifically indicated similar details of construction shall be used, subject to review and approval by the Architect and the SER. Existing structural information, designated as (E) on the structural drawings, has been compiled from information furnished by various sources and is not necessarily field -verified by the engineer. Dimensions relating to existing structures are intended for use as guidelines only, all dimensions shall be field -verified by the contractor prior to start of construction. Notify the Architect of any discrepancies. These Contract Documents and any materials used in preparation of them, including calculations, are the exclusive property of the SER and can be reproduced only with the permission of the SER. WARRANTY The SER has used that degree of care and skill ordinarily exercised under similar circumstances by members of the profession in this locale and no other warranty, either expressed or implied, is made in connection with rendering professional services. OWNER RESPONSIBILITY The owner shall retain a Special Inspector to perform the special inspection requirements required by the building official and as outlined in the Special Inspection section below. DESIGN CRITERIA BUILDING CATEGORY Structural Risk Category II Importance factors for snow, wind and seismic are listed with the loading criteria. See load maps for floor, roof and wind loads. LIVE LOADS - SNOW Numbering below is per IBC Section 1603.1.3: 1. Flat -Roof Snow Load: Pf= 25 psf 2. Snow Exposure Factor: Ce = 0.9 3. Snow Importance Factor: Is = 1.0 4. Thermal Factor: Ct = 1.0 Additional Items: Ground Snow Load: Pg =15 psf Snow drifting load per IBC w/ground snow load Al LATERAL LOADS- WIND Numbering below is per IBC Section 1603.1.4: 1. Ultimate Design Wind Speed (3-second gust)iult = 110 mph Nominal Design Wind Speed: Vasd = 85 mph 2. Risk Category: II Wind Importance Factor: I = 1.0 3. Wind Exposure: C 4. Internal Pressure Coefficient = +/- 0.18 LATERAL LOADS - EARTHQUAKE (Garage) Capacities of each future column are based on number of piles. See plan below on this sheet for lateral loads imposed at top of pile cap level from future structures (weight of pile cap is included). Numbering below is per IBC Section 1603.1.5: 1. Risk Category: II 2. Seismic Importance Factor: le = 1.0 3. Mapped Spectral Response Acceleration Parameter3s = 1.12 g; S1= 1.24 g 4. Site Class: F; Site specific MCER provided by Geotech. 5. Design Spectral Response Acceleration Parameters:Sds = 0.75 g; Sd1 = 0.83 g 6. Seismic Design Category: E 7. Basic Seismic Force -Resisting Systems: Vertical Elements: Special Reinforced Concrete Moment Frames; Diaphragms: Post -Tensioned Slabs; 8. Modal Design Base Shear: (0.85) (1,630 kips) = 1,386 kips 9. Seismic Response Coefficient: CS = 0.149 10. Response Modification CoefficientR = 5 11. Analysis Procedure: Modal Response Spectrum Analysis Additional Items: • Building Location: 47.5° N, 122.3° W • Building Height = 35 feet • Redundancy Factors: North/South Direction = 1.0 East/West Direction = 1.0 LATERAL LOADS - EARTHQUAKE (Tower) Capacities of each future column are based on number of piles. See plan below on this sheet for lateral loads imposed at top of pile cap level from future structures (weight of pile cap is included). Numbering below is per IBCSection 1603.1.5: 1. Risk Category: II 2. Seismic Importance Factor: le = 1.0 3. Mapped Spectral Response Acceleration Parameter3s = 1.12 g; S1= 1.24 g 4. Site Class: F; Site specific MCER provided by Geotech. 5. Design Spectral Response Acceleration Parameters:Sds = 0.75 g; Sd1= 0.83 g 6. Seismic Design Category: E 7. Basic Seismic Force -Resisting Systems: Vertical Elements: Special Reinforced Concrete Shear Walls; Diaphragms: Post -Tensioned Slabs; 8. Modal Design Base Shear: (0.85) (6,516 kips) = 5,540 kips 9. Seismic Response Coefficient: CS = 0.103 10. Response Modification CoefficientR = 6 11. Analysis Procedure: Modal Response Spectrum Analysis Additional Items: • Building Location: 47.5° N, 122.3° W • Building Height = 178 feet • Redundancy Factors: North/South Direction = 1.3 East/West Direction = 1.3 SHOP DRAWINGS AND SUBMITTALS SHOP DRAWING & SUBMITTAL REVIEW (including Deferred Structural Components) The contractor must review and stamp the shop drawings & submittals for review. SER will only review submittals for items shown on SER documents. Submittals for Deferred Structural Components will receive cursory review by SER for loads imposed on primary structure. SER will review shop drawings for general conformance with design concept of the project and general compliance with the information given in the Structural Contract Documents. Review of submittals does not constitute approval or acceptance of unauthorized deviation from Contract Documents. Corrections or comments made on shop drawings during this review do not relieve contractor from compliance with the requirements of the plans and specifications. Contractor responsible for: • Reviewing, approving, stamping and signing submittals prior to submittal to Architect and SER • Timing submittals to allow two weeks of review time for the SER and time for corrections and/or resubmittal • Conformance to requirements of the Contract Documents • Dimensions and quantities • Verifying information to be confirmed or coordinated • Information solely for fabrication, safety, means, methods, techniques and sequences of construction • Coordination of all trades Resubmittals shall be clouded and dated for all changes to the submittal. Only clouded portions of resubmittal will be reviewed and'SER's review stamp applies to only these areas. SUBSTITUTIONS Substitutions shall be submitted in writing prior to submittal of shop drawings. Shop drawings bearing substitutions will be rejected. Submit engineering data to substantiate the equivalence of the proposed items. The SER's basic services contract does not include review of substitutions that require re -engineering of the item or adjacent structure. Nor does the SER's contract cover excessive review of proposed substitutions. The fees for making these reviews and/or redesign shall be paid by the contractor. Reviews and approvals shall not be made until authorization is received. SUBMITTALS Shop drawings and material submittals shall be submitted to the Architect and SER prior to any fabrication or construction for the following structural items. Submittals shall include one reproducible and one copy; reproducible will be marked and returned. If deviations, discrepancies, or conflicts between shop drawings submittals and the contract documents are discovered either prior to or after shop drawing submittals are processed by the SER, the Contract Documents control and shall be followed. Structural submittals, reports, certificates, and other documents related to structural special inspections Aand tests should be submitted by the contractor, owner, or owner's authorized agent to the building department. • Construction sequence description • Contractor Quality Control testing procedures when required in specifications • Concrete mix designs • Concrete construction joint plans • Concrete accessories material specification, size and location • Reinforcing bar shop drawings and placing plans • Reinforcing bar mill certificates shall be available upon request • Post -tensioning reinforcing • Studrails • Non -shrink grout material specifications and manufacturer's installation recommendations • Fabrication shop AISC Certification • Structural steel mill certificates shall be available upon request • Structural steel shop and erection drawings • Welding Procedure Specifications • Metal deck material submittal • Metal deck layout • Cold -formed steel shown on structural drawings • Deferred Structural Components listed below DEFERRED STRUCTURAL COMPONENTS Components referred to as Deferred Structural Components shall comply with these notes. These elements have not been permitted under the base building application. The contractor will be required to submit the component system documents to the building official for approval. The documents shall be stamped and signed by an engineer licensed by the state where the project is located. The deferred structural components shall not be installed until the design and submittal documents have been approved by the building official. Prior to building department submittal, the deferred structural components submittals shall receive cursory review by SER for loads imposed on primary structure and general conformance with design concept of the project and general compliance with the information given in the Structural Contract Documents. Review of submittals does not constitute approval or acceptance of unauthorized deviation from Contract Documents. Submittals of contractor -designed components shall include the designing professional engineer's stamp and signature, as noted above. The submittal shall be approved by the component vendor prior to review by the SER. The designing professional is responsible for code conformance and all necessary connections not specifically called out on architectural or structural contract documents. Submittals shall include details of connections to primary structure that indicate magnitude and direction of all loads imposed at point of connection. Design criteria shall be provided with submittal and calculations shall be made available upon request. The following list includes the items that are defined as Deferred Structural Components. Refer to other discipline's contract documents for additional deferred components that may require structural design and details. Connections of these elements shall not induce torsion on structural members. Deferred Structural Components shall be manufactured, delivered, handled, stored, and field erected in conformance with instructions prepared by the component vendor. Deferred structural components: • Exterior wall system support • Post -tensioning systems • Light -gage metal stud systems • Metal or precast stairs and landings • Handrails, guards, grab bars, and wall mounted shower seats Marquees and canopies, unless detailed on Contract Documents • Fall -restraint systems CONTRACTOR PERFORMANCE REQUIREMENTS The contractor shall coordinate with the building department for all building department required inspections. Contractor shall verify all dimensions and all conditions at the job site, including building and site conditions before commencing work, and be responsible for same. All discrepancies shall be reported to the Architect before proceeding with work. Any errors, ambiguities and/or omissions in the contract documents shall be reported to the Architect immediately, in writing. No work is to be started before correction is made. Contractor shall verify and/or coordinate all dimensioned openings and slab edges shown on the contract documents. Some dimensions, openings and embedded items are shown on the structural drawings. Others may be required. Refer to architectural drawings for size and location of curbs, equipment pads, wall and floor openings, architectural treatment, embeds required for architectural items and dimensions. Refer to mechanical, plumbing, electrical and fire protection drawings for size and location of all openings for ducts, piping, conduits, etc. Submit openings to architect for review. Contractor -initiated changes shall be submitted in writing to the Architect for review and acceptance prior to fabrication or construction. Changes shown on shop drawings only will not satisfy this requirement. Contractor shall be responsible for all safety precautions and the methods, techniques, sequences or procedures required to perform the contractor's work. The Structural Engineer has no overall supervisory authority or actual and/or direct responsibility for the specific working conditions at the site and/or for any hazards resulting from the actions of any trade contractor. The Structural Engineer has no duty to inspect, supervise, note, correct, or report any health or safety deficiencies to the owner„contractors, or other entities or persons at the project site. The contractor shall provide temporary bracing as required until all permanent connections and stiffening have been installed. The contractor is responsible for the strength and stability of all partially completed structures including but not limited to concrete or masonry walls, steel framing and erection aids. The contractor shall at his discretion employ the aid of a licensed structural engineer to design all temporary bracing and shoring necessary to complete the work described in these contract documents. The contractor shall be responsible for all required safety standards, safety precautions and the methods, techniques, sequences or procedures required in performing his work. For concrete construction refer to ACI.318 -Section 6.2 "Removal of Forms, Shores, and Reshores". Do not scale drawings. Use only field verified dimensions. When electronic plan files are provided for the contractor's detailing convenience, it shall be noted that the electronic files are not guaranteed to be dimensionally accurate. The contractor uses them at his own risk. The published paper documents are the controlling Contract Documents. Electronic files of detail sheets and notes will not be provided. BUILDING MOVEMENT All non-structural wall connections shall account for construction tolerances, column shortening and beam deflections. In addition, all design components shall accommodate a typical vertical movement at each floor of 3/4" due to variable live loading. This displacement will occur at the free end of cantilever beams and at midspan of simple span beams. Non-structural walls shall accommodate typical lateral movements of 1/2" between adjacent floors perpendicular and/or parallel to the wall. Wall attachments shall not apply any lateral loads to the bottom flange of beams. If attachment is made to the bottom of beams, additional inclined struts bracing the bottom flange or other equivalent means to counteract this force shall be provided by the contractor. INSPECTIONS INSPECTIONS BY BUILDING OFFICIAL The building official, upon notification, shall make structural inspections as required by local ordinance. The inspection by the building official per IBC Section 110 will be, separate from and in addition to the special inspection and structural observation mentioned subsequently. SPECIAL INSPECTIONS A Special Inspector shall be hired by the owner to perform the following special inspections per IBC Section 1704. See the specifications for additional requirements for special inspection and testing. The architect, structural engineer, and building department shall be furnished with copies of all inspection reports and test results. Designated seismic systems, defined in IBC Section 1705.11.4 - IBC Section 1705.11.7 as architectural, electrical and mechanical systems and their components that require design in accordance with ASCE 7-10 Chapter 13 and have a component important factor Ip greater than one, are subject to special inspection and testing. Additional systems and components requiring special inspection and testing include: HVAC ductwork containing hazardous materials and anchorage of such ductwork, piping systems and mechanical units containing flammable, combustible or highly toxic materials, anchorage of electrical equipment used for emergency or standby power systems, interior non - bearing walls (unit weight greater than 15 psf), exterior non -bearing walls, cladding and veneer (unit weight greater than 5 psf) and their anchorage, suspended ceiling systems and their anchorage, access floors and their anchorage, and steel storage racks and their anchorage (where Ip = 1.5 at racks). Refer to IBC Section 1705 for required frequency of these special inspections and refer to IBC Section 1705.11 for required seismic qualification of designated seismic systems. Each contractor responsible for the construction of a seismic force resisting system, designated seismic system, or component listed in the statement of special inspections shall submit a written statement of responsibility to the building official and the owner prior to the commencement of work on the system or component. The written statement shall be in accordance with IBC Section 1704. See IBC Chapter 17: "Structural Tests and Special Inspections" for more detailed requirements. SPECIAL INSPECTIONS, OF SOILS (PER IBC 1705.6) Frequency Verification and Inspection Reference Continuous Periodic 2. VERIFY THAT EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND X HAVE REACHED PROPER MATERIAL 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL X MATERIALS 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT X THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL 5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE X _F AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY SPECIAL INSPECTIONS OF CONCRETE CONSTRUCTION (PER IBC 1705.3) Frequency Verification and Inspection Reference Continuous Periodic 1. INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING X IBC 1910.4 TENDONS, AND PLACEMENT ACI 318: 3.5, 7.1-7.7 2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE AWS D1.4 WITH TABLE 1705.2.2, ITEM 2b ACI 318: 3.5.2 3. INSPECTION OF ANCHORS CAST IN CONCRETE X ACI 318: D.9.2 4. INSPECTION OF ANCHORS POST -INSTALLED IN HARDENED CONCRETE MEMBERS: a. ADHESIVE ANCHORS INSTALLED IN HORZANTALLY OR X ACI 318: D9.2.4 UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAIN TENSION LOADS b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT X ACI 318: D9.2 DEFINED IN 4a 5. VERIFYING USE OF REQUIRED DESIGN MIX X IBC 1904.2, 1910.2, 1910.3 ACI 318: ChA, 5.2-5.4 6. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE X IBC 1910.10 SPECIMINS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR ACI 318: 5.6, 5.8 CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE ASTM C172, C31 CONCRETE SEATTLE DPD DR 20-2006 7. INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION X IBC 1910.6-8 TECHNIQUES ACI 318: 5.9, 5.10 8. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING X IBC 1910.9 TEMPERATURE AND TECHNIQUES ACI 318: 5.11-5.13 9. INSPECTION OF PRESTRESSED CONCRETE a. APPLICATION OF PRESTRESSING FORCES X ACI 318: 18.20 11 VERIFICATION OF IN -SITU CONCRETE STRENGTH, PRIOR TO X ACI 318: 6.2 STRESSING OF TENDONS IN POST -TENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS 12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF X ACI 318: 6.1.1 THE CONCRETE BEING FORMED INSPECTION OF MECHANICAL SPLICING OF REINFORCING BARS X ICC REPORT FOR SPECIFIED PRODUCT INSPECTION OF ADHESIVE ANCHOR INSTALLATIONS AND X ICC REPORT POST -INSTALLED MECHANICAL ANCHOR INSTALLATIONS FOR SPECIFIED PRODUCT SPECIAL INSPECTIONS OF STRUCTURAL STEEL CONSTRUCTIONI Frequency Verification and Inspection Reference Continuous Periodic INSPECTION OF FABRICATOR'S QUALITY CONTROL PROCEDURES IBC 1704.2.5 MATERIAL VERIFICATION OF STRUCTURAL STEEL X AISC 630-N.5.2 INSPECTION OF WELDING STRUCTURAL STEEL: COMPLETE AND PARTIAL -PENETRATION GROOVE WELDS X MULTI -PASS FILLET WELDS X SINGLE -PASS FILLET WELDS > 5/16" X AISC 360-N.5.4 AISC 360-N.5.5 SINGLE -PASS FILLET WELDS S 5/16" X AWS D1.1 WELDED STUDS WHEN USED FOR X STRUCTURAL DIAPHRAGMS STAIR AND RAILING SYSTEM WELDS X INSPECTION OF HIGH -STRENGTH BOLTING AISC 360-N.5.6 INSPECTION OF STEEL FRAME DETAILS FOR COMPLIANCE WITH X AISC 360-N.5.7 APPROVED CONSTRUCTION DOCUMENTS, INCLUDING MEMBER LOCATIONS, BRACING AND STIFFENING, AND APPLICATION OF... INSPECTION OF COMPOSITE CONSTRUCTION, INCLUDING AISC 360-N.6 PLACEMENT OF STEEL DECK AND STEEL HEADED STUD ANCHORS AWS D1.3 SPECIAL INSPECTIONS OF STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL (PER IBC 1705.2) Frequency Verification and Inspection Reference Continuous Periodic 1. MATERIAL VERIFICATION OF COLD -FORMED STEEL DECK: a. IDENTIFICATION OF MARKINGS TO CONFORM TO X APPLICABLE ASTM STANDARDS SPECIFIED IN THE APPROVED ASTM MATERIAL CONSTRUCTION DOCUMENTS STANDARDS b. MANUFACTURER'S CERTIFIED TEST REPORTS X 2. INSPECTION OF WELDING a. COLD -FORMED STEEL DECK: 1) FLOOR AND ROOF DECK WELDS X AWS D1.3 b. REINFORCING STEEL: 1) VERIFICATION OF WELDABILITY OF REINFORCING STEEL X OTHER THAN ASTM A706 2) REINFORCING STEEL RESISTING FLEXURAL AND AXIAL X FORCES IN INTERMEDIATE AND SPECIAL MOMENT AWS D1.4 FRAMES, AND BOUNDARY ELEMENTS OF SPECIAL ACI 318: 3.5.2 STRUCTURAL WALLS OF CONCRETE AND SHEAR REINFORCEMENT. 3) SHEAR REINFORCEMENT X 4) OTHER REINFORCING STEEL X IT P-&:.:04' o 11R1-6-D FOR MIectricat [PPIumblM Gas Pik ", of Tukwila DIVISION j REVISIONS NO changes shai1 he rnatda to the scope Of IM01z Mrithout prier Of `%',rri:a SUilding Division. NOTE: t` 0 : i=; °i, will require a nmry plan Submittal i Ti'may i; z,!ude P-dd;. Gnat 'e • plan re -A tl f es. SHEET INDEX S1.01 STRUCTURAL GENERAL NOTES S1.02 STRUCTURAL GENERAL NOTES S1.03 FLOOR LOAD MAPS S1.04 WIND LOAD MAPS S2.01PC PILE CAP PLAN S2.01S 1ST FLOOR SLAB PLAN S2.02 2ND FLOOR PLAN S2.02PT 2ND FLOOR POST -TENSIONING PLAN S2.03 3RD FLOOR PLAN S2.03PT 3RD FLOOR POST -TENSIONING PLAN S2.04 4TH FLOOR PLAN S2.04PT 4TH FLOOR POST -TENSIONING PLAN S2.05 5TH-7TH FLOOR PLAN S2.08 8TH-12TH FLOOR PLAN S2.13 13TH FLOOR PLAN S2.14 14TH-17TH FLOOR PLAN S2.18 18TH FLOOR PLAN S2.19 LOUNGE LEVEL FLOOR PLAN S2.19PT LOUNGE LEVEL POST -TENSIONING PLAN S2.19ST LOUNGE LEVEL STEEL COLUMN & CFS WALL PLAN S2.20 ROOF PLAN S2.40 GARAGE PILE CAP AND GRADE BEAM PLAN S2.41 GARAGE LEVEL 1 PLAN S2.4111 GARAGE LEVEL 1 REINFORCING PLAN S2.42 GARAGE LEVEL 2 PLAN S2.42R GARAGE LEVEL 2 REINFORCING PLAN S2.43 GARAGE LEVEL 3 PLAN S2.43R GARAGE LEVEL 3 REINFORCING PLAN S2.44 GARAGE LEVEL 4 PLAN S2.44R GARAGE LEVEL REINFORCING PLAN S3.001 CONCRETE DETAILS S3.100 CENTER CORE PILE CAP PARTIAL PLANS S3.101 CENTER CORE PILE CAP SHEAR REINFORCING S3.102 CENTER CORE REINFORCED SECTIONS S3.103 SHEARWALL PILE CAP PARTIAL PLANS S3.104 SHEARWALL PILE CAP SECTIONS S3.201 CONCRETE FOUNDATION DETAILS S3.202 CONCRETE FOUNDATION DETAILS S3.203 CONCRETE FOUNDATION DETAILS S3.301 WALL ELEVATION CENTER CORE S3.302 WALL ELEVATION CENTER CORE S3.303 WALL ELEVATION CENTER CORE S3.304 WALL ELEVATION CENTER CORE S3.305 COUPLING BEAM DETAILS S3.306 COUPLING BEAM DETAILS S3.307 WALL SECTION CENTER CORE S3.308 WALL SECTION CENTER CORE S3.309 WALL SECTION CENTER CORE S3.310 WALL SECTION CENTER CORE S3.311 WALL SECTION CENTER CORE S3.312 WALL SECTION CENTER CORE S3.313 WALL SECTION CENTER CORE S3.314 WALL SECTION CENTER CORE S3.315 WALL SECTION CENTER CORE S3.316 WALL ELEVATIONS P101 S3.317 WALL SECTIONS P101 S3.318 WALL ELEVATIONS P201 S3.319 WALL SECTIONS P201 S3.401 CONCRETE COLUMN SCHEDULE S3.501 POST -TENSIONING DETAILS S3.502 POST -TENSIONING DETAILS S3.601 GARAGE ELEVATIONS S3.611 GARAGE GRADE BEAM DETAILS S3.612 GARAGE GRADE BEAM DETAILS S3.631 GARAGE SHEARWALL ELEVATIONS S3.632 GARAGE SHEARWALL SECTIONS S3.641 GARAGE COLUMN SCHEDULE S3.651 GARAGE POSTTENSION SCHEDULE S3.652 GARAGE POSTTENSION SCHEDULE S3.653 GARAGE DETAILS S5.01 STEEL DETAILS S5.02 STEEL DETAILS S5.03 STEEL DETAILS S6.01 CFS DETAILS )FE Pian rewsw approval is subjed io paws and ornissiom ^Proval rf rx�nstruction dOcuments does not authorize t110 violation aI any adopted Code or ordinant� . Receipt Of approved Field catne �a..�_i--1 By; Date. Crty of Tukwila BUILDING DIVISION ,. 1 ;- ter: REVIEWED FOR 000E COMPLIANCE APPROVED OCT 2 2 2015 �t City of TUIM11a BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 16 2M PERMIT CENTER STEEL PIPE PILES WERE PREVIOUSLY SUBMITTED AND APPROVED UNDER PERMIT D14-0180. REFER TO PILE SUBMITTAL FOR ALL PILE INFORMATION ISSUE A Date Description 5.18.2015 1 07.31.2015 2 08.14.2015 PERMIT SET PERMIT SET REV 1 PERMIT SET REV 2 SCALE: CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- UZ �W� Wca LU p Q V M a L Z >.(B 0 rD < � Q H J M N = W �M W Q0 y CONSULTANT HL 1201. £u . t Avenue South, Suite 310 5etr4tlay. Washington 98134: 206402-5156 www.luadopsahl.com vS J �O ui T CzN w Q r ..i IL ii I - co Ir j~Q z N J SOW ?� W Co O O WLIJW ~tiff F- ~ O a ~ N mom 0 CA J J W WWW UZZO o Q> LU Q r W J U w� Z CL p�Q W J WW C0 Z OQLU ILI ZZU ��Of_ 0 0 WOZ m iz z V OZCUU ti pco QO W W I�Jf-- OQW u.JUU w � U J OWOO JZQ �JUC� �CQ�c REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 8264447 FAX: (206) 8264446 SHEET TITLE AND NUMBER STRUCTURAL GENERAL NOTES S1.01 PLOTTED:8/17/2015 9:48:04 AM A CONCRETE CAST -IN -PLACE CONCRETE Concrete materials shall conform to the following: Portland cement: Type 1, ASTM C150 Fly ash (if used): ASTM C618 class F or C quantity shall not exceed (by weight) 25% of cement content, and maximum loss on ignition =1% fly ash is not allowed in post -tensioned concrete or shotcrete Lightweight aggregates: lightweight aggregates shall not be used without prior approval of SER and building department Normal weight aggregates: ASTM C33 Sand equivalent: ASTM C33 Water: Potable per ASTM C94 Air entraining admixtures: ASTM C260 Chemical admixtures: ASTM C494 Flowable concrete admixtures: ASTM C1017 Durability requirements of concrete mixes shall conform to building code. These requirements include water- cementitious material ratios, minimum compressive strengths, air entrainment, type of cement, and maximum chloride ion content. CONCRETE STRENGTH REQUIREMENTS TABLE Strength Max Min Exposure Category Building Location f'c Test Age Agg Size Cement or F S P C (psi) (inch) Max W/C Ratio 1 SACK LEAN MIX SOIL 1,500 28 SAND E MENT CEMENT SO PO C1 MISCELLANEOUS 4,000 28 3/4" 0.44 FO SO PO C1 CONCRETE NOT EXPOSED... PILE CAPS, MILD 5,000 28 1" 0.44 FO SO PO C1 REINFORCED... COLUMNS PER SCHED 56 3/4" 0.44 FO SO PO C1 TOWER SHEAR WALLS 8,000 56 3/4" 0.44 FO SO PO C1 PT SLABS 6,000 56 3/4" 0.40 FO SO PO C1 CONCRETE ON METAL DECK 4,000 28 3/4" 0.44 FO SO PO C1 PILE CAPS, GRADE BEAMS, 4,000 28 1" 0.44 FO SO PO C1 SLAB ON GRADE INTERIOR PILE CAPS, GRADE BEAMS, 4,500 28 1" 0.44 F1 SO PO C1 SLAB ON GRADE (EXTERIOR) GARAGE COLUMNS (INTERIOR) PER SCHED 28 3/4" 0.44 FO SO PO C1 COLUMNS (EXTERIOR) PER SCHED 28 3 / 4 0.44 F1 SO PO C1 SHEAR WALLS (INTERIOR) 4,000 28 3/4" 0.44 FO SO PO Ci SHEAR WALLS (EXTERIOR) 4,000 28 3/4" 0.44 F1 SO PO Ci PT SLABS 5,000 56 3/4" 0.40 F1 SO PO C1 CONCRETE MIXTURES Mixes shall be proportioned to accommodate placement. Slump, W/C ratio, admixtures and aggregate size will be determined by the contractor in accordance with ACI. Mixes shall be approved by one of the following criteria: • Mix design is submitted in accordance with ACI 318 Section 5.3. • Mix design is submitted in accordance with ACI 318 Section 5.4. All concrete, including slab on grade, shall contain an acceptable water -reducing admixture conforming to ASTM C494 and be used in strict accordance with the manufacturer's recommendations. All concrete which is exposed to freezing and thawing in a moist condition or exposed to deicing chemicals shall contain an air entraining agent, conforming to ASTM C260. The amount of entrained air shall be 5%+/-1% by volume. Air % is based on 3/4" coarse aggregate; adjust air % per ACI 318 for other coarse aggregate sizes. Air -entrainment shall not be used at slabs that will receive a smooth, dense, hard -troweled finish. Trucks hauling plant -mixed concrete shall arrive on -site with a field ticket indicating the maximum gallons of water that can be added at the site not to exceed the total water content in the approved mix design. Concrete shall be deposited as nearly as practicable in its final position to avoid segregation due to rehandling or flowing. Concrete shall be thoroughly consolidated by suitable means during placement and shall be thoroughly worked around reinforcement, embedded items, and into corners of forms. FORMWORK AND ACCESSORIES Concrete construction shall conform to ACI 301 "Specifications for Structural Concrete" and the Building Code, including tooting procedures. See specifications and/or architectural documents for formwork requirements. Installation shall adhere to ACI 301. Conduits and pipes of aluminum shall not be embedded in concrete construction. See architectural drawings for exact locations and dimensions of door and window openings in all concrete walls. See mechanical drawings for size and location of mechanical openings through concrete walls. See architectural drawings for all grooves, notches, chamfers, feature strips, color, texture, and other finish details at all exposed concrete surfaces, both cast -in -place and precast. See structural details for reinforcing around openings. Contractor shall submit the proposed locations of construction joints to the Architect for acceptance before starting construction. Erico Lenton Formsaver (ER-3967) may be used as an alternate to the roughened joint. All construction, control, and isolation joints for slabs on ground shall be in accordance with the typical details. Concrete accessories and embedded items shall be coordinated with Architectural and all other Contract Documents and suppliers' drawings before placing concrete. Wet -setting of anchor rods, reinforcing, hardware, etc, is not allowed in concrete. Anchor rods, reinforcing, hardware, etc. shall be firmly tied in place prior to concrete placement. Refer to Architectural documents for waterstops, dampproofing, and soil retaining wall drainage requirements at concrete and at concrete joints (construction joints, slab to wall joints, curb to slab joints, etc). STUDRAILS Studrails specified on the drawings shall be as manufactured by Decon, Inc. (ER-5078) or approved equal and shall be in strict accordance with applicable ICC report. RIGID FOAM Styrofoam or Rigid Foam specified on the drawings for filling voids shall have minimum compressive strength of 40 psi and be manufactured by the Dow Chemical Company (NER-699) or approved equal and shall be installed in strict accordance with the manufacturer's recommendations. CURING AND FINISHES Protect and cure freshly placed concrete per ACI 305 in hot conditions, ACI 306 in cold conditions, and ACI 308 "standard specification for curing concrete". All exposed edges and corners shall have 3/4" chamfer, UNO. Concrete flatwork shall be sloped to provide positive drainage. Coordinate finish with architectural contract documents. At the time of application of finish materials or special treatment to concrete, moisture content of concrete shall conform to requirements in finish material specifications. Where vapor sensitive coverings are to be placed on slabs on grade, conform strictly to slab covering manufacturer's recommendations regarding vapor retarder and granular fill requirements below the slab. CONCRETE CRACK MAINTENANCE Cracking occurs in concrete structures due to inherent shrinkage, creep, and the restraining effects of walls and other structural elements. Most cracking due to shrinkage and creep will likely occur over the first two years of the life of the structure; further concrete movement due to variations in temperature may persist. Cracks that result in water penetration will need to be repaired to protect reinforcing. Other cracking may be repaired at the owner's discretion for aesthetical reasons or performance of applied finishes. Prior to repairing cracks, a structural engineer should be consulted to provide direction on which cracks to repair and on whether observed cracks may affect the strength of the structure. CRACK MAINTENANCE IN POST -TENSIONED CONCRETE Due to special features of unbonded post -tensioning, it is possible that a number of hairline cracks, which would normally spread over a wide area, will integrate into less frequent and wider cracks. It is emphasized that although measures to mitigate the number and causes of such cracks have been implemented (low w/c ratio, release joints, closure strips) it is not practical to provide total articulation between post -tensioned slab systems and their supports. GROUTING STEEL BASE PLATES Nonshrink grout for base plates shall be an approved nonshrink cementitious grout containing natural aggregates delivered to the job site in factory prepackaged containers requiring only the addition of water. The minimum 28-day compressive strength shall be at least 6000 psi, UNO. Grouts shall meet ASTM C1107. Approved grouts include: Master Builders' "Master Flow 713", Sika Corporation's "Sikagrout 212", Burke Company's "Nonferrous Nonshrink Grout", W.R. Meadows CG-86 Construction Grade Grout, or approved equal. Grout shall be mixed, applied, and cured strictly in accordance with the manufacturer's published recommendations. POST -TENSIONING PRE -CONSTRUCTION MEETING A pre -construction meeting shall be arranged by the contractor. This meeting shall be attended by the contractor, structural engineer of record, tendon/steel placement subcontractor, concrete supplier, tendon supplier, concrete placement/finishing subcontractor(s), and a representative from the special inspection agency and the building department. The structural engineer shall provide a meeting agenda (unless the building department requires the use of a specific agenda). SHOP DRAWINGS Shop drawings showing all details of tendon placement, end anchorage, connections, and other post tensioning details shall be submitted to the structural engineer for review prior to tendon fabrication. Refer to general structural notes for deferred submittals for additional information, including stamping requirements. SHORING Shoring at all post -tensioned concrete shall remain in place until tendons are stressed. Shoring at closure strips and pour strips shall remain in place until concrete in strip has reached design strength. See the post -tensioning plans for shoring extent at closure strips. BLOCKOUTS . The contractor shall submit to structural engineer locations and sizes of all blockouts located within the post -tensioned members. Submittal shall occur prior to placement of blockouts. INSERTS Inserts for suspended mechanical, electrical, and architectural work shall be cast -in -place. If additional fasteners are required, power driven fasteners will be permitted only where it can be shown that the inserts will not spall the concrete and are located so as to avoid damaging the tendons. CONDUIT The contractor shall submit drawings to structural engineer showing size, location and extent of all conduit to be placed in post -tensioned concrete. Engineer shall review drawings, prior to placement of conduit, for impact of conduit placement on structural integrity of concrete. See post -tensioning details for restrictions on placement of conduit. Conduits and pipes of aluminum shall not be embedded in post -tensioned concrete. ANCHORAGE Anchoring hardware shall meet the minimum requirements set forth in ACI building code requirements for reinforced concrete (ACI 318 chapter 18), latest edition and in ACI 423.7 (latest edition). CONCRETE STRENGTH Concrete strength shall be as noted in the general structural notes for concrete. Grout or concrete containing chlorides shall not be used in the vicinity of tendons or anchors. Tensioning operation shall not commence until test of cylinders, cured under jobsite conditions, indicates that concrete has reached a minimum compressive strength of 3,000 psi. Concrete samples for strength tests shall be taken at the point of placement. PRESTRESSING STEEL Prestressing steel shall be 1/2" diameter seven wire low -relaxation strand for prestressed concrete manufactured in accordance with ASTM A416, free from corrosion and having a guaranteed minimum ultimate tensile strength of 270 ksi. coating dance with ACI 423 d shall be encased in 50 mil Strand shall be shop coated with a post -tensioning a ing in accordance .7 an thickness continuous extruded seamless polyethylene sheathing in accordance with ACI 423.7. Tears in sheathing greater than four inches (zero inches at encapsulated system) in length shall be taped before concrete pouring. Tape shall conform to the Post -Tensioning Institute's "Field Procedures Manual for Unbonded Single Strand Tendons", latest edition. POST -TENSIONING TENDONS Unbonded single strand post -tensioning tendons consist of prestressing steel with post -tensioning coating and encased locations. Unbonded materials criteria a fabrication in a sheathing and anchorages at end I nded tendon m and requirements shall f conform to all requirements of ACI 423.7 (latest edition) "Specification for Unbonded Single -Strand Tendon Materials". Post -tensioning is designated on the structural plans as the number of individual 1/2" diameter tendons. All tendons shall be jacked to 33 kips (80% of specified tensile strength of 1/2" diameter tendons) with the anchorage seating to be 1/4" or less. Tendon layout on the drawings is based on a wobble coefficient of 0.0014, a curvature coefficient of 0.07, and a modulus of elasticity of 28,500 ksi. ENCAPSULATED POST -TENSIONING SYSTEMS Encapsulated systems shall be in conformance with ACI 423.7 latest edition). Anchorages, wedges, and prestressing P Y ,( g , steel shall be protected against corrosion by a watertight connection to the sheathing and a watertight closure of the wedge cavity. Encapsulation systems that employ the use of bare metallic anchorages produced from a material that is corrosion Sleeves use sheathing to anchorage shall conform to ACI subject to tort i n are unacceptable. d to connect the he anch J P g g 423.7 section 2.5.2. Tape used as a component in the encapsulation system shall conform to the Post -Tensioning Institute's "Field Procedures Manual for Unbonded Single Strand Tendons", latest edition. TENDON LOCATIONS Tendon locations shall be marked on the underside of all post -tensioned slabs with durable marking material. Marking shall be sufficient to identify zones where tendon locations exist to allow for future drilling of slabs without damaging tendons. TENDON PLACEMENT Tendons shall be draped to a parabolic profile between supports as indicated in details and shall conform to the control points shown on the profile. Dimensions shown on details and plans locate the center of gravity of the tendon or group of tendons. Low points are at midspan unless noted otherwise. Adequate support bars and chairs shall be furnished to hold tendons in place during the concrete placement. Support bar spacing shall be 42"oc max. Chairs are required at all intersections of distributed tendon groups and support bars. Chairs for support bars at banded tendons shall be spaced not more than 24"oc (two chair minimum). Vertical tendon dimensions between noted control points shall not vary more than 1/4" (3/8" for concrete thicker than 12") from the dimensions shown on the shop drawings. No variations are allowed from tendon offsets noted on the structural plans and details. Deviations of up to 12" in spacing of slab tendons will be permitted where required to avoid openings, inserts, and dowels. Where mild steel interferes with tendon locations, proper tendon location has priority. Twisting or entwining of individual wires or strands within a bundle shall not be permitted. STRESSING OPERATIONS Job site instruction of contractor's personnel in all placing and stressing operations shall be provided by post -tensioning supplier as required. Records shall be kept by a qualified agency of all jacking forces and elongations and shall be submitted promptly to the structural engineer. Measured elongations deviating up to 7%above or below required elongations are acceptable (use 1/4" tolerance for tendons pulls of 50'-O" or less). If measured elongations exceed tolerance, contact tendon supplier and structural engineer. Tendon tails shall not be cut prior to review and acceptance of elongation reports by structural engineer. In addition, not less than 12 hours after tendon stressing, special inspector shall inspect anchors for possible tendon slippage prior to cutting. After tendons are cut, coat stressing anchorage with corrosion preventative material, clean sides of stressing recess and fill stressing recess with non-metallic, non -shrink grout as soon as possible after cut tendon has cooled. REINFORCEMENT IN CONCRETE REINFORCING STEEL Reinforcing steel shall conform to ASTM A615 (including supplement S1), Grade 60, Fy = 60,000 psi, except any bars specifically so noted otherwise on the drawings. REINFORCING STEEL IN DUCTILE FRAME MEMBERS Longitudinal reinforcement in ductile frame members and in wall boundary members shall comply with ASTM A706. ASTM A615 Grade 60 reinforcement are allowed in these members if (a) the actual yield strength based on mill tests does not exceed the specified yield strength by more than 18,000 psi (retests shall not exceed this value by more than an additional 3,000 psi) and (b) the ratio of the actual ultimate tensile stress to the actual tensile yield strength is not less than 1.25. WELDED WIRE REINFORCING Welded Wire Reinforcing (WWR) shall conform to ASTM A185. Lap splice adjacent mats of welded wire fabric a minimum of 8" at sides and ends. In equipment pads, use minimum WWR 6x6-W2.1xW2.1, UNO. DEFORMED BAR ANCHORS (DBA) Anchors shall be Nelson deformed bar anchors (ER 5217) or approved equal. Anchors shall be shop welded to plates or steel members by automatic end welding equipment. 1/2" diameter bars shall have 24" length, unless noted otherwise. PROCEDURES Reinforcing steel shall be detailed (including hooks and bends) in accordance with ACI 315 "Details and Detailing of Concrete Reinforcement". Lap all reinforcement in accordance with "The Reinforcing Splice and Development Length Schedule" on these documents. If table is not provided, lap all reinforcing by 40 bar diameters. Provide corner bars at all wall and footing intersections. Reinforcing steel shall be adequately supported to prevent displacement during concrete and grout placement. Bars shall be bent cold. Bars partially embedded in concrete shall not be field bent, unless specifically so detailed or approved by the SER. Mechanical connection of continuous reinforcing bar shall be used where shown on documents and may be substituted for lap splices if approved by the SER. Such connections shall develop at least 125% of the specified yield strength of the bar. Acceptable connectors shall be the Erico Lenton Plus Standard Coupler (ER-3967), Dayton Superior Bar -Lock L Series (ER-5064), or approved equal. Welding or tack welding of reinforcing bars to other bars or to plates, angles, etc, is prohibited, except where specifically approved by the SER. Where welding is approved, it shall be done by AWS/WABO-certified welders using E9018 or approved electrodes. Welding procedures shall conform to the requirements of AWS D1.4. Any Grade 60 reinforcing bars indicated on drawings to be welded shall conform to ASTM A706. Reinforcement complying with ASTM A615 (S1) may be welded only if material property reports indicating conformance with welding procedures specified in AWS D1.4 are submitted. Welding within 4" of cold bends in reinforcing steel is not permitted. ANCHORAGE Post -installed anchors shall not be installed without prior approval of engineer of record unless noted otherwise on the plans. ADHESIVE ANCHORS Adhesive anchors (threaded rods or reinforcing bar) specified on the drawings shall be installed using "HIT-TY 200" as manufactured by the Hilti Corporation. Install in strict accordance with ICC Report No. ESR-3187. Rods shall be ASTM A307, unless noted otherwise. Special inspection of installation is required. EXPANSION ANCHORS Expansion anchors into concrete shall be "Kwik Bolt TZ" as manufactured by the Hilti Corporation. Install in strict accordance with ICC Report Number ESR-1917, including minimum embedment requirements. Substitutes proposed by contractor shall be submitted for review with ICC Reports indicating equivalent or greater load capacities. Special inspection of installation is required. SCREW ANCHORS Post -installed mechanical anchors into concrete shall be "Titen HD" screw anchors as manufactured by the Simpson Strong -Tie Company. Install in strict accordance with ICC Report Number ESR-2713, including minimum embedment requirements. Titen HD screw anchors are approved for dry interior applications only. Special inspection is required for the installation of all screw anchors resisting tension. DRIVE PINS Drive pins and other powder -actuated fasteners shall be low velocity type "Series X-U" (0.157" 0, unless noted otherwise) as manufactured by the Hilti Corporation, or an approved equivalent in strength and embedment. Install in strict accordance with ICC Report Number ESR-2269. Minimum embedment in concrete shall be 1", unless noted otherwise. Maintain at least 3" to nearest concrete edge. STRUCTURAL STEEL REFERENCE STANDARDS Steel construction shall conform to the latest editions of the AISC Specifications and Codes. "Specification for Structural Steel Buildings" ANSI/AISC 360 (latest edition), "Specification for Structural Joints Using ASTM A-325 orA-490 Bolts" AISC 348 (latest edition) and "Code of Standard Practice for Steel Buildings and Bridges" AISC 303 (latest edition) amended by the deletion of paragraph 4.4.1. FABRICATORS Fabricators for structural steel must have a quality assurance program in place. The quality assurance program must meet the requirements of one of the following methods: • Participation in the AISC quality certification program. • Meeting the requirements of AISC seismic provisions for structural steel buildings, appendix Q and submitting plan documentation to the authority having jurisdiction, the engineer of record, and the owner or owner's designee. Where applicable the requirements set forth in the quality assurance requirements for wind and seismic under the criteria section of the general notes should be included in the selected method. ZL Certificates of Compliance with these requirements must be submitted to the building official at the completion of fabrication. FINISHING The terms finish, finish column, finishing, milled, milled surface or milling are intended to include surfaces which have been accurately sawed orfinished to a true plane as defined by AISC. Grind surface value equal to or less than 1,000 as defined by ANSI B46.2 (4-inch and thinner). STEEL COATINGS AND PROTECTION Coatings and protection (weather, fire, corrosion, etc.) shall be as specified by the architect. Galvanized steel members shall conform to ASTM A-123 and galvanized steel hardware shall conform to ASTM A-153. Guidelines outlined in ASTM A-384 shall be followed in order to safeguard against warping and distortion during hot -dip galvanizing of steel assemblies. Steel anchors and ties embedded in concrete and masonry shall be left unpainted. CORROSION CONTROL All steel noted as galvanized and any steel in ground contact or within 6-inches of grade shall be zinc -plated (galvanized) by the hot -dipped galvanic method (or pre -approved equivalent), except where such steel is to be fully encased in concrete. Furthermore, any surface where the coating has been removed or damaged must be brushed and re -coated in clean, dry field conditions with an approved zinc -based anti -corrosion coating except where such area is to be encased in concrete. SHOP PAINTING All steel to be shop primed. Steel fire proofed or encased with concrete need not be painted. All other steel shall be given one coat of shop paint, in accordance with Section 1.24 of the AISC "Specification" and Section 6.5 of the AISC "Code", unless noted otherwise. The surface preparation of the structural steel prior to painting shall be in accordance with the specific paint manufacturer's published recommendations. Structural joints and faying surfaces which are to be connected by means to inspected and of welds or bolts shall not be painted until all welds and bolts are installed, inspe approved. Paint shall be held back 3" from the faying surface or the joint to be welded. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) Steel members exposed to view in the final building shall meet the requirements of Section 10 of the AISC Code of Standard Practice. This criteria does not apply to steel members in mechanical, electrical and storage rooms. STRUCTURAL STEEL MEMBERS Structural Steel shall conform to the following requirements (unless otherwise shown on plans): STRUCTURAL STEEL MEMBER SPECIFICATIONS TABLE Type of Member ASTM Specification Fy ROLLED WIDE -FLANGE SHAPES A992 50 ksi SQUARE & RECTANGULAR HSS SECTIONS A500, GRADE B 46 ksi ROUND HSS SECTIONS A500, GRADE B 42 ksi STEEL PIPES A53, GRADE B 35 ksi PLATES, CHANNELS, ANGLES A36, GRADE 36 36 ksi THREADED RODS A36 36 ksi ANCHOR RODS (HOOKED, HEADED, THREADED & NUTTED) F1554, GRADE 36 (UNO) 36 ksi COMMON BOLTS A307, GRADE A - STRUCTURAL FRAMING BOLTS A325, TYPE 1 - TWIST -OFF TYPE TENSION -CONTROL BOLTS F1852 (A325, TYPE 1) - HEX NUTS A563 - FLAT CIRCULAR WASI IERS F436 - SQUARE OR RECTANGULAR BEVELED WASHERS F436 - COMPRESSIBLE -WASHER TYPE DIRECT -TENSION INDICATORS F959 - HEADED SHEAR STUDS A29 - A STEEL FRAMING The contractor shall be responsible for all erection aids and joint preparations that include, but are not limited to: erection angles, lift holes, and other aids; welding procedures; required root openings; root face dimensions; groove angles; backing bars; copes; surface roughness values; and tapers of unequal parts. STEEL FLOOR DECKING Steel deck shall be of depth shown on the structural drawings. Gage of deck shall be determined by the contractor based on the span conditions, shoring requirements, and the superimposed loads shown on the drawings, load diagrams, and notes. Minimum gage shall be 20. Maximum dead load deflection is 3/4" or L/180. The capacities of the deck shall be based on current ICC reports. Shop drawings shall be submitted showing deck gage, layout, fastening, stud layout, and closures. If any shoring is to be used, it shall be approved by the general contractor and shall be shown on the shop drawings Units shall span over four supports, continuous over three or more spans, except where framing does not permit. Steel deck types shall be Verco type W (ER-2078P), ASC Profiles type W (ESR-1414) or approved equal. The AISI specifications shall govern the design of all deck units. Steel deck and all of its flashings shall conform to ASTM A-653, SS, Grade 33, Fy = 38 ksi. The steel shall have received, before being formed, a metal protective coating of zinc conforming to ASTM A-653-G60. All welding shall be in accordance with AWS D1.3. STEEL ROOF DECKING Steel deck shall be of depth and gage shown on the structural drawings. Minimum gage 20; other gages are indicated on the drawings. Units shall span over four supports, continuous over three or more spans, except where the framing does not permit. The AISI specifications shall govern the design of all deck units. Steel deck and all of its flashing shall conform to ASTM A- 653, SS, Grade 33, Fy = 38 ksi. The steel shall have received, before being formed, a metal protective coating of zinc conforming to ASTM A-653-G60. All welding shall be in accordance with AWS D1.3. HEADED SHEAR STUDS Headed shear studs shall be Tru-Weld, a Division of TFP Corp. (ER-3741) or Nelson Welding, Inc. a Fabristeel Company (ER-2614). Shear connector studs shall be automatically end welded in shop or field with equipment recommended by manufacturer of studs. Steel stud material, welding and inspection shall be in accordance with AWS D1.1. WELDING All welding shall be in conformance with AISC and AWS standard and shall be performed by AWS/WABO certified welders in accordance with AWS D1.1. Only Prequalified welders, as defined by AWS, shall be used. Shop drawings shall show all welding with AWS D1.4 symbols. Welds shown on the drawings are the minimum sizes. Increase weld size to AWS minimum sizes, based on plate thickness. Minimum welding shall be 3/16" UNO. All welds shall be made using low -hydrogen electrodes with minimum tensile strength of 70 ksi and a Charpy V-Notch (CVN) toughness of at least 20 foot-pounds at -20° Fahrenheit. Low hydrogen SMAW electrodes shall be used within 4 hours of opening their hermetically sealed containers, or shall be re -dried per AWS D1.1. Electrodes shall be re -dried no more than one time, and electrodes that have been wet shall not be used. Welding procedures shall be submitted to the owner's testing agency for review prior to commencement of fabrication or erection. All complete -penetration welds shall be ultrasonically tested upon completion of the connection except plate less than or equal to 1/4" thick shall be magnetic particle tested. Complete penetration welds on plates less than or equal to 1/4" shall be magnetic particle tested. Reduction in testing shall be made in accordance with the Building Code and with approval from the SER. Field welds shown are engineer's recommendation. Contractor is responsible for actual welds used to support specific means and methods. WELDING REINFORCING BARS Welding of grade 60 reinforcing bars (if required) shall be performed using low hydrogen electrodes and A-706 reinforcement. Welding of grade 40 reinforcing bars (if required) shall be performed using E70XX electrodes. Welding within 4" of cold bends in reinforcing steel is not permitted. See reinforcing notes for material requirements of welded ba rs. WELDING GALVANIZED STEEL Welding of galvanized steel shall conform to AWS specification D-19.0. Welded areas of galvanized steel shall be touched up in conformance with ASTM A-780. BOLTS All A-325N connection bolts need only be tighten to snug -tight (ST) conditions, defined as the tightness that exists when all plies in a joint are in firm contact. This may be attained by a few impacts of an impact wrench or the full effort of a man using an ordinary spud wrench. All bolt holes shall be standard size, unless noted otherwise. All ASTM A-307 bolts shall be provided with lock washers under nuts or self-locking nuts. COLD -FORMED STEEL MATERIAL Cold -formed steel material shall be manufactured and formed, per ASTM A1003/A1003M, from galvanized ASTM A653 SS Grade 50 steel for 54, 68 and 97 mil base thickness material and from galvanized ASTM A653 SS Grade 33 material for 43 and 33 mil base thickness material, UNO. Where noted, painted cold -formed steel material shall conform to ASTM A570 SS Grade 80. Minimum cold -formed steel acceptance criteria shall be per ICC-ES AC46. All galvanized members shall conform to ASTM A924 with the following minimum coating requirements: non- structural members (ASTM C645 - G40 coating), structural members (ASTM C955 - G60 coating), exposed exterior members (ASTM C955 -G90 coating). Each member shall bear a legible sticker, stamp, stencil, or embossment, spaced a maximum of 48"oc on the web of the framing member, indicating the minimum steel sheet thickness, metallic -coating designation, minimum yield strength, product designation, and name of manufacturer. Where members are not labeled, the contractor shall be responsible for verifying that the steel is in compliance with the project specifications. SUBMITTALS Product data for all members, accessories, and fasteners shall be submitted to the architect, structural engineer, and building department for review and acceptance prior to fabrication and erection. Framing substitutions shall be subject to review and acceptance by the architect and structural engineer prior to fabrication and installation. COLD -FORMED STEEL FRAMING All cold -formed steel framing shall be in accordance with AISI "North American Specification for the Design of Cold - Formed Steel Structural Members", as amended by the International Building Code and shall strictly conform with ICC report ER 4943P. All cold -formed steel products shall be manufactured by current members of the Steel Stud Manufacturers Association (SSMA). Material designations noted on the drawings, relating to member types and sizes or f amin items refer to product identification standards adopted b the SSMA. SSMA products have a miscellaneousframing p p y four part identification code as indicated in the following example: MEMBER DEPTH IN 1/100 INCHES STYLE: S = STUD/JOIST SECTION T = TRACK SECTION U = CHANNEL SECTION F = FURRING CHANNEL SECTION 600 S 162 - 54 L = ANGLE OR L-HEADER FLANGE WIDTH IN 1/100 INCHES MATERIAL THICKNESS IN MILS (1 MIL = 1/1000 INCH) INSTALLATION Each joist, rafter, truss and structural wall studs shall be aligned within 3/4 from centerline of horizontal framing member to centerline of vertical framing member, UNO, or as specified in figure C1-1 of the AISI standard "North American Standard for Cold -Formed Steel Framing - General Provisions". Structural framing members shall be installed per ASTM C1007 and non-structural framing members per ASTM C754. Concrete bearing surfaces at structural framing shall provide a uniform bearing surface with a maximum 1/4" gap between the track and the concrete. Steel bearing shims or non -shrink grout can be used to achieve this requirement. The bottom track of load bearing walls shall not extend over the edge of formed concrete bearing surfaces below. Cold -Formed steel shall not be in direct contact with the ground unless noted otherwise. SCREWS For steel -to -steel connections and for structural sheathing -to -steel connections shall be self tapping, self drilling fasteners in compliance with ASTM C1513 and shall have a Type II coating in accordance with ASTM B633 "Electro- Deposited Coating of Zinc on Iron and Steel". Self -Piercing screws per ASTM C1002 are permitted for connection of 33 mils steel or thinner. The screw manufacturer shall provide verification of the fasteners' resistance to hydrogen emb 'ttlement. Screws shall conform to SAEJ78 StandardSpecification for Self -Drill Tapping Screws". Screw acceptance shall be based on ICC-ES AC118 "Acceptance Criteria for Tapping Screw Fasteners". Screw connections shall be in compliance with the AISI standard "North American Standard for Cold -Formed Steel F - General Provisions connections shall be made from the lighter material into the Framing G , 2007 Edition". connec g thicker material, LINO. Screws shall extend through the steel connection a minimum of three exposed threads and shall have minimum center -to -center spacing and edge distances of three times the nominal screw diameter. Screws shall be installed and tightened in accordance with the manufacturer's recommendations and shall not cause permanent separation between components. Sheathing fasteners shall maintain a minimum 3/8" edge distance in sheathing and shall have their heads flush with the sheathing (but no more than 1/16" below the surface of the sheathing). Stripped screws in direct tension shall be considered ineffective and shall be replaced. Stripped screws in shear that constitute more than 25% of the total screws in the connection shall be considered ineffective and shall be replaced. Stripped screws are permitted to be removed and replaced with screws of the next larger diameter. MINIMUM SCREW SIZES IN COLD -FORMED STEEL TABLE Connection Minimum Screw Size METAL TO METAL (68 mils) #10-16 (#3 POINT) METAL TO METAL (33 mils - 54 mils) #8-18 (#2 POINT) METALTO METAL (SHEAR WALLS) #8-18 (#2) POINT) WAFER HEAD APA SHEATHING (SHEAR WALLS) #8-18 (#2 POINT FLAT HEAD w/ 0.292" O HEAD MIN GWB OR GYPSUM SHEATHING #6 x 1" (#2 POINT) DRYWALL METAL DECK TO FRAMING #12-14 (#3 POINT) SIMPSON HARDWARE PER SIMPSON CATALOG Allowable loads for screw connections (Ibs/screw) shall be as indicated in the table below and shall be verified by the contractor prior to construction. The contractor shall either provide screw test data from the screw manufacturer's quality assurance program or shall retain an independent certified testing agency to provide the load test verification. Nominal strength of screws shall be at least 3.0 times the allowable loads shown in the table. ALLOWABLE LOADS FOR SCREW CONNECTIONS (pounds) Steel Steel Properties No. 6 (0.136" 0) No. 8 (0.164"0) No. 10 (0.190" fib) No. 12 (0.216" 0) Thickness (mils) Fy Fu Shear Pullout Shear Pullout Shear Pullout Shear Pullout 33 33 45 151 61 164 72 177 84 188 95 43 33 45 200 79 240 94 263 109 280 124 54 50 65 - - 240 171 400 198 569 225 68 50 65 - - - - 400 249 600 284 COLD FORMED STEEL CONNECTORS Cold -formed steel connectors called out by letters and numbers shall be "Strong Tie" by the Simpson Strong -Tie Company. Equivalent devices by other manufacturers may be substituted, provided they have ICC approval for equal or greater load capacities. Provide number, length, type, and size of fasteners as specified by the manufacturer. Fill all holes with fasteners as specified by the manufacturer. Connectors shall be installed in accordance with the manufacturer's recommendations. WELDING Welding of Cold -Formed metal framing shall conform to latest edition of the "Structural Welding Code - Sheet Steel" AWS D1.3 and shall be performed by welders certified by W.A.B.O. to produce the specified classes of weld. Only pre - qualified welds (as defined by AWS) shall be used. All welds shall be made using low hydrogen electrodes or processes. Low hydrogen electrodes shall be provided in hermetically sealed containers; Electrodes that have been wet shall not be used. Refer to AWS requirements regarding allowable exposure of low hydrogen electrodes to the atmosphere and for re -drying recommendations and restrictions. Matching filler metals per AWS D1.3 shall be used and shall be adjusted to eliminate burn -through in light -gauge steel materials. Welded areas shall be treated with zinc paint conforming to ASTM A780. For material less than 0.15" thick, drawings show nominal weld sizes. For such material, the effective throat of welds shall not be less than the thickness of the thinnest connected part. Puddle welds are prohibited. Welding of Cold -Formed steel shall only be applied to material with a base steel thickness of 43 mils or greater, LINO. BOLTED CONNECTIONS Bolted connections shall be in accordance with section E3 of the AISI "North American Specification for the Design of Cold -Formed Structures". Pre -drilled holes for bolts shall not be oversized more than 1/16" for bolts up to 1/2" in diameter and 1/8" for larger bolts. Burned holes are prohibited. DRILLED ANCHORS Drilled anchors used to fasten cold -formed steel members to concrete shall be Kwik Bolt TZ as manufactured by the Hilti Corporation. And shall conform to ICC report ESR-1917 including minimum embedment requirements. Fasteners shall not be installed before the specified 28 day Compressive Strength of the concrete has been obtained. Substitutions proposed by the contractor shall be submitted with ICC reports indicating equivalent or greater load capacities. Connected members may limit actual design values. POWDER -DRIVEN OR PNEUMATIC FASTENERS Powder -driven or pneumatic fasteners used to fasten Cold -Formed steel members to structural steel or concrete shall be manufactured by the Hilti Corporation, as indicated in the table below. All fasteners shall conform strictly to ICC report ESR-2269 including minimum embedment requirements. Fasteners through structural steel shall fully penetrate the structural steel with a minimum penetration of 1/4" through the last material joined. Underdriven pins shall not be reset but shall be replaced by another pin installed in another location. Fasteners in concrete shall not be installed before the specified 28 day Compressive Strength of the concrete has been achieved. Substitutions proposed by the contractor shall be submitted with ICC reports indicating equivalent or greater load capacities. The following table indicates required shear and pullout values (Ibs/fastener). Connected members may limit actual design values. 9=1 I I I ,� I I Eft=-OA d 1.0.. �t_ b kv I S10 t . RECEIVED CITY OF TUKWILA OCT 16 2015 ISSUE Date I Description 5.18.2015 1 07.31.2015 2 08.14.2015 PERMIT SET PERMIT SET REV 1 PERMIT SET REV 2 SCALE: CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- UZ Q W Illl- 0 W N � L I (D � Q M M OQ0 Illl— ^ 1— Z ti O 0 -0 :3(D _ I- \ N 04 Z W W Z) W 00 Qp 3: _r CONSULTANT . t T: UND . , SAIP IL 1201 Past Avenue South, Suite 310 1.1. Seattle, Washinaton 98134 201-402-5156 wwwaundopsaw.com � Q W Q � LO W C0 Z N ¢ � Q Q IL i CLJ� �'�> w W IY CD 0 U_ Z N 0 -.300 UO WQ)~Q O -J WWZ ~~~LIJ QO 1— F � N -�O m ;R Q O o00 _J_J J W Q WWW UUQ o Q> t- W -1Q * W� Z 1L C)�.ZL OW E��= WWZZ 0QZ) n-1—W� ?ZU �W�-1 u,Q� WP-_I_ U0O �ZUU O Jtq QOWW IXJ° UJ pZ _J a�Z o QW00 J Z4 J U Q Q:�i REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 8264446 SHEET TITLE AND NUMBER STRUCTURAL GENERAL NOTES .. City of Tukwila IU,ILDING DIVISION PERMIT CENTER S1.02 PLOTTED:8/17/2015 9:48:07 AM EO GARAGE LOAD MAP Scale: 1/32" = 1'-O" LOAD MAP SCHEDULE Distributed Live Load Concentrated Live Load Superimposed Mark Load Case Dead Load Remarks 1 STAIR / CORRIDOR / PUBLIC SPACES 100 psf 300 Ibs AT STAIRS 6 psf 2 RESIDENTIAL / HOTEL 40 psf + 15 psf PARTITION 6 psf 3 STORAGE 125 psf NR 6 psf 4 ROOF (INACCESSIBLE) 25 psf 15 psf 5 ROOF (ACCESSIBLE) 100 psf 50 psf 6 MECHANICAL ROOM 40 psf + 60 psf MECH 6 psf 7 POOL 100 psf 375 psf 8 PARKING / DRIVE / GARBAGE 40 psf 3,000 Ibs 3 psf NOTES: 1.'NR' indicates Non -Reducible A TOWER 1st FLOOR LOAD MAP Scale: 1/32" = 1'-O" TOWER 2nd FLOOR LOAD MAP Scale: 1/32" = 1'-0" TOWER_4th TO 18th FLOOR LOAD MAP Scale: 1/32" = 1'-0" TOWER LOUNGE LEVEL LOAD MAP Scale: 1/32" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 2 2015 City of TukWifa BUILDING DIVISION ISSUE A Date Description 5.18.2015 1 07.31.2015 PERMIT SET PERMIT SET REV 1 SCALE: 1132" =1'-0" CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- UZ W � z OL CU Z � ; 0 rn v Q Q 0, � r z \ N W N QG 3: -r CONSULTANT r . r t � c �+:HL 1201. First Avenue South, Suite 310 Seattle, Washin4tori 98134 2M402-5156 wwwtundopsdW.com J ¢Q W W C Z cV Z ¢ ai J a 4 LU w �Z) Z N U LU �QW � I` W �U� o O WLucj� 1-- j- J H 0 E— ~ m J OQ �N c _jw 00 WU> UZZO o Q� r ¢ZCL LYJ k W� 0�¢ W �G?Q' _j W W Z Z O¢ ti WD-F-? �WW_j z_zU Uj OZUU Q J(q QO W W CiJIQ— LL p > Z Z U O JOO j 'c REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 826-4446 SHEET TITLE AND NUMBER FLOOR LOAD MAPS TOWER 3rd FLOOR LOAD MAP Scale: 1/32" = 1'-0" TOWER ROOF LOAD MAP Scale: 1/32" = 1'-0" rRECEIVED CITY N OF OCTi 20b PERMIT CENTER S1.03 PLOTTED:8117/2015 9:48:11 AM NOTES: 1. WIND LOADS FOR COMPONENTS AND CLADDING ARE DETERMINED IN ACCORDANCE WITH ASCE 7-10, CHAPTER 30. 2. EXTERIOR COMPONENTS AND CLADDING SHALL BE DESIGNED TO ACCOMMODATE WORST -CASE WIND LOADS SHOWN. 3. POSITIVE PRESSURE ACTS INWARD TOWARD THE BUILDING SURFACE. NEGATIVE PRESSURE ACTS OUTWARD AS SUCTION ON THE BUILDING SURFACE. 4. PRESSURES ARE CALCULATED USING THE MINIMUM EFFECTIVE AREA OF 10 sf. FOR AREAS GREATER THAN 10 sf, LOADS MAY BE REDUCED AS FOLLOWS: 20 sf <_ AREA < 50 sf 4% REDUCTION 50 sf <_ AREA < 75 sf 8% REDUCTION 75 sf 5 AREA < 100 sf 10% REDUCTION 100 sf 5 AREA 12% REDUCTION WIND LOAD NOTES - COMPONENTS & CLADDING Scale: 1/32" = 1'-0" rih BASE_ Typical Building Elevation +42 psf / -76 psf TYP AT EDGES ±42 psf TYP IN FIELD NOTES: 1. EDGE PRESSURES SHALL BE USED FOR A DISTANCE "a" FROM THE BUILDING'S CORNERS, WHERE "a" IS 10% OF THE LEAST HORIZONTAL DIMENSION, BUT NOT LESS THAN T-0". 2. NET PRESSURE ON ALL PARAPETS SHALL BE ±118 psf. TYPICAL WALL WIND LOAD DIAGRAM Scale: 1/32" = 1'-0" -129 psf TYP AT CORNERS -95 psf TYP AT ROOF EDGES -61 psf TYP IN FIELD 3RD FLOOR AND LOW ROOF WIND LOAD MAP Scale: 1/32" = 1'-0" TOWER LOUNGE LEVEL WIND LOAD MAP Scale: 1/32" = 1'-0" 8'-0"TYP AT WEST STAI R tA CD,w a -170 psf TYP AT CORNERS -37 psf TYP AT ROOF EDGES -61 psf TYP IN FIELD TOWER ROOF WIND LOAD MAP Scale: 1/32" = 1'-O" 6'-0" 6' - 0" TYP 15' - 0" AT ELEVATOR TYP /Ivl /v o w + + + -'- a- \ \ I + + + + + + I + + + + + + + + + + + o 6' - 0" TYP m z AT NORTH STAIR o a ZD 6'-0" o }� TYP i» ~ REVfEWED FOR CODE COMPLIANCE APPROVED OCT 2 2 2015 Cify of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 16 2015 PERMIT CENTER ISSUE 0 I Date Description 5.18.2015 PERMIT SET SCALE: 1/32" =1'-0" CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- UZ W � W 4- CU Y Z O � Q � Q ca?> a L F ^^ 1..1. Z ; 0 (7Q0 a� Z J_ M N =W� f "-� �C C CONSULTANT UNL) 1201. First Avenue South, Suite 310 Seattle, Washinaton 98134 206-4,02-5156 wwwlundopsdW.com C �C Q W QQ;� M N J Uj Uj LL Z U W �~Q Co -� 0 -j W LU Q� ~~1~Lu Q O - ~ N ~ m J Q r �W Q VU� W- ¢tea o Uj ALL¢ ��_ OW ()CoQC WWZZ O¢!�- ILF-w� pxw-j ?ZU Lij zVOO ml-I- ozoo O 0'Zc0 Q W W J pjzz 3V0 O w o O -� Q REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 8264446 SHEET TITLE AND NUMBER WIND LOAD MAPS S1.04 PLOTTED:8/17/2015 9:48:12 AM PILE CAP PLAN MOTES 1. GENERAL 1.1. ELEVATION AT TOPS OF PILE CAPS SHALL BE V-6" BELOW TOP OF SLAB, UNO. [-X.X] INDICATES ELEVATION AT TOP OF PILE CAP, MEASURED IN FEET. 1.2. REFER TO PILE SUBMITTAL PACKAGE FOR INFORMATION REGARDING STEEL PILES. 1.3. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. 1.4. REFER TO STRUCTURAL GENERAL NOTES FOR ADDITIONAL REQUIREMENTS. 2. PILE CAPS 2.1. LOCATE PILES AS INDICATED ON PLAN. INDICATES (1) PILE CAP PER 1/S3.201 0 o INDICATES (2) PILE CAP PER 2/S3.201 0 0 INDICATES (3) PILE CAP PER 3/S3.201 0 o INDICATES (4) PILE CAP PER 4/S3.201 0 0 2.2. REFER TO STRUCTURAL GENERAL NOTES FOR ADDITIONAL REQUIREMENTS. 3. WALLS AND COLUMNS 3.1. REFER TO WALL ELEVATIONS FOR ALL WALL THICKNESSES AND REINFORCING. 3.2. REFER TO CONCRETE COLUMN SCHEDULE FOR ALL COLUMN SIZES, REINFORCING, AND DOWELS INTO PILE CAPS. 4. MILD REINFORCING IN SLAB 4.1. SLAB THICKNESS AND REINFORCEMENT ARE INDICATED ON PLAN. REFER TO TYPICAL REINFORCING BAR SPLICE AND DEVELOPMENT LENGTH TABLE. REFER TO TYPICAL CONCRETE COVER REQUIREMENTS TABLE. 4.2. ADDITIONAL REINFORCEMENT IN SLAB CALLED OUT ON PLAN USES THE FOLLOWING NAMING CONVENTION: BAR SIZE BAR SPACING (inches) IF NO SPACING INDICATED: NUMBER OF BARS REFERTO TYPICAL MILD (WHERE INDICATED) REINFORCING DETAIL FOR (2) 4 T 6 x 5'-0" MINIMUM ALLOWABLE SPACING BAR LOCATION: BAR LENGTH T=TOP IF NO LENGTH INDICATED: B = BOTTOM REFER TO TYPICAL MILD TB = TOP & BOTTOM REINFORCING DETAIL FOR DS = DRAG STEEL REQUIRED BAR LENGTH Pile Cap Plan Scale: 1/8" = 1'-0" North 1 SHEAR WALL PILE CAP ?10 I [ -6'- 3" ] I I I I I I T6.1 - - -�-- -- I -- -- ---I- -- --- -- ---- -- -- -- 1K'�) -- - �\ i- - [ -2.33 ] -2.33- ] A2 [ -2.33 i] I I I I I I l0 I Q 3 24" C�NCRETE < ` MAT u `° ( ( 14 i� S3.202 �\ t: T8 ., 5 0 16 N 101. CONC S3.204 ALL [ -2.33' ] [ -2.33' ] W/# @2OC PILE CAP, TYP 10 SUMP PIT �" [-6.25' (-2.33' EA WALL EA I I SLAB W/ #5 - _ (SEE NOTES) I I I 6 fit; FACE, TYP AT w z. @ 6" OC EA COLUMN, TYP I I S3.204 WAYT&B I SUMP I (SEE NOTES) 1 TD.2 TB.9 T13.1 TA 28' - 8 5/8" 21' - 6" 29' - 0" V v v v -- ----- - - - - - - - --------- I I 1 SHEAR WALL PILE CAP I 53.318 CONC SHEAR WALL /) I j\ I 30' - 0" I 2 I I I ---------- _ } - - -�- ---- I N I I I I O I I I v - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I m N I I I I U U U �\ [ -2.33' ] I I I I [ -2.33' ] [ -2.33' ] I I I I I I I I o F, N $" 1' - 3"I I I I I I - - - - - - - - I ` I [ -8.00- ] I; I [ -8.00' ] I [ -2.33' ] 4 r' f I I I o I( m F- N -j U w p N �>o_30LL� I U U U O= 0 O� a a .4 00 I Ln tD W 5 24" CONCRETE MAT -�--- - - - -- -6.00' ] [ -8.00' ] u u u [ -8.00' ] I I 11 S3.20 N N. 1-4 ! I I tn Y a N 5T12 I!: 7138 1 I [ -8.00' ] 1all 7 NJ I I � N S3.203 1 S3.203 i S3.301 x I _ t r f h ,...... ,.o. s., �x4...... T v. ... .\ � .. X �,f <... > >.. ..,... , r.,... l ...... .x ., ;..... t ...w. 4l ..v.o- 'H, 8 \ ) ' S3 203 iv 4�w r :? �) o S3.203 ) �14 CORE WALL PILE CAP Ti 1 N 1 S3.203' r 53.3043 (COMPACT BACKFILL OVER PILE CAP) IY C) �) SUMP PIT, TYP AT ELEVATOR LOCATE AWAY FROM PILES C) C) 1 ( ( 10" CONC WALL C ) N \ )` \ ) I I m w #5 12" OC I- Iz / @ I I I 53.316 - - - Lo EA WAY EA FACE � 5 TB6 TYP AT TANK, LINO 10" CONC WALL I I I I I I I w/ #5 @ 12" 0C VERT & #6 @ 8" OC HORIZ T9y. \ I I I I I I --------- --� [-6.25'] [-2.33'] I[-2.33'] [-2.33'] T-0" 19 Is° S3.204 I I I 27' - 9" 1 23' - 0" I v v v 23' - 0" 27' - 0" 23' - 0" 23' - 0" 8" CONC WALL r ( w/ #4 @ 12" OC ( ( y EA WAY-�- - - - - -- TYP AT ELEVATORS?7 m k _ k� I m Y - Y h 4 - 1 e ,� f' .� r w r x'x ./ /• r .*r �'twh �, �. f R 3 8 I ) S3.203 S3.203 r IN a DRAG WALLS BELOW LEVEL 1 SLAB 6 (TYP WALLS OUTSIDE OF CORE) 53.302 $ S3.203 S3.203RE'v'1 SION, C) C) C) C) ) C)) Oo REVt WED FOR £fs , CODE COMPLIANCE APPROVED I C)15C)) OCT 2 2 2015 I City of Tukwila 1111 F BUI-LONG OMSIM - y r [-2.33'] L - - - - - - - I - - - - - - T1 T2 T3 T4 T5 T7.9 • • T9 ricer mi i %omiv i m ISSUE A Date Description 5.18.2015 1 07.31.2015 2 8.19.2015 PERMIT SET PERMIT SET REV 1 RFI40 SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W f- UZ �W� 75 W U) Z O � < V V � (i 0 �../ Q Q - ® `\ N =�^ W N VJ � M W Qp 3: -r CONSULTANT SAri 1201. First Avenue South, Suite 31D Seattle,: Washington 98134 206-402-5156 www-ltiridopsaM.com iC Q W QO;Ld W � C,4 Q a� Q Q CL o-LU a 5c LU U F` tL `t Z N O W j W Q ~ Q UQ O O WWa �IZ.LU I- Z,, M N ~ m J Q O 00.W Q LLJ VU> r J ¢ rr- W 0 Q- LL a.C) < Uj =) Q w Z'� Z C) � a. OWW� WQ� ZOOO mtiP OZUU aOWW � lY lY Z Z U O p j 0 JOO -z0 QQ� REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 826-4446 SHEET TITLE AND NUMBER PILE CAP PLAN TM TJ TI TH TG TF TE TD.2 TD TC TA.6 TA S2.01PC PLOTTED: 8/19120151:46:55 PM TD.2 TB.9 T13.1 TA 28' - 8 5/8" 21' - 6" 29' - 0" MILD REINFORCING PLAN NOTES 1. GENERAL 1 1.1. ELEVATION AT TOP OF SLAB SHALL BE 0'-0", UNO. 53.318 I I I I 1.2. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. 1.3. REFER TO MECHANICAL DRAWINGS FOR LOCATIONS OF ALL MECHANICAL EQUIPMENT. I I I Al 1.4. REFER TO STRUCTURAL GENERAL NOTES FOR ADDITIONAL REQUIREMENTS. I I 1.5. LEVEL 1 SLAB HAS BEEN DESIGNED AS A STRUCTURAL DIAPHRAGM. _ _ s _ _ _ _ _ _ _ _ — �� (6) 11 DS �... s ��... .e �... ti„� .. _.d_;q �..� z;b'. �...e� . �.� � rt �"..... _ . � �.; (6) 11 DS ..:..•._ T1 I I I I I I 2. WALLS AND COLUMNS o w 2.1. REFER TO WALL ELEVATIONS FOR ALL WALL THICKNESSES AND REINFORCING. 2.2. REFER TO CONCRETE COLUMN SCHEDULE FOR ALL COLUMN SIZES AND REINFORCING. 3. MILD REINFORCING IN SLAB I J 6 T 36 x 24'-0" —1 1 6 T 36 x 24'-0" I— "' N 3.1. SLAB SHALL BE 12" THICK MILD REINFORCED SLAB, UNO. 2' -8" PROVIDE #6 @ 12" OC EACH WAY AT TOP AND BOTTOM OF SLAB. ALL REINFORCING INDICATED ON PLAN IS IN ADDITION TO TYPICAL REINFORCING. o o REFER TO TYPICAL DETAIL FOR ADDITIONAL REINFORCEMENT REQUIRED AT SLAB CORNERS. REFER TO TYPICAL REINFORCING BAR SPLICE AND DEVELOPMENT LENGTH TABLE. b x I I I x REFER TO TYPICAL CONCRETE COVER REQUIREMENTS TABLE. f = N I N 3.2. ADDITIONAL REINFORCEMENT IN SLAB CALLED OUT ON PLAN USES THE FOLLOWING NAMING CONVENTION: L N _ _ 1 _ _ _ _ _ �- --I--- T2 I BAR SIZE BAR SPACING (inches) 1— J 5 I 10 IF NO SPACING INDICATED: S3.20 \ S3.20 \ \ \ \ NUMBER OF BARS REFER TO TYPICAL MILD (WHERE INDICATED) REINFORCING DETAIL FOR (2) 4 T 6 x 5'-0" MINIMUM ALLOWABLE SPACING 2" BAR LOCATION: BAR LENGTH 9 T=TOP IF NO LENGTH INDICATED: S3.20 1 - I — I CONCRETECURB,SEE 0 B = BOTTOM REFER TO TYPICAL MILD ' TB =TOP & BOTTOM REINFORCING DETAIL FOR r' LOCATIONS OC TIONSURAL FOR N 10" LOCATIONS DS = DRAG STEEL REQUIRED BAR LENGTH I I i4iLo " 1 - 4 9 5 7� o 3.5. ILL INDICATES A DROP IN THE BOTTOM OF SLAB I ` S3.20 S3X t V44;i-_ .20 S3.20 N �+ — 3.6. DO NOT SAW -CUT THE SLAB WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. SLAB IS STRUCTURAL, AND NOT A SLAB ON GROUND. -- , _ - --- __--_ --�- r�-- - ------ - - -- T3 5 10\�I-- 1 I S3.20 (S3.20, I \\ I 1 o I o N 1 x tF I 1 6 T 24 x 8'-0" -- ---:; --- ---- - - - -— T4 I \ \ I I I \ 1 \ I I I I I I � 11 ` \ 2'-3" 2'-3" 12'-0" S3.20 / 6 T 12 1st Floor Plan I 1 I 1 0 2 9 North Scale: 1/8" = r-0" 1 I S3.2o3 I I 1 1 2„ S3.20N I/ I ••" \ I I 1� I — --- -----------------\I 1 I T II _ — ___ ___ — _ _ N —_—_ 00 s3 20 I 1 4 T5 II I � I — I I � it i O I I I 3 THICKENED o I 1 II 7 I I I S3.20 SLAB EDGE, TYP N S3.203 I I 1 S3.203 II I S3.301 o I I I I I I 00 /— I N I i II I to I I 7 / 1 n I I I I I I I i I li I — — — — — x r — — — — — — — — — — — _ T6.1Z8v r I yr 1 � � I � I � I (12)11 DS I � / \ /`\ I I / \ / �•\ � � �2O �- — —� T7 " rt — — — \ (2) 11 DS (4) 11 DS (6) 11 DS (8) 11 DS (10) 11 DS 4 ---------------- R-------------- F { 1—------� 14 I 1 N � S3.203 (;4> 6 T 12 x 8'-0' 4 SLAB ON GRADE I 6 T 8 x 8 -0 w/ #4 @ 12" OC EA WAY I ---------------------�� 1 g orn II 1 o Lo I I a1�1 6B12 I I 6T12 S3.20 \ I 4 I I„ - - - — - I I..., �2O m ------ --- - r -- - - - - - - m rw, " T8 FR 1101,11 xI TV rr,,,,; x, / r 5 *c 'n, ,�.. "y rx'" „r{ 'C, , ,.. c, ..:x. ✓ r;. .1, y r'S (8)11DS (12)11DS 1 (4) 11 DS (6) 11 DS (14) 11 DS ��..._�. (16)11DS — ---- — r-)-==— -- ------ 16 53.316 =�. I I I 1 S3.204 £� � 6 T 12 x 8'-0" 1 — — -+- — — -E- — — -1— -+- — — � — \ 1 3 I I I 8 M EQUIPMENT PAD, I I I \ _ S3.203 II I o I I S3.203 COORD LOC W' I I _1 I I 1 BO 9 I I I PILE CAP BELOW, TYP I I ,x I ARCHT. SEE I I I I I I I I I I I a� TYPICAL DETAIL I I I I 1 6 FOR REINF I I I 6 II I I 1 tD 8 I I 1 S3.204I w I I I COLUMN, TYP I I I S3.203 I I S3.203 53.302RE' (SEE NOTES) 1 10" 101, II I 7-7 I I I I U^N -N� 0` ® _ I� I I I 6 T 12 00 MANHOLE OPENING, yt III I - I 10" I 10 N COORD W/ARCH L I 5 I II I l N 9 9 5 8 1 III 1 m I S3.20 I I S3.20 I S3.20 1 S3.20 1 1 1 1 9 1 20 S3.204' ° I T ~ T T I — —� I I m I m x 2" /�RE\&WED FOR II II 1 I CODE COMPLIANCE it i1 I / 1 \ / / I \ L APPROVED h_tf _ _ _ _ _ T —y _ T — — T _ — _ _ T — _ — — _ I _ _ _ T _ _ _ — I— — — — �' _ _ _ _ — I I — x 1 — I — — �_ _ — —f — — — . — — — 4 : — _ _ — I _ _ _ — T9--------------- ---- fi -- r -rx 8£� 2-� T9 L_ — — — — — — — 1 I — — G City of Tukwila 1 �19 BUILDING DIVISION] 2'-8" 12'-8" 1 1 RECEI ED s3.2o I I CITY OF TVKWILA► I I I I I I I I I I I 1 OCT 16 2015 1 27' - 9" 1 23' - 0" 1 23' - 0" 1 27' - 0" I 23' - 0" I 23' - 0" 1 22' - 4 3/8" [4'- 7 5/8" 23' - 0" 23' - 0" 1 12' - 6" 1 16' -1" PERMIT CENTER TM TJ TI TH TG TF TE TD.2 TD TC TB TA.6 TA ISSUE Date Description 5.18.2015 1 07.31.2015 2 08.19.2015 4 09.09.2015 PERMIT SET PERMIT SET REV 1 RFI40 RFI24 SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- UZ Q W zw� (a a O Q Z _ > o c M = W D N W aC p 1LTANT i �...SAHL 1201. Fist Avenue South, Suite. 310 Sea.ttle.: Washinatan 98134 206-402-5156 www luadopsaW.com J Qo W p�ui LLJ � N ¢ � Q Q � J IL a C I, Q Z N jOW 0 W > P � Q O _j J O W W 0: ti 1- O !- N ~�_j C1 U) 00 �W 0 WWW UU> o Q> zzo ¢zD_ r d'J W F- W k C) Q W LU Z a.iWWg CO LU mtil_ ZVOO OZUU p�v1 aoww JZ LK _ J WW O Q W 1% W U U �U--i UU _j (RATION 0 4 OF WAS�� • �� z �pU21 OE�O`�� Qk4 -'38 ]DNAL B tOM6/2015 GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 826-4446 SHEET TITLE AND NUMBER 1ST FLOOR SLAB PLAN S2.01S, PLOTTED:9/2112015 4:40:22 PM REINFORCING BAR LAP SPLICE & DEVELOPMENT LENGTH TABLE f'c = 4,000 psi Grade 60 Reinforcing Bar Size Min Lap Splice Lengths (Ls) Min Straight Bar Development Lengths (Ld) Min Hooked Bar Embedment Lengths (Ldh) Top Bars Other Bars Top Bars Other Bars #3 25" 19" 19" 15" 8" #4 32" 25" 25" 19" 10" #5 41" 31" 31" 24" 12" #6 49" 37" 37" 29" 15" #7 71" 54" 54" 42" 17" #8 81" 62" 62" 48" 19" #9 91" 70" 70" 54" 22" #10 102" 79" 79" 61" 25" #11 114" 87" 87" 67" 27" Reinforcing Bar Lap Splice & Development Length Tables Scale: NTS REINFORCING BAR LAP SPLICE & DEVELOPMENT LENGTH DIAGRAMS The following conditions must be met in order to use the Reinforcing Bar Lap Splice & Development Length Tables REINFORCING BAR LAP SPLICE & DEVELOPMENT LENGTH TABLE f'c = 5,000 psi Grade 60 Reinforcing Bar Size Min Lap Splice Lengths (Ls) Min Straight Bar Development Lengths (Ld) Min Hooked Bar Embedment Lengths (Ldh) Top Bars Other Bars Top Bars Other Bars #3 22" 17" 17" 13" 7" #4 29" 22" 22" 17" 9" #5 36" 28" 28" 22" 11" #6 44" 34" 34" 26" 13" #7 63" 49" 49" 38" 15" #8 72" 56" 56" 43" 17" #9 81" 63" 63" 48" 20" #10 91" 70" 70" 54" 22" #11 1 102" 78" 78" 60" 24" Lap Splices Straight Bar Development Hooked Bar Development CLASS 1: Bars enclosed by db CLR. (MIN) db CLR. (MIN) column ties or /Iv /1I� Ir —7r beam stirrups QO • EDGE OF CONC. REINF. BAR EDGE OF CONC. REINF. BAR COL. TIES OR SPLICED BAR COL. TIES OR 21/2" BM STIRRUPS BM STIRRUPS CLR. (MIN.) z CLASS 2: 1Vg iv No enclosure 2db CLR. (MIN) 2db CLR. (MIN) Q® v H STD. HOOK EDGE OF CONC. REINF. BAR EDGE OF CONC. REINF. BAR - Cr ? 'V U SPLICED BAR Where conditions for Classes 1 & 2 MULTIPLY LENGTHS SHOWN IN SCHEDULE BY 1.5 MULTIPLY LENGTHS SHOWN IN SCHEDULE BY 1.5 are not met Reinforcing Bar Lap Splice & Development Length Diagrams Scale: NTS (2) TYP VER— #4 C (2) TYP VERT REINF #4@6"OC UP TO 2'-0" 2'-0" TO 4'-0" Single -Laver Walls Less than 4'-0" Ls HORIZ BARS (1) TYP VER REINF (2) TYP VERT REINF CORNER BAR (1) TYP VERT REINF HORIZ BARS w/ STD INTERSECTION BARS 180° HOOKS (HOOKS HORIZ BARS w/ STD 90" HOOKS MAY BE SKEWED TO (ALT DIRECTION OF MAINTAIN COVER) HOOKS) Single -Laver Wall Corner Single -Laver Wall Intersection Single -Laver Wall End Typical Concrete Wall Reinforcement Scale: NTS ALL SLAB REINF SHALL EXTEND THROUGH JOINTS CONSTRUCTION JOINT SHALL BE LOCATED WITHIN MIDDLE THIRD OF THE SPAN DEPTH OF KEY = 1/2 SLAB THICKNESS NOTES: 1. CONTRACTOR SHALL SUBMIT LOCATIONS OF ALL CONSTRUCTION JOINTS TO ENGINEER FOR REVIEW AND ACCEPTANCE PRIOR TO CONSTRUCTION. Typical Slab Construction Joint SPAN NOTES: 1. ALL BARS SHALL BE DEVELOPED & ALL SPLICES LAPPED PER ACE 318 FOR TENSION, UNO. TABLE MAY BE USED WHERE CONDITIONS MEET CRITERIA NOTED IN DIAGRAMS. 2. TABLES ARE APPLICABLE FOR NORMAL WEIGHT CONCRETE, ONLY. 3. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONRETE CAST BELOW THEM. (WALL HORIZONTAL REINFORCEMENT IS EXEMPT) 4. WHERE BARS OF DIFFERENT SIZE ARE LAP SPLICED, SPLICE LENGTH SHALL BE THE LARGER OF: - DEVELOPED LENGTH OF LARGER BAR -SPLICE LENGTH OF SMALLER BAR 5. WHERE MINIMUM STRAIGHT BAR DEVELOPMENT LENGTH CONNOT BE ACHIEVED, USE Ldh WITH STANDARD HOOK. 6. REFER TO CONCRETE COVER TABLE FOR MINIMUM CONCRETE COVER REQUIREMENTS. 84 1 I tJ (W b' U Ls Double -Laver Wall Corner ADD (2) #5 BELOW TOP REINF & ABOVE BOT REINF, EA SIDE OF OPENING - iv ADD( AT EA TYP A 00 00 00 Typical Opening in Concrete Slab Scale: NTS T 1) #4 x 5"-0" DIAG LAYER OF REINF, EA CORNER CHED REINF HOOK BARS AT OPENING ADD TOP & BOT REINF EQUAL TO HALF OF THAT INTERRUPTED BY OPENING, SPACED AT 3" OC, EA SIDE OF OPENING REINFORCING BAR LAP SPLICE & DEVELOPMENT LENGTH TABLE f'c = 6,000 psi Grade 60 Reinforcing Bar Size Min Lap Splice Lengths (Ls) Min Straight Bar Development Lengths (Ld) Min Hooked Bar Embedment Lengths (Ldh) Top Bars Other Bars Top Bars Other Bars #3 20" 16" 16" 12" 6" #4 27" 21" 21" 16" 8" #5 33" 26" 26" 20" 10" #6 40" 31" 31" 24" 12" #7 58" 45" 45" 34" 14" #8 66" 51" 51" 39" 16" #9 74" 57" 57" 44" 18" #10 84" 64" 64" 50" 20" #11 93" 71" 71" 55" 22" CONCRETE COVER FOR REINFORCING STEEL Reinforcing Bar Location Min Concrete Cover UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#6 BARS AND LARGER) 2" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#5 BARS AND SMALLER) 1 1/2" COLUMNS AND BEAMS w/ BARS ENCLOSED IN STIRRUPS, TIES OR SPIRAL REINF 1 1/2" (TO PRIMARY REINF) SLABS, JOISTS AND INTERIOR FACES OF WALLS (#6 BARS AND LARGER) db +5/8" SLABS, JOISTS AND INTERIOR FACES OF WALLS (#5 BARS AND SMALLER) 3/4" 2-HOUR AND 3-HOUR SLABS (REFER TO PLAN NOTES) CLEAR SPACING BETWEEN PARALLEL BARS IN A LAYER (BARS ENCLOSED IN STIRRUPS/TIES) 1" CLEAR SPACING BETWEEN PARALLEL BARS IN A LAYER (NO STIRRUPS/TIES) 2db CLEAR SPACING BETWEEN (2) OR MORE PARALLEL LAYERS 1" NOTES: 1. WHERE A THICKNESS OF COVER REQUIRED FOR FIRE PROTECTION IS GREATER THAN THAT SPECIFIED IN THIS TABLE, THE GREATER THICKNESS SHALL BE USED. Concrete Cover for Reinforcing Steel Scale: NTS #4 OR CLOSED LOOP TIES @6"OC V Ls 2'-0" TO 4'-0" 2'-0" TO 4'-0" Double -Laver Walls Less than 4'-0" HORIZ BARS (2) TYP VERT REINF Double -Laver Wall Intersection 1' -10" MAX BARS DKS Double -Laver Wall End " TOP & BOT OPENING 1) #4 x T-0" DIAG LAYER OF REINF, T EA CORNER REINF HOOK AT OPENING 1) CONT BAR EA SIDE OF OPENING REINFORCING BAR LAP SPLICE & DEVELOPMENT LENGTH TABLE f'c = 8,000 psi Grade 60 Reinforcing Bar Size Min Lap Splice Lengths (Ls) Min Straight Bar Development Lengths (Ld) Min Hooked Bar Embedment Lengths (Ldh) Top Bars Other Bars Top Bars Other Bars #3 18" 14" 14" 12" 6" #4 23" 18" 18" 14" 7" #5 29" 22" 22" 17" 9" #6 35" 27" 27" 21" 11" #7 50" 39" 39" 30" 12" #8 57" 44" 44" 34" 14" #9 64" 50" 50" 38" 16" #10 72" 56" 56" 43" 18" #11 80" 62" 62" 48" 19" PLACE KEYS IN ALT REINF SPACES AS SHOWN AT HORIZ JOINTS, KEYS MAY BE FORMED BY PUSHING A WOOD FORM DOWN INTO THE PLASTIC CONC DEPTH OF KEY = 1/2 WALL THICKNESS VERT WALL REINF PER PLAN Elevation of Horizontal Wall Joint Typical Concrete Wall Joints Scale: NTS NOTES: 1. UNLESS NOTED OR SHOWN OTHERWISE, ALL WALLS SHALL BE REINFORCED WITH MINIMUM REINFORCEMENT PER MINIMUM WALL REINFORCEMENT TABLE. 2. LAP WALL REINFORCING AT SPLICES Ls. 3. ALL VERTICAL REINFORCING IN CONCRETE WALLS SHALL BE CONTINUOUS FROM STRUCTURAL FLOOR TO STRUCTURAL FLOOR, OR FROM FOOTING TO FIRST STRUCTURAL FLOOR ABOVE, UNO. 4. START HORIZ & VERT BARS 1 INCH CLEAR OF EDGE OF OPENINGS. SPACE REINFORCING BARS AT EQUAL SPACES NOT TO EXCEED REQUIRED SPACING. 5. REFER TO TABLES ON X/S3.X FOR VALUES OF Ld, Ls. 6. SPLICES IN HORIZ REINFORCING SHALL BE STAGGERED. SPLICES IN TWO CURTAINS WHERE USED SHALL NOT OCCUR IN THE SAME LOCATION. 2x LD 2 x LD EXTEND HORIZ BARS EXTEND HORIZ BARS IN SINGLE -LAYER WALL AT OUTSIDE -FACE 12,-0„ 2'-0„ • (2) #5 MIN HORIZ BARS W/ (2) #5 MIN ADD BARS TO MATCH STD 90" HOOKS HORIZ BARS W/ SIZE & SPACING OF AT INSIDE FACE • STD 90° HOOKS HORIZ WALL REINF AT (ALT DIRECTION INSIDE FACE OF HOOKS) Single -Laver Wall to Single -Laver Wall to Retaining Wall Intersection Double -Laver Wall Intersection ADD (2) #5 AT EA SIDE ADD (1) #5 x 4'-0" DIAG AT EA CORNER FOR EA LAYER OF WALL REINF WALL REINF NOT SHOWN. SEE WALL END DETAIL FOR TERMINATION OF WALL REINF. 2'-0" TYP (SEE NOTE 3) Larae ODenina 6'-0" X 6'-0" MAX NOTES: 1. OMIT ADDED REINFORCEMENT NOTED HERE IF SPECIAL REINFORCEMENT INDICATED ON PLANS OR DETAILS EXCEEDS THIS REINFORCEMENT. 2. CONTRACTOR SHALL VERIFY ANY OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS WITH THE STRUCTURAL ENGINEER BEFORE PLACEMENT. 3. IF EDGE OF CONCRETE CLOSE TO OPENING WILL NOT ALLOW REQUIRED LENGTH OF REINFORCEMENT, CONSULT STRUCTURAL ENGINEER BEFORE CONSTRUCTION. 1 Typical Opening in Concrete Wall REINFORCING BAR LAP SPLICE & DEVELOPMENT LENGTH TABLE f'c = 9,000 psi Grade 60 Reinforcing Bar Size Min Lap Splice Lengths (Ls) Min Straight Bar Development Lengths (Ld) Min Hooked Bar Embedment Lengths (Ldh) Top Bars Other Bars Top Bars Other Bars #3 17" 13" 13" 12" 6" #4 22" 17" 17" 13" 7" #5 27" 21" 21" 16" 8" #6 33" 25" 25" 19" 10" #7 47" 36" 36" 28" 12" #8 54" 42" 42" 32" 13" #9 61" 47" 47" 36" 15" #10 68" 53" 53" 41" 17" #11 76" 58" 58" 45" 18" AT VERT JOINTS, KEYS SHALL BE FORMED BY WOOD BILKS NAILED TO THE BULKHEAD DEPTH OF KEY = 1/2 WALL THICKNESS HORIZ WALL REINF PER PLAN Elevation of Vertical Wall Joint MINIMUM CONCRETE WALL REINFORCING TABLE Z J = H Z v, Ln Y U w � N LL a Z Uj Wall Thickness Horizontal Bars Vertical Bars Reinforcing Bar Location 6" OR LESS #4 @ 14" OC #4 @ 14" OC CENTERLINE OF WALL 8" OR LESS #5 @ 15" OC #5 @ 15" OC CENTERLINE OF WALL 10" OR LESS #4 @ 16" OC #4 @ 16" OC EACH FACE OF WALL 12" OR LESS #4 @ 12" OC #4 @ 12" OC EACH FACE OF WALL 18" OR LESS #5 @ 14" OC #5 @ 14" OC EACH FACE OF WALL 24" OR LESS #5 @ 10" OC #5 @ 10" OC EACH FACE OF WALL NOTES: 1. UPPERMOST AND LOWERMOST HORIZONTAL REINFORCING IN WALLS SHALL BE PLACED WITHIN 1/2 OF SPECIFIED SPACING FROM THE TOP AND BOTTOM OF THE WALL. 2. REFER TO STRUCTURAL GENERAL NOTES FOR MORE INFORMATION. Minimum Concrete Wall Reinforci Scale: NTS ADD (1) #5 AT EA SIDE WALL REINF NOT SHOWP SEE WALL END DETAI FOR TERMINATION 0 WALL REINI 2'-0" TYP Small Opening 2'-0" X 2'-0" MAX REVEWED FOR CODE COMPLIANCE APPROVED OCT 2 2 2015 Cifiy of. i'uvila BUILDING ©I'VI$ION RECEIVED CITY OF TgKWILA OCT 16 2015 PERMIT CENTER ISSUE A Date Description 5.18.2015 PERMIT SET SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: YPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- UZ W W WLLJ Z O W V Q M a L > ,(6 : H N =�/ W DM U) W Qp CONSULTANT .............. a f� PfUND iR 1201. Figs Avenue South, Suite 31.0 Seaftle,,Washington 9.8134< 206-4.02-5156 www.ltindopsdW.com C QQ LU Q W CO N Z o Q Q T J a a r W Z N 0 O W W ig W � ti O W LU � �`�U _ 1- ~ W J �QO CnN 00 JW WWW 00 o QW W ¢ Cra -1 � (p LL Q W W <U)= xw,w CO 000 al co i �WOf_j WOO: 00 I— ZZ00 0'0) I"(JZ voww 0UW tiw00 p > Z Z 3 OW00 2_�UU QQ� REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 8264447 FAX: (206) 8264446 SHEET TITLE AND NUMBER CONCRETE DETAILS S3.001 �L J-" / Scale: NTS Scale: NTS PLOTTED:8117/2015 9:48:40 AM TE I TD I TC TB I I - - I - - - — - - - I - - - - - - T5 I I I 11'-6" 2'- 6" I - C H l l� l� l i� l L� I l i� I C I B3 T2, B4 LT l l� oo T T �9 oo LT l l� T �-D T I l L �l� l 1� I I I �1� �1� �T� I 0 I I I �D qT q1� �21- 6" �1� I �-L �TL I B5 I I I �T I I �D I 4T� I PD I I I �-D I I I - — - -1 - - I - - - - I --- I - - - I - - I- I - - - CENTER CORE PILE CAP ADDED N-S REINFORCING Scale: 1/8" = 1'-0" B3 CENTER CORE REINFORCING SCHEDULE MARK REINFORCING REMARK 131 ADD (2) LAYERS #11x20' @ 6" OC DECKED B2 ADD (2) LAYERS #9x20' @ 12" OC DECKED B3 ADD (1) LAYER #9x20' @ 12" OC DECKED B4 ADD (3) LAYERS #11x20' @ 12" OC DECKED B5 ADD (2) LAYERS #11x15' @ 6" OC DECKED T1 ADD (1) LAYER #9x20' @ 6" OC DECKED T2 ADD (2) LAYERS #11x20' @ 6" OC DECKED T131 (2) LAYERS #11 @ 6" OC TOP & BOT SPLICE 8'-5" MIN AS READ, PROVIDE STD HOOK EACH END ON OUTER MOST LAYER BOTH TOP AND BOT TE TD I I TC TB I I -- I-- - - - - - - -- - -- T5 I I I LL `1� T1 �T� 0 �1� �19 I �1� I L \ 1� II 11-1011 I L l 1� 0'-6 � �1� ~ L l L� I L `l� I �1� L \ 1 - - - - - B1 - - - - - - - - - - I l 1� l L� l L� I I I �L �L o �1� I ti I �T� I cTL �L I �T� c �T� - - - 40, - 6" - - - - - - - - _ I B2 - 0 I I C I CD (D � � L I �T� CD I �L� I �TD I I �JD I �T� I �1� I �1� I CD I I I - --I - - I - - - I - - I — - I - I -I- — I - -- CENTER CORE PILE CAP ADDED E-W REINFORCING Scale: 1/8" = 1'-0" REVbION Y -0 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 2 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 16 2015 North PERMIT CENTER ISSUE Date Description 5.18.2015 PERMIT SET SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W UZ QW� C L CU O C � OQ z _ >� 02 -0- OQ� �17— Z J_ co N =W� im QO 3:_ CONSULTANT +F t'WN10.0, SAHE 1201. First Avenue; South, Suite 310 Seattle, Washington 98134 206-402-5156 wwcw.lu6dopscW.com Qo w per`:? W Co C) N r IL J co w Z N V SOW ~ W O w WUa -j 0 ��W H O N ~mom Q fn co -j -j J W W W U o Q> �J O ¢Za w 0 14 Q <U w Z�� aU) z 0¢� O W W D ? j ZOOO mtiti Ozoo ww O 0 J0 ti a W W �ww Z Z ul U Q p> OW00 0 ¢¢ REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 826.4446 SHEET TITLE AND NUMBER CENTER CORE PILE CAP PARTIAL PLANS S3.100 PLOTTED:8/17/2015 9:48:42 AM TE TD TC TB 18" OC EA DIRECTION TYP 12" OC EA DIRECTION TYP -- T7 6" OC EA DIRECTION TYP - T8 CENTER CORE PILE CAP SHEAR REINFORCING Scale: 1/8" = V-0" SHEAR REINF ALIGN OUTER M. SAME DIRECTIO ALLOW SHEAR E HOOK AROUND DETAIL Scale: 1/2" = 1'-0" PLAN SECTION (a)- MID DEPTH . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . EASTIWEST ELEVATION SHEAR REINF SHEAR REINF TABLE ZONE SPACING 0 #8 @ 18" OC EW #8 @ 12" OC EW #8@6"OCEW . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O . . O O . O . . • O . O . . • O . O . . . . . . . . . . . . . . . . . . . NORTH/SOUTH ELEVATION r%evLItvVED FOR ODE COMPLIANCE APPROVED OCT 2 2 2015 CKY Of Tukwila BUILDING DIVISION RECEIVED CITY OF TIJKWILA OCT 16 2015 ISSUE 0 I Date Description 5.18.2015 PERMIT SET SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- UZ W W w �� O Q V 5< a CU z o rr1QQ z ` N N 3: � � m QO CONSULTANT r l 1' ..... ..... :SAHL 1201. First Avenue south, Suite 310 Seattle. Washington 96134 206-402-5156 www•ltindopsaM.com C �t Q W Q r W � z N a CL Z N jLL OW Q UQ W~ O J O WWI �titi F- o °� H N '- m LU Q °r° �w Q LU VU� W ZWO J in QO �Wa k Uj OUQ W = itC/) OQ� z oW WW� co zzz) �WW-j W2a m� Ozoo Fz 0 YUO VOww WWLLJ U. j Z Z V Q OWOO -j UU QQ� RF(.ISTRATInN GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 826-4446 SHEET TITLE AND NUMBER CENTER CORE PILE CAP SHEAR REINFORCING PERMIT CENTER S3.101 PLOTTED:8117/2015 9:48:43 AM TE TD TC TB I 3 I I 4 I S3 10 S3 10 I I I I 1 CENTER CORE PILE CAP SECTION Scale: 1/4" = 1'-0" TE TD ITC 1TB I 3 I 4 I S3.10 S3.10 I I I I I . I , I , I I I I I REBAR PER PLAN TYP I I 1 � I I I I I I I I I I 2 CENTER CORE PILE CAP SECTION Scale: NTS T6 T7 T8 2 I I 1 I S3.10 S3.10 I I I I I 1 , I I I I I I REBAR PER PLAN TYP , 1 � I I I I I I I I I I I 3 CENTER CORE PILE CAP SECTION Scale: 1/4" = V-0" T5 T6 T7 T8 2 1 S3.10 S3.10 7'-4" 1 6'-8" 17'-4" 1 8'-9" 1 19'-6" 1 15'-7" 12'-0" I I REVISION.,N100". .......... ....... .............. .................................. t ................. ....................................... ............................... I I I i I 1 o NOTES: REVJtWED FOR 1. SEE S3.101 FOR FOR SHEAR REINFORCING. CODE COMPLIANCE 2. DECKED BARS SHALL HAVE 1" MINIMUM CLEAR BETWEEN BARS APPROVED 3. PROVIDE 3 AT BOTTOM AND SIDES AND TOP OF REINFORING AP REBAR PER PLAN TYP 2 2 2015 I -- -- -- -- -- BUILDING DIVISION I I I I I I I I RECEIVED OJLCITY OF TLJKWILA OCT 16 2015 (D_�CENTER CORE PILE CAP SECTION PERMIT CENTER ale: 1/4" = 1'-0" 5'-6" 27'-0" 23'-0" 23'-0" 16'-7" I I I I I I I I REBAR PER PLAN TYP I I - 0 O I I I I ISSUE A Date Description 5.18.2015 PERMIT SET SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO N0. 14-050-01 PROJECT W UZ W C7Q� Q� N = W Z) C/) �?�' _ Co TO Z CONSULTANT HL CLLI LU Cr O Ooo f 1201.F`ustAvenue South, Suite 310 5gaftle. Washiasrton 3.8234 206•402-5156 vrwwturzdopsah].com aC Q W Q W RFrIRTRATI(1N GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 8264446 SHEET TITLE AND NUMBER CENTER CORE REINFORCED SECTIONS S3.102 PLOTTED: 8/17/2015 9:48:46 AM TM I N-S REINFORCING GRID TM SHEARWALL PILE CAP Scale: 1/8" = V-0" T1 I B3 IN ITM I 15 B4 E-W REINFORCING TM #8 PER 2/S3.104 2 @ 18" OC TYP EACH END .1 0412'-3" 1 12'-3" M ----- I ----- c� c� -1 co I o 1 ' S3.104 #8 @ 4" OC PER 1/S3.104 I I 14'-0" 3 #8 @ 16" OC PER 3/S3.104 S3.104 - - - - -- T 4 3.104 II I 1 o S3.104 � #8 @ 4" OC PER 1/S3.104 I cr) ----- ---- M M fi- , SHEAR REINFORCING GRID T1 T1 #8 PER 2/S3.104 2 @ 8" OC TYP EACH END S3.104 I I 12'-3" 1 12'-3" ., . �/ - -4—-- TB3 I I TB5 I I I I - - -- (TB.1 - - -- - - - - I I I I TB2 I I 1`/ 1`/ l`/ 1`/ I I TB3 TB5 I I l`/ - - - N-S REINFORCING GRID T1 SHEARWALL PILE CAP Scale: 1/8" = 1'-0" E-W REINFORCING TB.9 - co CV TB.1 - - 3 S3.10" 1 M ----- I ----- co #8 @ 4" OC PER 1/S3.104 I #8 @ 16" OC PER 3/S1.04 #8 @ 4" OC PER 1/S3.104 i T / _�/ CO Co SHEAR REINFORCING SHEARWALL PILE CAP REINFORCING SCHEDULE MARK REINFORCING REMARK TB2 (22) #11 TOP, (24) #11 BOTTOM SPLICE 6'-6" AS REQD TB3 ADD (3) LAYERS (22) #11x25' AT TOP, ADD (4) LAYERS OF (24) #11 x25' AT BOTTOM TB4 (6) #9 TOP, (8) #9 BOTTOM PROVIDE STD HOOK AT EACH END T135 #11 @ 12" OC TOP, (23) #11 BOTTOM PROVIDE STD HOOK AT EACH END Kl--VMVVED FOR CODE COMPLIANCE APPROVED OCT 2 2 2015 City Of TuhVile BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 16 2015 PERM CENTER ISSUE Date Description 5.18.2015 PERMIT SET SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT w I- UZ Q w L� w I C/ � Q a O Z o� rn V 0 Q ~ Z M N =w 00 QD CONSULTANT MD 1201. First Avenue South, Suite 310 Seattle,: Wasliingtan 98134 206-402-5156 www-lundopsaW.com vi Qo w 4�` w zN z � J IL a`'U) J UjLL Z N V j O W ~ w O J WU� O ��W 0O ~Uj m (nN 00 -jw VU� o Q> r ¢Q'CL �J in w� ��Q w z C) n-IWw� ZZU �WW-j Z V O O WOW Ozoo O�cq Qoww WW �Jti W 1iJUU w OQOf W 2c,� 0Woo ;zo g�9y REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 8264446 SHEET TITLE AND NUMBER SHEARWALL PILE CAP PARTIAL PLANS S3.103 PLOTTED: all 7/2015 9:48:47 AM I I.. SECTION Scale: 1/2" = 1'-0" SECTION Scale: 1/2" = 1'-0" DETAIL Scale: 1" = V-0" 14'-0" 14'-0" #5 HOOP 24"Ox1/2" PILE 0) #11 )JUST REBAR AS QUIRED AT PILE 'P DETAIL Scale: 1" = 1'-0" -(22) #11 (3) LAYERS OF (22) #11 DECKED REBAR PLACED THRU PILE CAP PER PILE TOP DETAIL (4) LAYERS OF (24) #11 DECKED -(24) #11 -(6) #9 REBAR PLACED THRU PILE CAP PER PILE TOP DETAIL -(8) #9 04S SECTION Scale: 1/2" = 1'-0" #5 HOOP 24" Ox1/2" PILE .0) #11 DJUST REBAR AS QUIRED AT PILE IP 1 -(6) #9 REBAR PLACED THRU PILE CAP PER PILE TOP DETAIL (8) #9 DECKED -(8) #9 16'-0" -#11 @ 12" OC REBAR PLACED THRU PILE CAP PER PILE TOP DETAIL (23) #9 DECKED -(23) #11 a REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 2 2015 City ofTukwila SUILDINO DIVISION RECEIVED CITY OF TUKWILA OCT 16 2015 ISSUE Date Description 5.18.2015 PERMIT SET SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- UZ <CW� W Z Y Qf�O �� a OQ z O V � � Q~ J_ M N = W � QO 3� —r CONSULTANT mrL 1201. first Avenue South, Suite 310 5ao,tle,: WashinQtan 98134 206-402-5156 www.lundopsah].com QQ ul W vi z N a co W v jWQ Z N SOW UW i--w�ti O> W W W H 0 a- H N ~mLu Q L7 O- �w LLj VU> v �J Za WIO �W%t W J � _ 0zWo� : 5Q� Z �WW WOW ZOOO OZUU m�F— O Jtq ti `1U0 �� VOLLJ p>ZZ VQ O W O O J z Q_ g�UU Q¢� RMIRTRATICIN GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 8264446 SHEET TITLE AND NUMBER SHEARWALL PILE CAP SECTIONS PERMIT CENTER S3.104 1 PLOTTED:8117/2015 9:48:48 AM CL I 6' I0" SLAB PER PLAN (6) #5 xl 4'-6" SPACED EQUALLY AROUND COL CONCRETE PILE CAP STEEL PILE "IN PER PLAN 12" OC EA F&B )RCING S3.201 tETE kP BILE #5 BOTTOM @ 18" OC J U - STEEL PILE, TYP COLUMN PER PLAN SLAB PER PLAN (12) #5xj 4'-6" SPACED EQUALLY AROUND COL CL I 4'-0" 6'-0" 4'-0" #5 @ 12" OC EA WAY BOTTOM BEYOND PRIMARY REINF (13) #9 BOTTOM CONCRETE PILE CAP W/ 180° STANDARD HOOK EA END (10) #9 BOTTOM W/ STD HOOK EA END, SPACED EQUALLY #5 @ 12" OC EA WAY REINFORCING PER 6/S3.201 CONCRETE PILE CAP REINFORCING PER PLAN VIEW REINF PER PLAN VIEW STEEL PILE, TYP COLUMN PER PLAN SLAB PER PLAN (14) #5x1 4'-6" SPACED EQUALLY AROUND COL CL 4'-0" 6'-0" 4'-0" (13) #9 BOTTOM W/ STD HOOK EA END, SPACE EQUALLY STEEL PILE, TYP CONCRETE PILE CAP COLUMN PER PLAN #5 @ 12" SLAB PER OC EA WAY PLAN (20) #9 BOTTOM W/ STD HOOK EA END, SPACE EQUALLY #5 @ 18" OC EA WAY I I REINFORCING REINFORCING PER 6/S3.201 PER 6/S3.201 (14) #5x1 4'-6" SPACED EQUALLY AROUND COL is CONCRETE CONCRETE 1O PILE CAP PILE CAP REINFORCING REINFORCING PER PLAN VIEW PER PLAN VIEW _ Lo REINF PER REINF PER 3" TYP PLAN VIEW PLAN VIEW STEEL PILE, TYP STEEL PILE, TYP PC1 PC2 PC3 PC4 Scale: 1/4" = V-0" 2 Scale: 1/4" = 1'-0" 3 Scale: 1/4" = 1'-0" 4 Scale: 1/4" = 1'-0" PILE STEEL PILE (4) 3/4" 0 DBA'S CENTER ON PILE ,0 BOT OF PI NOTE: 1. WHERE PILE CAP GEOMETRY DOES NOT ALLOW FOR Ld, PROVIDE STANDARD HOOK 4" FROM TOP OF PILE CAP. Typical Steel Pile to Pile Cap Connection Scale: 3/4" = V-0" PILE DROP CONCR PROTECT I NOTE: 1. WHERE PILE CAP GEOMETRY DOES NOT ALLOW FOR Ld, PROVIDE STANDARD HOOK 4" FROM TOP OF PILE CAP. Steel Pile to Pile Cap Connection @ Core & SW Piles Scale: 3/4" = 1'-0" STEEL PILE (10) A706 #11 BARS, SPACED EQUALLY !3 1/2" 0 50) YP PILE CAP a i L« riLE �r-vItV rED FOR CODE COMPLIANCE APPROVED OCT 2 2 2015 CifY Of Tukvtrifl BUILDING DIVISION RECEIVED 0 CITY OF TUKWILA OCT 16 2015 PERMIT CENTER ISSUE A Date Description 5.18.2015 PERMIT SET SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: PLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- UZ <C W W m¢ aU 0 L > t (D a � M N vJ F <C p SULTANT 'IND Or L 1201,First Avenue South, Suite 310 Seattle, Washington 98134 206-102-5156 www.ttin,dopsaM.com QQ W LU LJ CC Ld W CZN CL CL a UJI z LL O J V �� > O J O Lij xti F- ~ N ~C 00 J 5E a � 00 J -1 W W LI O Q Q Q' J Z a LL a Ul U W I Q J 0 U � Z WWZZ G'I—WZ V¢I�— ZzU �WWJ LU M�z Z000 OZUU O-cn ww ~�Z UO VO�W ti-�UU °¢J U 0WOO ZQ Q Q REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 8264446 SHEET TITLE AND NUMBER CONCRETE FOUNDATION DETAILS S3.201 PLOTTED:8/17/2015 9:48:50 AM COLUMN, TYP TOP REINF, TYP THICKENED I — SLAB EDGE PER- - - - --- -- -- TYPICAL DETAIL_ =I BOT REINF, TYPE - PILE CAP, TYP -I I II I r4 I S1 I I S2 I I (SLAB SPAN) I I I (SLAB SPAN) V V (2) #4 CONT. AT CURB (1) #6 CONT. AT TOP & BOT (0.3) S1 (0.3) S1 I (0.3) S2 TOP REINF SPLICES I I PERMITTED IN THIS REGION I I I 2'-0" #4 x 16" F@ 18" OC MAX #4 xF_ @ 18" OC Ls MIN I I CURB PER ARCHITECTURAL, TOP REINF PER PLAN TOP REINF PER PLAN WHERE OCCURS. SEE • • CURB PER ARCHITECTURAL, STRUCTURAL SLAB 3/S3.202 FOR REINF. WHERE OCCURS PER PLAN z • • • • • • • • • I I TOP REINF PER PLAN g • Ls MIN o: 0- ' • I OT I I I � ✓ l� ^ry 7U �J�l_ i\J — g0 0 0/ = i tO .•:._;��- �-- =s`- =��- = �-' - �«_. ;� - ��-�. � / =.� � ;� ��'--- -- c< - - - - - - - �-7��z 4 BOT REINF PER PLAN I ` h �� , , ,.\_ k � �'�� 't i _ 1k�`�f -��, -- _7 ' �.. /' kr �/-•�� -•,,C�..-i kr_`�-•�-. 'i �tc�r-•,,s�`, %' %-�/ `i�-7.�=-i y /' - %�:.� � � ,= i i�.,'+_'%)'r`�;=: %' ` / ,� I l I I I - I I 2 _--- -- -,i I! I I I —III I! Ii 1I _—I I I i I! i I —IIIIII1 I! I BOT REINF SPLICES I I __I- BOT REINF PER PLAN BOT REINF PER PLAN PERMITTED IN THIS REGION I ( 6" ' NOTES: 1. REFER TO COVER SCHEDULE FOR REINFORCING COVER REQUIREMENTS. 2. SPLICE REINFORCEMENT PER TYPICAL SPLICE DETAILS. 3. AT CONTRACTORS OPTION, FORM SAVERS MAY BE USED AT SLAB REINFORCING THROUGH COLUMNS. 4. PILE CAP AND COLUMN REINFORCEMENT NOT SHOWN FOR CLARITY. Typical Slab Reinforcement Elevation Scale: NTS COLUMN BEYO DOWELS TO MATCH S & SPACING OF VERTI( REINFORCING, l PERIMETER WALI REINFORCING PER PL DOWELS TO MAT SIZE & SPACING VERTI( REINFORCING, l PILE CAP PER PL Scale: 1/4" = 1'-0" A OLUMN BEYOND ERIMETER WALL & EINFORCING PER PLAN ter Tank Sump Slab 13'-5" ILE CAP PER PLAN Typical Thickened Slab Edge Scale: 3/4" = V-0" T8 I TOP REINF PER PLAN I � • • • 4 • • I 0 CURB PER ARCHITECTURAL, SEE 3/S3.202 FOR REINF Slab Step Scale: 3/4" = V-0" z • • • • g TOP REINF 1 Ls MIN W o_ __7-:�N ..:,.w �ia --�✓� �o�"' --. �q_ 'moo` i-w_ BOT REINF PER PLAN I NOTES: 1. REFER TO TYPICAL SLAB REINFORCEMENT DETAIL FOR ALLOWED REINFOCEMENT SPLICE LOCATIONS. Slab Step at Grid T8 J Scale: 3/4" = V-0" SLAB & REINF PER PLAN PO REINI #! FO TO CORE PILE CAI Section through Pool Scale: 3/4" = V-0" LEVEL 1 -H SIZE & REINF 0 T-0" MIN CURB PER ARCHITECTURAL, WHERE OCCURS. SEE 4 3/3,202 FOR REINF. TOP REINF PER PLAN zz • • • W Ls MIN W a • • • • • % rat x BOT REINF PER PLAN I NOTES: 1. REFER TO TYPICAL SLAB REINFORCEMENT DETAIL FOR ALLOWED REINFOCEMENT SPLICE LOCATIONS. Slab Step j Scale: 3/4" = 1'-0" Ls z dF PER PLAN w a POOL SLAB w S — � a I � t DOWELS TO MATCH SIZE AND SPACING OF HORIZ WALL REINF. WALL BARS MAY BE CONTINUOUS THRU COL AND DOWELS MAY BE OMITTED @ CONTRACTOR'S OPTION Ls WALLAND REINF PER PLAN PER PLAN COL REINF PER CONCRETE COLUMN SCHEDULE Typical Pilaster Scale: 3/4" = 1'-0" WW_1► NOTES: 1. REFER TO TYPICAL SLAB REINFORCEMENT DETAIL FOR ALLOWED REINFOCEMENT SPLICE LOCATIONS. � Step in Bottom of Slab j Scale: 3/4" = 1'-0" TOP REINF PER PLAN DOWELS TO MATCH BOT REINF PER PLAN BOT REINF PER PLAN Step in Bottom of Slab at Column Scale: 3/4" = 1'-0" L PER PLAN ES NOT SHOWN) kB PER PLAN 'P) LEVEL 1 E CAP PER PLAN :INF NOT SHOWN) 0 PILE CAP - �. KtVtJ=_VVED FOR CODE COMPLIANCE APPROVED OCT 2 2 2015 CHY of Tukwila BUILDING DIVISION ISSUE 0 Date Description 5.18.2015 2 08.19.2015 4 09.09.2015 PERMIT SET RFI40 RFI24 SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT w U Z 4J Uj W CU LU z O V V O �" L zCD > (� O (R �„J < p O a H ` co N W CO M l.�.a Qp CONSULTANT J r�' HL 1201. First Avenue South Suite.310 Sairttla-: Washiriuton 98134: 20"02-5156 www lundopsaW.com 1 O W Q W CZN Q � a Q 55 a � J W Jti� Z N 0 SOW W W �-z ti WU� O -� 0 tZ- = W ti N F— ca J C) f °° JW 0 �ULij O Q r J ¢�CL W O W CO � — LL LU Q 0 Co _j ❑ WWZZ V¢1=— �-F_ ?�U �Wof_j WOE m1--ZI_ ZU00 oZUU O Jci? WW �L'JIO- VOWW LL_j OQ J ptj00 ZO QQ� REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 8264446 SHEET TITLE AND NUMBER CONCRETE FOUNDATION DETAILS S3.202 PLOTTED:9/21/2015 4:40:24 PM TD.2 4 CURB PER ARCHITECTURAL, WHERE OCCURS. SEE 3/S3.202 FOR REINF. SLAB PER PLAN T13.1 DRAG STEEL PER PLAN SLAB PER PLAN DRAG STEEL PER PLAN SLAB PER PLAN z ---------- ---------- - - --7 ------ 0 a PER T-7- [AN f. #6 @ 12" OC VERT #6 @ 12" OC VERT EA FACE EA FACE #6 @ 4 3/4" OC HORIZ ------ ••RIZ #6 @ 4 3/4" OC HO #11 @ 4 3/4" OC HORIZ• 11 @ 4 3/4" OC HORIZ # Drag Section Scale: 3/4" = 1'-0" TD.2 DRAG STEEL PER PLAN SLAB PER PLAN Drag Section Scale: 3/4" = 1'-0" T13.1 DRAG STEEL PER PLAN SLAB PER PLAN Drag Section Scale: 3/4" = l'-O" SLAB PER PLAN DRAG REINF PER PLAN SLAB PER PLAN #6 @ 12" OC VERT EA FACE #6 @ 8" OC HORIZ CORE MAT 0 0 0) Ole 0 1 0 1 1 0 to =. 0 0 0 0 0 0 0 Drag Section ® 0 Ole 10 0 01 0 0 0 01 4 &S�r Scale: 3/4" 1'-011 2R- 1—_i F=! I I— 0 0 #6 @ 12" OC VERT EA FACE -------- ------ #6 @ 12" OC VERT #6 @ 12" OC VERT D1 EA FACE EA FACE I •0 ------- #6 @ 4 3/4" OC HORIZ 0 0 0 #6 @ 4 3/4" OC HORIZ #6 @ 4 3/4" OC HORIZ ------ ------- #11 @ 4 3/4" OC HORIZ #11 @ 4 3/4" OC HORIZ •'j Drag Section Scale: 3/4" = 1'-0" Drag Section Scale: 3/4" = V-131" Drag Section Scale: 3/4" = 1'-01" Ld -6" T6.1 T6 NOTES: 1. REINFORCING IN SHEAR WALL AND CORE FOUNDATION NOT SHOWN. REFER TO PLANS AND ELEVATIONS. Section at Elevator Scale: 3/4" = l'-O" 0 C #6 @ 4 3/4" OC HORIZ #11 @ 4 3/4" OC HORIZ 7 0 � 0 V REVItWED FOR CODE COMPLIANCE APPROVED OCT 2 2 2015 City of TukWila BUILDING DIVISION RECEIVED CITY OF TUKWILA I OCT 16 2015 PERMIT CENTER ISSUE A Date Description 5.18.2015 4 09.09.2015 PERMIT SET RFI 24 SCALE: 314" = 11-012 CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT w F— L) Z w F- a— 75 F. W U) ca w z 0 -�e < w CLL- CU Z ?= 0 � rn C) C 11-- < z ce) 04 C14 W QC ?� —r CONSULTANT ND 1201. First Avenue South. Suite. 310 Seattle. Washington 98134 20"02-5156 www.ttiridopsdW.com z LLJ Q W to 'T- w C) gs C\1 IL w w LL z C14 0 -1 () a cc >- L" LLJ > qzc C) w 0 0 Uj LU Or z L j F- I-z o 0 o n- CIJ 03 ~mom fn LU Lu Lij 9> Ill ZZO ¢ LU Z W -J o < p IZ CL Lp a- CO Ul W C'Q -;< LU U- W wZZWU) U) W ZZ CL W < 2 C/) wwn X af -i LU ZOOO ozoo oww U. w C) LU ZZ 0 >LLJ 0 0 Q JZO y y REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 826446 SHEET TITLE AND NUMBER CONCRETE FOUNDATION DETAILS S3.203,, PLOTTED: 9/21/2015 4:40:25 PM \\ ISSUE A Date Description 5.18.2015 2 08.19.2015 3 08.24.2015 4 09.09.2015 PERMIT SET RF140 RF140.1 RFI24 SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT w 1. First Avenue South Stufe.3I0 Seattle. Washinaton 98134 )"02-5156 www.lundopsahl.com ROUIP WEST RCHITECTS, INC., P.S. 01 FREMONT AVE. N. SUITE 314 TATTLE, WA 98103 TONE: (206) 826A447 ►X: (206) 826A446 SHEET TITLE AND NUMBER CONCRETE FOUNDATION DETAILS S3.204 3 #1 ME TD ELEV_CORE PER ARCH 1 i I #4@12"OC S3.315 1 I I I I I I I I I I I I I I I I I I I I I I I I I I S3.314 -- -- -- 1 I i B-2 I — — I I — — I I — — —I I I I — —— I I ---— I B-5 B-6 I B_4 I I —� I I r I I I I I I —4 I � I I I LOUNG LEVE — 177'-E 18THFL001 167'-( 17TH FLOG' — 156'-- 16TH FLOG 147' 15TH _FLOG 14TH _FLOG 13TH _FLOO I I I O C C C C S3.313 -- -- — 1 I I I I ---—I I —---I I — C I _12TH FLOG 110'-( 11 TH FLOO — 101'- I 10TH FLOO —-- 92'-: _ 9TH FLOC 83'-I I C — I C — C — S3.31 1 I — - - I I I I _ — - _ 8TH FLOC — 73'-11 7TH FLOC — 6TH FLOC 55'-1 © Cj I C A. S3.311 SEE NOTE 12 (LEVEL 3 & BELOW) 1 A-3 - --I I - 5TH FLOO ---46,_ 4TH FLOG 37' _3RD FLOO SEE 28'-1 NOTE 12 (LEVEL 3 & BELOW C - C S3.310 ROWS OF 1 @ 6" OC A-3 1 B-3 _ kd A-3 _ B-3 I I I O S3.309 1 I I 2ND FLOG 14'-( O O S3.308 I 1 ST FLOO S3.307 KA —_TO S z � EF M Nro 'E MIR 2 Wq Qw �z v I— d' N u w z U_ I — _I J RRI DOWELS TO MATCH VERTS SIZE AND SPACING TYP UNO WALL REINFORCING SCHEDULE MARK CONCRETE A-2 A-3 B-2 B-3 B-4 B-5 B-6 LEVEL fC (psi) VERTS HORIZ VERTS HORIZ VERTS TIES VERTS TIES VERTS TIES VERTS TIES VERTS TIES ELEV CORE ROOF [>< xxxxxxil><X1 #4 @ 12" #4 @ 12" #4 @ 12" #4 @ 12" OC EF OC EF OC EF OC EF LOUNGE [><xvxxxxxxx LEVEL #7 @ 10" #5 @ 8" #7 @ 12" #8 @ 8" (30) #7 #4 @ 8" xx (18) #7 #4 @ 8" (18) #7 #4 @ 8" (12) #7 #4 @ 8" OC EF OC EF EF OC EF OC OC OC OC LEVEL 18 I IOC LEVEL 17 xx #5 @ 8" #7 @ 12" #8 @ 8" (30) #7 #4 @ 8" #4 @ 8" #4 @ 8" (12) #7 #4 @ 8" OC EF OC EF OC EF OC EF OC OC OC OC LEVEL 16 LEVEL 15 #7 @ 10" #5 @ 8" #7 @ 12" #8 @ 8" (30) #7 #4 @ 8" (18) #7 #4 @ 8" (18) #7 #4 @ 8" (12) #7 #4 @ 8" OC EF OC EF OC EF OC EF OC OC OC OC LEVEL 14 LEVEL 13 #9 @ 10" #5 @ 8" #7 @ 12" #8 @ 8" (30) #11 #4 @ 8" (18) #9 #4 @ 8" (18) #7 #4 @ 8" (12) #11 #4 @ 8" OC EF OC EF OC EF OC EF OC OC OC OC LEVEL 12 LEVEL 11 #9 @ 5" #5 @ 8" #7 @ 6" OC #8 @ 8" (39) #11 #4 @ 8" (27) #9 #4 @ 8" (32) #9 #4 @ 8" (20) #11 #4 @ 8" OC EF OC EF EF OC EF OC OC OC OC LEVEL 10 LEVEL 9 #9 @ 5" OC #5 @ 8" #9 @ 6" #8 @ 8" (39) #11 #4 @ 8" (27) #9 #4 @ 8" (32) #9 #4 @ 8" (20) #11 #4 @ 8" EF OC EF OC EF OC EF OC OC OC OC LEVEL 8 LEVEL 7 #11 @ 5" #5 @ 8" #9 @ 6" #8 @ 8" (39) #11 #4 @ 8" (27) #11 #4 @ 8" (32) #9 #4 @ 8" (20) #11 #4 @ 8" OC EF OC EF OC EF OC EF OC OC OC OC LEVEL 6 LEVEL 5 #11 @ 5" #6 @ 4 #11 @ 6" #6 @ 4 (53) #11 #5 @ 4 (48) #11 #5 @ 4 (45) #11 #5 @ 5" (27) #11 #5 @ 4 OC EF 3/4" OC OC EF 3/4" OC 3/4" OC 3/4" OC OC 3/4" OC LEVEL 4 EF EF STAGGER STAGGER STAGGER STAGGER LEVEL 3 (3) ROWS #6 @ 4 (3) ROWS #6 @ 4 (53) #11 #5 @ 4 (15) #11 #5 @ 4 (48) #11 #5 @ 4 (45) #11 #5 @ 4 (27) #11 #5 @ 4 #11 @ 5" 3/4" OC #11 @ 6" 3/4" OC 3/4 3/4" 3/4" OC 3/4" OC 3/4" OC 3/4" OC OC EF EF OC EF EF OC LEVEL 2 STAGGER STAGGER STAGGER STAGGER STAGGER STAGGER STAGGER 8000 @ 56 (3) ROWS #6 @ 4 (3) ROWS #6 @ 4 (53) #11 #5 @ 4 (15) #11 #5 @ 4 (48) #11 #5 @ 4 (45) #11 #5 @ 4 (27) #11 #5 @ 4 DAYS, TYP #11 @ 5" 3/4" OC #11 @ 6" 3/4" OC 3/4" OC 3/4" OC 3/4" OC 3/4" OC 3/4" OC ENTIRE OC EF EF OC EF EF WALL LEVEL 1 STAGGER STAGGER STAGGER STAGGER STAGGER STAGGER STAGGER PILE CAP SPLICE SCHEDULE NOTES: 1. SEE SECTION CUTS FOR REINFORCING LAYOUT. NOTES: 1. SPLICES ARE OPTIONAL. CONTRACTOR COORDINATE. 2. DOWELS TO MATCH VERT SIZE AND SPACING-TYP. 3. USE STANDARD HOOKS WHERE SHOWN IN ELEVATION OR PLAN 4. CONCRETE WALL VERTICAL AND HORIZONTAL ALIGNMENT TOLERANCE SHALL BE +/- 1/4 INCH FROM THEORETICAL. 5. SEE S5.01 FOR TYPICAL EMBED PLATE DETAILS. 6. SEE S3.501 FOR TYPICAL WALL TO SLAB CONNETION DETAILS. 7. WHEN REINFORCEMENT IS NOT CALLED OUT USE REINFORCEMENT FROM LEVEL BELOW. 8. VERTICAL BAR SPLICES ARE OPTIONAL, CONTRACTORS COORDINATE. 9. "B-X" SHADING INDICATES AREA OF CORE WALL [771BOUNDARY ZONE REINFORCEMENT SEE SCHEDULE. 10. "A-X" INDICATES AREA OF CORE WALL VERTICAL AND HORIZONTAL REINFORCEMENT SEE SCHEDULE. 1 11. (:E) INDICATES COUPLING BEAM DESIGNATION. SEE S3.305 & S3.306 FOR DETAILS. 12. WHERE NOTED ON SCHEDULE, STAGGER SPLICES SO THAT NOT MORE THAN 50% OF REINF IS SPLICED AT ANY LOCATION SHEAR WALL SPLICE SCHEDULE BAR SIZE TIED ZONE VERT REINF NON -TIED VERT REINF HORIZ REINF #4 2'-0" 2'-0" 2'-0" 45 2'-0" 2'-0" 2'-4" #7 2'-0" 3'-2" 4'-2" #8 2'-2" 3'-8" 4'-9" #9 2'-6" 4'-1 " 51-4" #10 2'-9" 4-7" 6'-0" #11 3'-1 " 5-111 6'-8" REVIEWED FOR CODE COMPLIANCE APPROVE OCT 2 2 2015 Ciiy Of TUkWila BUILDING DIVISION ISSUE A Date Description 5.18.2015 1 07.31.2015 PERMIT SET PERMIT SET REV 1 SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT w �- UZ w U) YQ O Q Of L z a) �r1 V Q Q c _ Z_ \` co =W� N Q Q CONSULTANT .5AHL 1201.First Avenue South, Suite .310 5eait1e, W(zshinAtori gal14L 20"02-5156 wwv.lundopsahl.com ¢o W WN C)a 20 J a Q �' Q. Z N SOW W 'U 0 O wQ� ti H IW— LU 0 � ~ ~ m J N w JW 0 WWW UU> o Q> ¢ r LY J W° z l). Ewa OWQ �J�= WW Z�W W�-t—� ? ' �wOf_j WOE m►=l-. ZU00 OZUU 0 Jtq a Oww W W J O OQW U u.-JU W oWoo Jzo REGISTRATION tIE > O f WAA�grt,' •C ��O URAL E� ti� �FSS�0NAL B�G� GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 8264446 SHEET TITLE AND NUMBER WALL ELEVATION CENTER CORE CENTER CORE NORTH WALL ELEVATION Scale: 1/8" = 1'-0" #11 @6"OCEF PERMIT CENTER S3.301 PLOTTED: 8/17/2015 9:48:54 AM 1 .31 1 SEE NOTE 12 (LEVEL 3 & BELOW) - 1 H z TD TC I I I I I I i I I I ' I I I I � I I #4 @ 12" OC EF I � I I I B-4 I I I I I I I I I I I I B-6 B-5 I I I I I I I — I I I I I O I I Op I CCD C I I I I I I L — — — i I I I I — C TB ELEV CORE SEE ARCH I I I I I I I I I I I I I I LOUNGE B-2 I LEVEL 177'-8" I I L L I 00 CENTER CORE SOUTH WALL ELEVATIO OC EF Scale: 1/8" = 1'-0" m is 09 1 17TH FLOOR 156, 4" 16TH FLOOR 147'-2" 15TH FLOOR 138'-0" 14TH FLOOR 128'-10" 13TH FLOOR 119'-8" 12TH FLOOR 110'-6" 11 TH FLOOR 101'-4" 10TH FLOOR —9211 — '.' 9TH FLOOR 83'-0" 8TH FLOOR 73'-10" — A-4 7TH FLOOR 64'-8" 6TH FLOOR 55'-6" 5TH FLOOR -70 46'-4" 4TH FLOOR 37'-2" 7 • 11 FLOOR 28'-01 2- U) <w �z Y U_ I-- d' N 11 U) w z U J J i i SEE SECTION FOR LOCATION OF (20) #18 REINF BARS, MECHANICAL COUPLE WITH #11 ABOVE 2ND FLUOR 14'-0" - SEE NOTE 12 (LEVEL 5 & BELOM _' 1 ST FLOOR -Q�� S3.307 SEE PLANS WALL REINFORCING SCHEDULE MARK CONCRETE A-2 A-3 B-2 B-3 B-4 B-5 B-6 VVERTS LEVEL fC (psi) VERTS HORIZ VERTS HORIZ VERTS TIES VERTS TIES VERTS TIES VERTS TIES TIES ELEV CORE ><>< ><>< >< >< >< >< r><>< ROOF xxxxxxxxxx #4 @ 12" #4 @ 12" #4 @ 12" #4 @ 12" OC EF OC EF OC EF OC EF LOUNGE [><X x x [><X x x LEVEL #7 @ 10" #5 @ 8" #7 @ 12" #8 @ 8" (30) #7 #4 @ 8" x x (18) #7 #4 @ 8" (18) #7 #4 @ 8" (12) #7 #4 @ 8" OC EF OC EF OC EF OC EF OC OC OC OC LEVEL 18 LEVEL 17 ivx 11 #7 @ 10" #5 @ 8" #7 @ 12" #8 @ 8" (30) #7 #4 @ 8" (18) #7 #4 @ 8" (18) #7 #4 @ 8" (12) #7 #4 @ 8" OC EF OC EF OC EF OC EF OC [><X OC OC OC LEVEL 16 LEVEL 15 [><X #7 @ 10" #5 @ 8" #7 @ 12" #8 @ 8" (30) #7 #4 @ 8" \></ (18) #7 #4 @ 8" (18) #7 #4 @ 8" (12) #7 #4 @ 8" OC EF OC EF OC EF OC EF OC OC OC OC LEVEL 14 LEVEL 13 #9 @ 10" #5 @ 8" #7 @ 12" #8 @ 8" (30) #11 #4 @ 8" (18) #9 #4 @ 8" (18) #7 #4 @ 8" (12) #11 #4 @ 8" OC EF OC EF OC EF OC EF OC OC OC OC LEVEL 12 LEVEL 11 #9 @ 5" #5 @ 8" #7 @ 6" OC #8 @ 8" (39) #11 #4 @ 8" (27) #9 #4 @ 8" (32) #9 #4 @ 8" (20) #11 #4 @ 8" OC EF OC EF EF OC EF OC OC OC OC LEVEL 10 LEVEL 9 #9 @ 5" OC #5 @ 8" #9 @ 6" #8 @ 8" (39) #11 #4 @ 8" (27) #9 #4 @ 8" (32) #9 #4 @ 8" (20) #11 #4 @ 8" EF OC EF OC EF OC EF OC OC OC OC LEVEL 8 LEVEL 7 #11 @ 5" #5 @ 8" #9 @ 6" #8 @ 8" (39) #11 #4 @ 8" (27) #11 #4 @ 8" (32) #9 #4 @ 8" (27) #11 #4 @ 8" OC EF OC EF OC EF OC EF OC OC OC OC LEVEL 6 LEVEL 5 #11 @ 5" #6 @ 4 3/4" #11 @ 6" #6 @ 4 3/4" (53) #11 #5 @ 4 (48) #11 #5 @ 4 (45) #11 #5 @ 4 (27) #11 #5 @ 4 OC EF OC EF OC EF OC EF 3/4" OC 3/4" OC 3/4" OC 3/4" OC LEVEL 4 STAGGER STAGGER STAGGER STAGGER LEVEL 3 (3) ROWS #6 @ 4 (3) ROWS #6 @ 4 (53) #11 #5 @ 4 (48) #11 #5 @ 4 (45) #11 #5 @ 4 (27) #11 #5 @ 4 #11 @ 5" 3/4" OC #11 @ 6" 3/4" OC EF 3/4" OC 3/4" OC 3/4" OC 3/4" OC OC EF EF OC EF LEVEL 2 STAGGER STAGGER STAGGER STAGGER STAGGER STAGGER 8000 @ 56 (3) ROWS #6 @ 4 (3) ROWS #6 @ 4 (53) #11 #5 @ 4 (15) #11 #5 @ 4 (48) #11 #5 @ 4 (45) #11 #5 @ 4 (27) #11 #5 @ 4 DAYS, TYP #11 @ 5" 3/4" OC #11 @ 6" 3/4" OC 3/4" OC 3/4" OC 3/4" OC 3/4" OC 3/4" OC ENTIRE OC EF EF OC EF EF WALL LEVEL 1 STAGGER STAGGER STAGGER STAGGER STAGGER STAGGER STAGGER PILE CAP - DOWELS TO MATCH VERTS SIZE AND SPACING TYP UNO SPLICE SCHEDULE NOTES: 1. SEE SECTION CUTS FOR REINFORCING LAYOUT. NOTES: 1. SPLICES ARE OPTIONAL. CONTRACTOR COORDINATE. 2. DOWELS TO MATCH VERT SIZE AND SPACING-TYP. 3. USE STANDARD HOOKS WHERE SHOWN IN ELEVATION OR PLAN 4. CONCRETE WALL VERTICAL AND HORIZONTAL ALIGNMENT TOLERANCE SHALL BE +/-1/4 INCH FROM THEORETICAL. 5. SEE S5.02 FOR TYPICAL EMBED PLATE DETAILS. 6. SEE S3.501 FOR TYPICAL WALL TO SLAB CONNETION DETAILS. 7. WHEN REINFORCEMENT IS NOT CALLED OUT USE REINFORCEMENT FROM LEVEL BELOW. 8. VERTICAL BAR SPLICES ARE OPTIONAL, CONTRACTORS COORDINATE. 9. "B-X" SHADING INDICATES AREA OF CORE WALL BOUNDARY ZONE REINFORCEMENT SEE SCHEDULE. 10. "A-X" INDICATES AREA OF CORE WALL VERTICAL AND HORIZONTAL REINFORCEMENT SEE SCHEDULE. 11. INDICATES COUPLING BEAM DESIGNATION. SEE S3.305 & S3.306 FOR DETAILS. 12. WHERE NOTED ON SCHEDULE, STAGGER SPLICES SO THAT NOT MORE THAN 50% OF REINF IS SPLICED AT ANY LOCATION F SHEAR WALL SPLICE SCHEDULE BAR SIZE TIED ZONE VERT REINF NON -TIED VERT REINF HORIZ REINF #4 2'-0" 2'-0" 2'-0" #5 2'-0" 2'-0" 21-4" #6 2'-0" 2'-2" 2'-10" #8 2'-2" 3'-8" 4'-9" #9 2'-6" 4'-1 " 51-4" #10 2'-9" 4-7" 6'-0" #11 3'-1 " 5-11' 6'-8" REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 2 2015 Cify of l UkWila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 16 2015 PERMIT CENTER ISSUE A Date Description 5.18.2015 1 07.31.2015 PERMIT SET PERMIT SET REV 1 SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W UZ w ��W U) YQ z O Q cU (L L ^^ 1..1. Z ; 0 Q Q~ Z J M N = W C/) CO < p ?� Vr CONSULTANT f gi �7*UND paHL 1201. First Avenue South, Suite 3I0 Seaftle. Washington 98134 206 402-5156 www.tundopsaW.com ¢o z w WW porgy w C N a a � LU Uj Z N C) W w w � WU� O O Z) ~ N ap J 0 U) 00 JLU (WjU� 4 Q> ZOO ¢ r of _j o w � H Q. CL C) w U Qg 0¢� a. F- �LUOf LU ?zU W0� Z V 00 OZUU coiz ti 0 Jc/) aOww ww Ir- 0. U°tW w UU pW00 JZO m-�UU QQ� REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 8264446 SHEET TITLE AND NUMBER WALL ELEVATION CENTER CORE S3.302 PLOTTED:8117/2015 9:48:56 AM Al I_ T6 ELEV CORE PER ARCH 1 I �� 1 #7@12 I� OC EF I I II I I I 1 i I I I I I T 1 I S3.315 1 II B-7 B-7 II I I I I S3.314 I II B-2 I I I I - - B-21 I I LOU LE\j 177 18TH FLO, 167 17TH FLO 156 16TH FLO 147 15T_H FLO 138 14TH FLO 128'- 13TH FLO CS I I © A A /x A "1111 S3.313 1 I - - - I I 12T_H FLO 11C 11 T_H FLO 101 1OTH FLO 9TH FLC 8� A A A S3.31 - - 1 I I - - - - I I —8TH FLC 73'- 7TH FLC —6TH FLC 5: A A S3.311 A-5 - 1 I 5TH FLC 4E A-6 4TH FLC 3i A I A S3.310 _ 1 I - 3RD FLC 2E S3.309 1 2ND FLC 14 S3.308 I 1 ST FLC mu , 0 0 #11 @ 6" OC EF DOWELS TO MATCH VERTS SIZE AND SPACING TYP UNO WALL REINFORCING SCHEDULE MARK CONCRETE A-5 A-6 B-2 B-7 LEVEL fC (psi) VERTS HORIZ VERTS TIES VERTS HORIZ VERTS TIES ELEV CORE [>< :>< ROOF I I x #7 @ 12" #7 @ 12" #7 @ 12" #7 @ 12" (16) #7 #4 @ 8" LOUNGE OC EF OC EF OC EF OC EF OC LEVEL 11 /1xx #11 @ 6" #6 @ 8" #11 @ 6" #6 @ 8" (30) #7 #4 @ 8" (16) #7 #4 @ 8" OC EF OC EF OC EF OC EF OC OC LEVEL 18 LEVEL 17 #11 @6" #6@8" #11 @6" #6@8" (30) #7 #4@8" (16) #7 #4@8" OC EF OC EF OC EF OC EF OC OC LEVEL 16 LEVEL 15 #11 @ 6" #6 @ 8" #11 @ 6" #6 @ 8" (30) #7 #4 @ 8" (16) #7 #4 @ 8" OC EF OC EF OC EF OC EF OC OC LEVEL 14 LEVEL 13 #11 @6" #6@8" #11 @6" #6@8" (30) #11 #4@8" (16) #11 #4@8" OC EF OC EF OC EF OC EF OC OC LEVEL 12 LEVEL 11 #11 @ 6" #6 @ 8" #11 @ 6" #6 @ 8" (39) #11 #4 @ 8" (16) #11 #4 @ 8" OC EF OC EF OC EF OC EF OC OC LEVEL 10 LEVEL 9 #11 @6" #6@8" #11 @6" #6@8" (39)#11 #4@8" (16)#11 #4@8" OC EF OC EF OC EF OC EF OC OC LEVEL 8 LEVEL 7 #11 @6" #6@8" #11 @6" #6@8" (39)#11 #4@8" (16)#11 #4@8" OC EF OC EF OC EF OC EF OC OC LEVEL 6 LEVEL 5 #11 @ 6" #6 @ 4 (4) ROWS #6 @ 4 (53) #11 #5 @ 4 (22) #11 #5 @ 4 OC EF 3/4" OC #11 @ 6" 3/4" OC 3/4" OC -- 3/4" OC LEVEL 4 EF OC EF STAGGER STAGGER LEVEL 3 (4) ROWS #6 @ 4 (4) ROWS #6 @ 4 (53) #11 #5 @ 4 (22) #11 #5 @ 4 #11 @ 6" 3/4" OC #11 @ 6" 3/4" OC 3/4" OC 3/4" OC OC EF OC EF LEVEL 2 STAGGER STAGGER 8000 @ 56 (4) ROWS #6 @ 4 (4) ROWS #6 @ 4 (53) #11 #5 @ 4 (22) #11 #5 @ 4 DAYS, TYP #11 @ 6" 3/4" OC #11 @ 6" 3/4" OC 3/4" OC 3/4" OC ENTIRE OC EF OC EF WALL LEVEL 1 STAGGER STAGGER PILE CAP SPLICE SCHEDULE NOTES: 1. SEE SECTION CUTS FOR REINFORCING LAYOUT. NOTES: 1. SPLICES ARE OPTIONAL. CONTRACTOR COORDINATE. 2. DOWELS TO MATCH VERT SIZE AND SPACING-TYP. 3. USE STANDARD HOOKS WHERE SHOWN IN ELEVATION OR PLAN 4. CONCRETE WALL VERTICAL AND HORIZONTAL ALIGNMENT TOLERANCE SHALL BE +/- 1/4 INCH FROM THEORETICAL. 5. SEE S5.02 FOR TYPICAL EMBED PLATE DETAILS. 6. SEE S3.501 FOR TYPICAL WALL TO SLAB CONNETION DETAILS. 7. WHEN REINFORCEMENT IS NOT CALLED OUT USE REINFORCEMENT FROWLEVEL BELOW. 8. VERTICAL BAR SPLICES ARE OPTIONAL, CONTRACTORS COORDINATE. 9. "B-X" SHADING INDICATES AREA OF CORE WALL BOUNDARY ZONE REINFORCEMENT SEE SCHEDULE. 10. "A-X" INDICATES AREA OF CORE WALL VERTICAL AND HORIZONTAL REINFORCEMENT SEE SCHEDULE. z1 11. 0 INDICATES COUPLING BEAM DESIGNATION. SEE S3.305 & S3.306 FOR DETAILS. 12. WHERE NOTED ON SCHEDULE, STAGGER SPLICES SO THAT NOT MORE THAN 50% OF REINF IS SPLICED AT ANY LOCATION SHEAR WALL SPLICE SCHEDULE BAR SIZE TIED ZONE VERT REINF NON -TIED VERT REINF HORIZ REINF #4 2'-0" 2'-0" 2'-0" #5 2'-0" 2'-0" 2'-4" #6 2'-0" 2'-2" 2'-10" #8 2'-2" 3'-8" 4'-9" #9 2'-6" 4'-1 " 5'-4" #10 2'-9" 4-7" 6'-0" #11 3'-1 " 5-111 6'-8" N 3 4 � KtVftVVED FOR CODE COMPLIANCE APPROVED OCT 2 2 2015 MY of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 16 2015 ISSUE A Date Description 5.18.2015 1 07.31.2015 PERMIT SET PERMIT SET REV 1 SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W UZ Q W �5W CU z w YQ a O Q Z L ; 49 0 (D a � Z M N = W C) E_ M �C p CONSULTANT -ND SAHL 1201. Srst Avenue South, Suite 310 Seattle, Washington 98134 206402-5156 ww .lxi dops6W.com vi Qo w p�`t WCdZ(2:1 J J aLLI a Uj Z N O jp0 � W O _j o W W (� 11-:X,L�U_ F- o °- H N '- m 0 C) U) 0o JW WWW 4 Q> zzo ¢zQ r cc_j w � g C)oW z a.W< ?ZU �WW OO U, mti OZ OJT aoww �Z UU BUJ pwoo z4 ��UU QQ� REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 826-W6 SHEET TITLE AND NUMBER WALL ELEVATION CENTER CORE CENTER CORE EAST WALL ELEVATION Scale: 1/8" = 1'-0" PERMFT CENTER S3.303 PLOTTED:8/17/2015 9:48:57 AM 1 .31 1 .31 1 ,31 1 .31 1 1 .31 1 U) N z T6 T7 T8 I I I I I I I II 1 I I I j I jl I I I I I I I I I 1 I II I I I I B-4 1 B-4 ii. I I I I I I 1 I - - - - - - - I I I I I 1 I I � SEE NOTE 12 (LEVEL 5 & BELLO" I I I i I I I I 1 I I 1 I I A-7 1 I I I I I I I I � I / 1 I'14�1 1 CENTER CORE WEST. WAtt' ELEVATION Scale: 1/8" = 1'-0" ELEV CORE SEE ARCH 0 u J (13 Q w �z U I-- LOU GE LEVEL 177'-8" 18TH FLOOR 167'-0" 17TH FLOOR 156'-4" 16TH FLOOR -717 147'-2" 15TH FLOOR 138'-0" 14TH FLOOR 128'-10" 13TH FLOOR 119'-8" 12TH FLOOR 110'-6" 11 TH FLOOR 101'-4" 10TH FLOOR 92'-2" 41TH FLOOR 831011 8TH FLOOR 73'-10" —7TH FLOOR 64'-8" 6TH FLOOR 55'-6" —5TH FLOOR 46'-4" 4TH FLOOR 37'-2" 3RD FLOOR 28'-0" 2ND FLOOR 14'-0" 1 ST FLOOR _ T_OF SEE PLANS DOWELS TO MATCH VERTS SIZE AND SPACING 0 N II w z Y J _I i J 0 co 07 w z U_ F- J J WALL REINFORCING SCHEDULE MARK CONCRETE A-7 B-4 LEVEL fC (psi) VERTS HORIZ VERTS TIES ELEV CORE ROOF #4 @ 12" #4 @ 12" LOUNGE OC EF OC EF 15<x LEVEL #7 @ 11" #8 @ 8" (18) #7 #4 @ 8" OC EF OC EF OC LEVEL 18 LEVEL 17 #7@11" #8@8" (18)#7 #4@8" OC EF OC EF OC LEVEL 16 LEVEL 15 #7 @ 11" #8 @ 8" (18) #7 #4 @ 8" OC EF OC EF OC LEVEL 14 LEVEL 13 #7 @ 11" #8 @ 8" (18) #9 #4 @ 8" OC EF OC EF OC LEVEL 12 LEVEL 11 #7 @ 5 #8 @ 5" (27) #9 #4 @ 8" 1/2" OC EF OC EF OC LEVEL 10 LEVEL 9 #9 @ 5 #8 @ 5" (27) #9 #4 @ 8" 1/2" OC EF OC EF OC LEVEL 8 LEVEL 7 #11 @ 5 #8 @ 5" (27) #11 #4 @ 8" 1/2" OC EF OC EF OC LEVEL 6 LEVEL 5 #11 @ 5 #8 @ 4 (48) #11 #5 @ 4 1/2" OC EF 3/4" OC 3/4" OC LEVEL 4 EF STAGGER LEVEL 3 (4) ROWS #8 @ 4 (48) #11 #5 @ 4 #11 @ 5 3/4" OC 3/4" OC 1/2" OC EF EF LEVEL 2 STAGGER STAGGER 8000 @ 56 (4) ROWS #8 @ 4 (48) #11 #5 @ 4 DAYS, TYP #11 @ 5 3/4" OC 3/4" OC ENTIRE 1/2" OC EF EF WALL LEVEL 1 STAGGER STAGGER .PILE CAP SPLICE SCHEDULE NOTES: 1. SEE SECTION CUTS FOR REINFORCING LAYOUT. NOTES: 1. SPLICES ARE OPTIONAL. CONTRACTOR COORDINATE. 2. DOWELS TO MATCH VERT SIZE AND SPACING-TYP. 3. USE STANDARD HOOKS WHERE SHOWN IN ELEVATION OR PLAN 4. CONCRETE WALL VERTICAL AND HORIZONTAL ALIGNMENT TOLERANCE SHALL BE +/- 1/4 INCH FROM THEORETICAL. 5. SEE S5.02 FOR TYPICAL EMBED PLATE DETAILS. 6. SEE S3.501 FOR TYPICAL WALL TO SLAB CONNETION DETAILS. 7. WHEN REINFORCEMENT IS NOT CALLED OUT USE REINFORCEMENT FROM LEVEL BELOW. 8. VERTICAL BAR SPLICES ARE OPTIONAL, CONTRACTORS COORDINATE. 9. "B-X" SHADING INDICATES AREA OF CORE WALL BOUNDARY ZONE REINFORCEMENT SEE SCHEDULE. 10. "A-X" INDICATES AREA OF CORE WALL VERTICAL AND HORIZONTAL REINFORCEMENT SEE SCHEDULE. Al 11. (a) INDICATES COUPLING BEAM DESIGNATION. SEE S3.305 & S3.306 FOR DETAILS. 12. WHERE NOTED ON SCHEDULE, STAGGER SPLICES SO THAT NOT MORE THAN 50% OF REINF IS SPLICED AT ANY LOCATION th SHEAR WALL SPLICE SCHEDULE BAR SIZE TIED ZONE VERT REINF NON -TIED VERT REINF HORIZ REINF 'I'I'4 2'-0" 2'-0" 2'-0" #5 2'-0" 2'-0" 2'-4" #6 2'-0" 2'-2" 2'-10" #7 2'-0" 3'-2" 4'-2" #8 2'-2" 3'-8" 4'-9" #9 2'-6" 4'-1 " 5'-4" #10 2'-9" 4-7" 6'-0" #11 31-111 5-111 6'-8" REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 2 2015 City of TukWiia BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 16 2015 PERMIT CENTER ISSUE A Date Description 5.18.2015 1 07.31.2015 PERMIT SET PERMIT SET REV 1 SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO N0. 14-050-01 PROJECT w I- UZ Q w W m Lij z w w a O Q L V Q ® Q~ \ M v = W � Qp j� 3: CONSULTANT 1201 first Avenue South, Suite 310 Seattle. Washington 98134 2M402-5156 www.ttiri.dogsdhl.com. �i 1 Q w p�`r w Z N _I a a� LU LU �� :-'3LL Z N SOW W Co U� O _j O W LLl 0; �titi I— D N N ~ m J Q U) O J J J w O W W 11.1 UU > o Q> �J ¢tea w0 ��nK oW¢ J ZCO 0: O¢� w(nZZ z Ow�_j ~VOO WpCr Cr oZUU O%0 a O w w O J OQW ti�UU w �VJ OWzz OO UU QQ� REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 8264446 SHEET TITLE AND NUMBER WALL ELEVATION CENTER CORE S3.304 PLOTTED:a/17/2015 9:48:58 AM #5 TIES @ 4" OC COUPLING BEAM A DETAIL Scale: 1" = 1'-0" #5 TIES @ 4 3/4" OC COUPLING BEAM C DETAIL Scale: 1" = 1'-0" TYPICAL COUPLING BEAM CONFINEMENT DETAIL Scale: 1" = 1'-0" A N LO CROSS SECTION NOTES: 1. SEE 5/S3.305 FOR CONFINEMENT TIES AND LONGITUDINAL REINF 2. ® 0 INDICATES DIAGONAL REINF N 2'-011 CROSS SECTION NOTES: 1. SEE 5/S3.305 FOR CONFINEMENT TIES AND LONGITUDINAL REINF 2. ®® INDICATES DIAGONAL REINF - 2" TYP ES 0'-3"CLR TYP ES LL _1 Um Ma o� "TYP AROUND RIMETER i' COUPLING BEAM B DETAIL Scale: 1" = 1'-0" COUPLING BEAM D DETAIL Scale: 1" = 1'-0" #5 TIES @ 5" OC N O F 3'-0" CROSS SECTION NOTES: 1. SEE 5/S3.305 FOR CONFINEMENT TIES AND LONGITUDINAL REINF 2. ® 0 INDICATES DIAGONAL REINF rA N M 2'-0" CROSS SECTION #5 TIES @ 5 1/2" OC NOTES: 6' - 4" 1. SEE 5/S3.305 FOR CONFINEMENT TIES AND LONGITUDINAL REINF 2. ®0 INDICATES DIAGONAL REINF g REVIEWED FOR BODE COMPLIANCE APPROVED OCT 2 2 2015 Oily of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 16 2015 PERMIT CENTER TABLE 1 BAR SIZE DEVELOPMENT LENGTH #9 3'-2" #10 3'-6" #11 3'-11" #14 5'-6" ISSUE A Date Description 5.18.2015 1 07.31.2015 PERMIT SET PERMIT SET REV 1 SCALE: 1" = 1'-0" CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- UZ Q W W CU z (n w Q ca 0 Q 0 VI Q Q -ate cF- z ` -j N N v, Q0T Z CONSULTANT r N D 1201. First Avenue South, Suite 31t# Seattia,. Washington 99134 206-+102-5156 www.lundops6W.com C �O w Q Q: '- W � z' N Q Q Q C J T a a�co J Q Z N JOW. UW O J WUa Q 0 =�W O ~ N w ; LU o QW UU9 �J ¢ZCL Hm=O- pWQ �QZWR W—jow 0 z a�W2i zz� �Wof� w0� ZU00 OzUU a0WW �z _ Q�_o ii'JUU OQW W 0woo ZQ UU Q ¢� REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 8264446 SHEET TITLE AND NUMBER COUPLING BEAM DETAILS S3.305 PLOTTED:8/17/2015 9:49:00 AM #6x 12'-0" ADD REINF CENTERED AT MIDSPAN, TYP T&B CONTINUE EVERY OTHER #6 HORIZ BAR #5 TIES @ 4" OC PER PLAN COUPLING BEAM E DETAIL Scale: 1" = 1'-0" (3) #7x 15'-0" ADD REINF CENTERED AT MIDSPAN, TYP T&B CONTINUE EVERY OTHER #6 HORIZ BAR #5 TIES @ 4" OC COUPLING BEAM G DETAIL 0'-3"CLRM TYP EA SIDI C i r �o O e • e N e • • e • 9 e e e • O e O e • • e CROSS SECTION NOTES: 1. SEE 5/S3.305 FOR CONFINEMENT TIES AND LONGITUDINAL REINF 0'-3"CLRM TYP EA SIDI z M_ co U H (M o v -n„ O N • • • e • o e • • o • e e • CROSS SECTION CROSS SECTION NOTES: 1. SEE 5/S3.305 FOR CONFINEMENT TIES AND LONGITUDINAL REINF V15r�n1 ��::� REVftWED FOR I CODE COMPLIANCE APPROVED OCT 2 2 2015 City ofTukWila BUILDING DIVISION ISSUE 0 I Date Description 5.18.2015 PERMIT SET SCALE: 1" = 1'-0" CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- UZ Q w ��W CU z O c� O Q Z �C_ o ( Q c � Z N =WD N (f) �—m QO 3� —r CONSULTANT ND ._ '.SARI I 1201. First Avenue South, Suite 310 Sea#tle. Washington 68134 2M402-5156 www.turidopsciA.com Ui Qo w p�`r C co J a J h J j w v jZ)j ~LQ Z N U SOW Lu > �tiQ cry O J 0 WWO; t- O ~ ~mJ �00 CnN °° JW VUj o QW ZWO w Ca O W U- OQ� w ZZ a'wLLJZ) ?ZU �W-i LU mti 0Zoo C/) V O w w pjZZ CVO aw00 izo S-�UU QQ� REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 826-4446 SHEET TITLE AND NUMBER COUPLING BEAM DETAILS Scale: 1" = 1'-0" PERMIT CENTER S3.306 PLOTTED:8/17/2015 9:49:00 AM DO CEI ml CENTER CORE PLAN SECTION Scale: 1/2" = V-0" TD TC (:TB NOTES: 1. REINF SHALL BE 3/4" CLR FROM EDGE OF WALLS 2. HORIZ REINF SHALL END 3" FROM END OF WALLS 3. SPLICE AS READ, CONTRACTOR COORDINATE WALLS, LANS TYP IRNER R REVIEWED FOR BODE COMPLIANCE APPROVED OCT 2 2 2015 City of TuWj a BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 162015 ISSUE Date Description 5.18.2015 PERMIT SET SCALE: 112" =1'-0" CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT w �— Uz W � WSW ( f) ca Y z OQ CU_ Z �, o V c I— z J m N =W� 00 QO 3�_ CONSULTANT :ND SAIM 1201.F`irst Avenue South, Suite 33ti Seattle.. Washington 98I34 206-402-5156 www.lundopsaW.com `t O w p�`r W Co Z N Q rn Q Q r J IL a J l- J W j U- Q z N 0W 0 W � �'- Q) Q O J O wwQ� �titi O C- N ~mom 00 -jw VULu � ° W° oLLQ LL w �Cn z�-g °QZ z aWWD CO �ww—j wQ.Z UOO QZUU MtiE- 0':t U O w www J tiWUU 3V� p > Z Z 0 JOO Q QQ� RFrISTRAMN GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 8264447 FAX: (206) 8264446 SHEET TITLE AND NUMBER WALL SECTION CENTER CORE PERMIT CENTER S3.307 PLOTTED: 8/17/2015 9:49:09 AM TD TC TB I I I I 51' - 4" I I I I I I I I I 4'-9" 8'-3" 6'-4" 8'-5" 6'-61/2" 4'-4" 12'-81/2" I DO NOT ALTERNATE 2' - 6„ 1 (3) ROWS OF VERTS @ CENTER CROSSTIE TYP 2' - 4 1/2" (3) ROWS OF VERTS @ I (3) ROWS OF VERTS @ DO NOT ALTERNATE 6" OC BTWN TIES DO NOT ALTERNATE 1 5" OC BTWN TIES 6"OC BTWN TIES TYP TER CROSSTIE 4' - 2" CENTER CROSSTIE TYP — — — — — — — — — — — — — — — — — — —-------------- — — — — T6 0 0 0 0 0 0 .1 / O• • • • o I • • • • o a 0 a • • O • • •Too • • • • I . . . . . . . . . . . . . e . e le • e o • • • e o . • . • • . . . . . . • . . . . . . . . . . • O . • B-2 N 0091 3' - 8" ---DO NOT ALTERNATE 7' - 2" 2' - 2 1/2" 2' - 2 1/2" M 11 �I • I CENTER CROSSTIE TYP B-2 • • • • B-4 ALTERNATE • • ® CROSSTIES B-6 HORIZ PER B-3 B-3 TYP UNO I B-5 I SCHEDULE TYP UNO • 1 I (4) ROWS OF VERTS @ 6" 1 - OC BTWN TIES • N • I I • o • o , PLACE TERMINATORS I I • AT BOTH ENDS e ® 1 I I e . o e — — — — — — — — — — — — — — — — �— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — • I I I • • o o • • • • • c c� B-7 (4) ROWS OF VERTS @ 5.5" OC BTWN TIES N • I DO NOT ALTERNATE • I CENTER CROSSTIE TYP I I ® I I I I I I I 1 I I I I I I cM • I I I 1 I I I I � I I I I I I I I • DO NOT ALTERNATE CENTER CROSSTIE TYP I ® I B-7 I I o I I I • o • • o I I 1 • • • • • • • • (4) ROWS OF VERTS @ 6" OC BTWN TIES I I N I • . o . O • (3) ROWS OF • (3) ROWS OF 1 2'- 2 1/2" B-3 DO NOT VERTS @ 6"OC eSIM• B-4 VERTS @ 5"OC B-6 I B-5 3 ROWS OF VERTS ALTERNATE B-3 2'- 2 1/2" BTWN TIES o BTWN TIES 3' - 8" 7' - 2" I @ 6"OC BTWN TIES CROSSTIE TYP CENTER B-2 • TYP UNOIlk — __�--—_—_—_— �' -— — — — — —— T8 M • • • • o 0 o • o o o o o • e o o . o • • • • • • • I . . . e . . e e . . . . . . . . . . • o . e . e . . e I 110 • • I 1 CV • • o e o 0 0 • • • o • o o • o • • • • • •pe -----------------�--- e o • o o • o o • • • • o 0 0 • • o • o • o 0 0 0 • o 0 0 0 • o • o • • • • o • • • • • • • o • o DO NOT ALTERNATE 1 DO NOT ALTERNATE (10) # 18 BARS (10) # 18 BARS 4' - 2" CENTER CROSSTIE TYP 1' - 6" CENTER CROSSTIE TYP 8' - 5" 1 7' - 0" DO NOT ALTERNATE 2' - 10 1/2" CENTER CROSSTIE TYP 3'-0" 13'-0" 6'-4" 15'-5"I 3'-4" 13'-3" 1 I I I I 1 CENTER CORE PLAN SECTION Scale: 1/2" = 1'-0" 10 E-Vio e. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 2 2015 City Of Tukwila BUILDING DIVISION NOTES: 1. REINF SHALL BE 3/4" CLR FROM EDGE OF WALLS 2. HORIZ REINF SHALL END 3" FROM END OF WALLS RECEIVED CITY OF TUKWILA oia OCT 16 '2015 PERMIT CENTER i I ��I■ I �I �I �i I� I� I� i� i� I� I� I� I� I� I� I� I I I i I i I i i I� I I I I i i I� i I I■ i I■ i ■ 11 ISSUE A Date Description 5.18.2015 PERMIT SET SCALE: 1/2" =1'-0" CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLANCo C/Co ) Z?� m ) PHASE PERMIT SET PROJECT NUMBER LO N0. 14-050-01 PROJECT LLI f— UZ Q W � N�N CONSULTANT 1201.FIrstAvenue South Suite32t1 Seaftle, Washington 98134< 206- REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 8264446 SHEET TITLE AND NUMBER WALL SECTION CENTER CORE S3.308 PLOTTED:&17/2015 9:49:14 AM TD TC TB I I I I I I I I I DO NOT ALTERNATE I I DO NOT ALTERNATE I L' - 1 U 1/2' CENTER CROSSTIE 6 OC BTWN TIES DO NOT ALTERNATE CENTER CROSSTIE TYP 2'- 4 1/2" 1' - 6" (3) ROWS OF VERTS @ CENTER CROSSTIE TYP I ' 5 OC BTWN TIES TYP 41- 2„ CENTER CROSSTIE TYP f • • • o 0 0 0 0 • • 0 0 0 0 • • o • o • o • • • • • • . • • • • • • • • • • • • . • • • • • • • . • . • • • • • • • • • • o 0 0 DO NOT AL CENTER CRO,' CENTER CORE PLAN SECTION Scale: 1/2" = 1'-0" NOTES: 1. REINF SHALL BE 3/4" CLR FROM EDGE OF WALLS 2. HORIZ REINF SHALL END 3" FROM END OF WALLS (4) ROWS OF VERTS @ 6" OC BTWN TIES — — — — — — — s -7 -7 ;4) ROWS OF VERTS @ YOC BTWN TIES REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 2 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 16.2015 ISSUE 0 Date Description 5.18.2015 PERMIT SET SCALE: 1/2" =1'-0" CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- UZ �W� m W cu W z OQO �� a3: �0- Z_ > � Q � : Z J_ M N =W� CO QO CONSULTANT 1201. First Avenue South, Suite,310 Seattle, Washington 98134< 206-402-5156 www.lundopsahl.com �i Qo w o�� W C Z N r J aul a J J LLI Z N jOw U W VW'uJZ O/� J 0 O � ~ N E' m LU 0 Cn ono JW WWW W Z J CL LL W Q W �� OaC� a. W z ti Owwm I—UOO Wpm m�� ozoo OJ0 a�ww OQW tiUU W �Ur OWOO �z0 REGISTRATION 21502 0��'w URAL f 4 ONAL E-�4GAJ4 GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 826-4446 SHEET TITLE AND NUMBER WALL SECTION CENTER CORE PERMIT CENTER S3.309 PLOTTED:8/17/2015 9:49:17 AM TD TC TB I I I I I 1 I I 1 I I I 4'-9" 8'-3" 6'-4" 32'-0" 2'-6" I 1 DO NOT ALTERNATE CENTER CROSSTIE TYP 2'- 4 1/2" 1' - 6" I DO NOT ALTERNATE 8' - 5" (3) ROWS OF VERTS @ (3) ROWS OF VERTS @ CENTER CROSSTIE TYP 23' - 7" 6" OC BTWN TIES DO NOT ALTERNATE 5" OC BTWN TIES 7' - 3" CENTER CROSSTIE TYP I o 0 O 0 61 • 0 0 0 0 0 0 0 0 0 • o • • • • • • o O . . . • . . . . . o . . . . I • . . . . . . . O • • • CV 0 0 0 0 • o • • o 0 0 • • o o • • o • • • • • • • • • • • • • • • • • • • • o • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • o o v • = —------------- 00 • 3'-8" T-211 co • • • �1- o o I I B-2 • • • • B-4Oil -4 ALTERNATE B-6 B-5 HORIZ PER CROSSTIES I SCHEDULE TYP UNO TYP UNO . • • (4) ROWS OF VERTS @ • o I 6" OC BTWN TIES O O • 0 • N 0 0 1 • • • I O 0 • O • • • • r • o PLACE I • • TERMINATORS • • . O r 0 • AT BOTH ENDS • — — —I-- — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — T7 0 0 1 o • • • • • o • 0 B-7 (4) ROWS OF VERTS @ • 5.5" OC BTWN TIES N 0 O DO NOT ALTERNATE • • 0 • I CENTER CROSSTIE TYP 1 I I I 0 0 ® I I I I I 0 • o • I I I I I 0 0 I I c0 O 0 0 1 1 O 0 1 I co O o I I I 1 I I 0 o DO NOT ALTERNATE 1 I 1 ® ® ® 1 I CENTER CROSSTIE TYP 1 • • 1 ® I I I • • • B-7 0 0 1 •• • • • 0 0 . . . . • o • 1 1 . • . . 0 • • • (4) ROWS OF VERTS @ 0 004 • 6" OC BTWN TIES I I • o • • v 0 ® • • . • • O I 11 r 0111 I I (3) ROWS OF VERTS @ B4 5" OC BTWN TIES B-6 B-5 (3) ROWS OF VERTS 0 • . • 1 3'- 8" 7' - 2" I @ 6" OC BTWN TIES B-2 co TYP UNO _ 0 — — — — — — — — — — — — — —---———— `;' — — — —— — T8 • • o • o o • o 0 0 • o • • o • • o 0 0 • o • • • . • • • • . • • • • • . . • • • • • • . • • • • • • • • • • • • • • • • • • • • • . • • • • • • • Oil oil • • • • • • o • • M fO I CV o O O • O O O O O O • O O • • • • 0 O 0 O • • • • • • • . • • • • • • . • • • • • • • • • . • • • • • • • • • • • . • • • • • • • • • • • • • • • • • • • O • O 1 DO NOT ALTERNATE 4' - 211 DO NOT ALTERNATE DO NOT ALTERNATE 2'- 4 1/2" 1' - 6" CENTER CROSSTIE TYP 1 CENTER CROSSTIE TYP CENTER CROSSTIE TYP 1 1 81 - 5„ DO NOT ALTERNATE 2'- 10 1/2" CENTER CROSSTIE TYP T-0" I I 13'-0" 6'-4" 1 32'-0" 1 CENTER CORE PLAN SECTION Scale: 1/2" = 1'-0" REWtWED FOR CODE COMPLIANCE APPROVED OCT 2 2 2015 MY Of TukWila BUILDING DIVISION NOTES: 1. REINF SHALL BE 3/4" CLR FROM EDGE OF WALLS 2. HORIZ REINF SHALL END 3" FROM END OF WALLS RECEIVED CITY OF TUKWILA OCT 16 2015 PERMIT CENTER �I E ISSUE A Date Description 5.18.2015 PERMIT SET SCALE: 1 /2" =1'-0" CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO N0. 14-050-01 PROJECTCU W �— UZ Q w w L O V% C � N Q O CONSULTANTCL HL ND 00 U) I201,First Avenue South, Smte 310 Seattle, Washixigfori 96I34< 206-402-5156 wvwrluridopsahl.com Qo W o�� W � 2 N a Z N �Ow � WUD O O a =�w ~ REGISTRATION a IE A �pF WAS�jf� ?LOB 21502 ONAL E�G� GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 82641446 SHEET TITLE AND NUMBER WALL SECTION CENTER CORE S3.310 PLOTTED:B/17/2015 9:49:19 AM DO N CEN- TYP DO NOT A CENTER CRO CENTER CORE PLAN SECTION Scale: 1/2" = V-0" TD TC TB I I I I I I I I I I I I NOTES: 1. REINF SHALL BE 3/4" CLR FROM EDGE OF WALLS 2. HORIZ REINF SHALL END 3" FROM END OF WALLS )T ALTERNATE �ROSSTIE TYP (2) ROWS OF VERTS @ 6"OC BTWN TIES 3-7 3-7 ;2) ROWS OF VERTS @ 3"OC BTWN TIES — — — — — — T8 VIEWED FOR CODE. COMPLIANCE APPROVED OCT 2 2 2015 City Of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 16 2015 PERMIT CENTER ISSUE t1 I Date Description 5.18.2015 PERMIT SET SCALE: 1/2" = V-0" CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W �-- UZ �W� �`�W 1 V/ CU z O< W V V Y Q (6 Z O r� v Q Q C � N N = W �M W < p ?� -r CONSULTANT kiL 1201.First Avenue South, Suite.310 Seattle;: Washington 98134 20&402L5156 www-lundopsaW.corn Qo W LU �zN QQcp a r IL �C0 Uj LU LL Z N U Lu SOW > �LZ¢ QUO O O W� ~t�ti H F- D ~ COJ Apo U)N O J-1 O J W WWW > o Q> ¢ r J F- Q� a CO U- # W Q -per prQCC LLIWZZ a-t-W� UQ� ZZU �WM-1 L U OZOO O'<0 poww itU, Z Z U Q OW00 -ZO QQ� REGISTRATION "ofWAs w a+ '4 zLn c ?LET 21 502 //RAL ti� 4k ��IYZONAL E�G� GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 826.4446 SHEET TITLE AND NUMBER WALL SECTION CENTER CORE S3.311 PLOTTED: 8117/20159:49:21 AM DO NOT ALTERN CENTER CROSS' DO NOT ALTERNA CENTER CROSSTIE T CENTER CORE PLAN SECTION Scale: 1/2" = V-0" TD TC TB I I I I I I I I I � I I NOTES: 1. REINF SHALL BE 3/4" CLR FROM EDGE OF WALLS 2. HORIZ REINF SHALL END 3" FROM END OF WALLS 1T ALTERNATE ;ROSSTIE TYP — T7 3-7 3-7 i al ftEVfEWED FOR C DE COMPLIANCE APPROVED OCT 2 2 2015 City of Tukwila BUILDING DIVISION w RECEIVED C ) • ISSUE 0 I Date Description 5.18.2015 PERMIT SET SCALE: 1 /2" =1'-0" CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT Uz Q w �!5W co z OQ �R�Z V CU o r (D Z ` N =WZ) N C/) <C p CONSULTANT uN '. 1201 First Avenue South, Suite.310 Seattle:: Washington 98134< 206.4Q25156 wcw.ItiridopsaM.com QQ W Q r W �ZN Q J a a J ul LLI Z N J �QW V w P Q Uj O O WWZ ~tiLU F- c O D ~ N I` LU c0 ;E Q U) °r° JW Q VU> o Q> WF- C) ow¢ �< =) �LU -(0 z�� °Q� a. w OwW-j ZOOO wpm OzUU I-z OJco aoww Iiw0C) O O �(¢jJ Q OW J Z UU Qcz RFrIRTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 8264447 FAX: (206) 8264M6 SHEET TITLE AND NUMBER WALL SECTION CENTER CORE PERMIT CENTER S3.312 PLOTTED:8117/2015 9:49:22 AM TD TC TB I I I I I I I I I I I I 3' - 1 1 " I 8' - 3" 6' - 4" I 32' - 0" 8'-5" 23'-7" DO NOT ALTERNATE 3' - 4" I (2) ROWS OF VERTS @ DO NOT ALTERNATE 2' - 10 1/2" DO NOT ALTERNATE CENTER CROSSTIE TYP 5"OC BTWN TIES CENTER CROSSTIE TYP 4' ' 2�� CENTER CROSSTIE TYP I I - - - - - - - - - T6 • oI Oil 0 0 0 0 s M11 • •LO N• • • • O • O • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • M 3' $��--------------------- 7� - 2�� M ` I B-2 • ° ® B-4 B-6 ALTERNATE B-5 HORIZ PER 0), 0" ° • CROSSTIES I SCHEDULE TYP UNO • ° ® TYP UNO 0 o I I • • ° I ° c\1 • 0 I I • I• O • 0 • 0 • • • I • - -0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - — - - - - - T7 I I 0 0 • I • I I • • 0 0 • 0 0 B-7 (2) ROWS OF VERTS @ 5.5"OC BTWN TIES I N I • DO NOT ALTERNATE 0 • • • I CENTER CROSSTIE TYP 0 • I I I I I I I I • • I I ' 0 0 I d- co I I I I I CO • • I I I I I I ® 0DO NOT ALTERNATE ® ® I I CENTER CROSSTIE TYP I I 0 0 B-7 0 I I • • C') CV • 0 I I • • I I I • • • 0 • • I I • I • 0 • • • • I • N 0 o I • • O 0 0 I I • • ® I (2) ROWS OF VERTS @ I (2) ROWS OF VERTS 0 I • o • B-4 5"OC BTWN TIES B_6 B_5 @ 6"OC BTWN TIES I 3' - 8" 7' - 2" I TYP UNO B-2 d--------------------- — — — — — — — c� _ M 0 I CV . • 0 0 0 • • • 1,6 • . • — — — — — — — — — — — — — — — — — — — — — . • • • . . .4,• • • • • • • • • • • • • • • • • • • . • • • 4'-2" 3' - 4" I DO NOT ALTERNATE DO NOT ALTERNATE CENTER CROSSTIE TYP 8' - 5" 2' - 10 1/2" CENTER CROSSTIE DO NOT ALTERNATE TYP CENTER CROSSTIE TYP 3' - 0" I 12'-2" 6'-4" 32'-0" I I I 1 CENTER CORE PLAN SECTION Scale: 1/2" = 1'-0" I I 1 P @� ON -'N-01.2 Kzk E%vm P r% REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 2 2015 CifY Of Tukwila BUILDING DIVISION NOTES: 1. REINF SHALL BE 3/4" CLR FROM EDGE OF WALLS 2. HORIZ REINF SHALL END 3" FROM END OF WALLS !RECEIVED 0 CITY OF TUKWILA OCT 16 2015 PERMIT CENTER ISSUE A Date Description 5.18.2015 PERMIT SET SCALE: 1/2" =1'-0" CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W � Uz Q W W cu O Q Ww Q mm L-CU z O r I� Q Fn �_ \ j Nc v =W� m Qp CONSULTANT r L 1201.First Avenue South, Suite.310 Seattle,; Washington 98134 20"02-5156 www.lundopsahl.com QO W 4�`r W Z N a e'-jLU JtiRIC Z N U W Z W W co ¢ O -j J WWW ~~F~— O o D 1— ~ m J cf) 00 �W WU> 4 Q> �W �ZO ¢tea w� p� W J U wWZz Z �Q� a.�Wg z ; �w� w WQW �Ohh. zV00 OZOO OJ0 pLU WZZ �VO OOo W Jz o REGISTRATION '/ �r �" OF , , �m e �GpT 21502 ¢ �O URAL EG��w " ��SS�ONAL B�G� GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 8264447 FAX: (206) 8264446 SHEET TITLE AND NUMBER WALL SECTION CENTER CORE S3.313 PLOTTED:8117/2015 9:49:23 AM ti N TD I I I I I I 3'-1" 8'-3" 6'-4" I 0 CENTER CORE PLAN SECTION Scale: 1/2" = 1'-0" UM TC I I I I I I I 25'-0" NOTES: 1. REINF SHALL BE 3/4" CLR FROM EDGE OF WALLS 2. HORIZ REINF SHALL END 3" FROM END OF WALLS 3. SPLICE AS READ, CONTRACTOR COORDINATE TB I I I I I II T I v REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 2 2015 City of`1'ukWiia BUILDING DIVISION RECEIVE© CITY OF TUKWILA - , OCT 16 2015 PERMIT CENTER ISSUE Date Description 5.18.2015 PERMIT SET SCALE: 112" =1'-0" CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- UZ Q w �. ��W z Y Q OQ V V Z (6 > O V Q Q - \ N = W D N QC CONSULTANT �y i 1201. First Avenue South, Suite 310 5eaitle, Waoxiagton 98134 206402-5156 www.IiindopsdM.com vS J ¢ Q w WCo Z N JVCL CL JZ)J Z N SOW Q w '5 w �~Q U O O —i 1 O WWW �titi O D ~ ~-J �00 �N 00 r J W LLJ V U o Q > ¢ T ir J z WOW¢ *k WF- W 0�C)U 77 C OCo z Oww� hWW O LU m� OZOOO OJT QOww w w J O¢W u.—'UU w p>zz O OJOO Jz0 ¢¢� REGISTRATION �Og1E ?GnT 21502 G��w URAL 810NAL V, 10/16/2015 GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 82641447 FAX: (206) 826A446 SHEET TITLE AND NUMBER WALL SECTION CENTER CORE S3.314 PLOTTED: S/17/2015 9:49:24 AM 9 TD (:TC TB I I I I I I I I I I I I I I I I I I 3'-1" 23'-0" 25'-0" I I I .10" - - -4 - - - - - - - - - - - - - - - - - - - -I- - - - - - - - - - - - - - - - - - -- I I I I (4) #4 I I (4) #7 I I I I I I I I I I I I I ----------------- - - - - -- - - -- - ------- - - - - -- - - - I I I I I I I - I I I I I I #7 HORIZ BARS I I @12"OCEF TYP EAST WALL I I I I I #7 VERT BARS I I @12"OCEF TYP EAST WALL I I I I I I I I I I I I I I I I I I I I I I I #4 HORIZ BARS 1 #4 VERT BARS • I I I I (4) #4 I @ 12" OC EF I @ 12" OC EF 1 TYP UNO I TYP UNO 50' - 9 1 /4" _ I 13'-0" 1 26'-1" 25'-011 I I I I I I I I CENTER CORE PLAN SECTION Scale: 1/2" = 1'-0" NOTES: 1. REINF SHALL BE 3/4" CLR FROM EDGE OF WALLS 2. HORIZ REINF SHALL END 3" FROM END OF WALLS 3. SPLICE AS READ, CONTRACTOR COORDINATE - - - - - - - e (4) #7 -- - - - - - T8 KhVIEVVED FOR CODE COMPLIANCE APPROVED OCT 2 2 2015 Cify of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA s, OCT 16 2015 PERMIT CENTER ISSUE Date Description 5.18.2015 PERMIT SET SCALE: 1/2" =1'-0" CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W UZ W � �75W I- � CU Y z Q cu� Z o �r1 Q Q Z \ �_ N N 1 W �M CO �. W QD 3� —r CONSULTANT HL 1201.First Avenue South, Suite 310 Seattle, Washington 98134 206402-5156 www•lunilopsciA.com vi ¢p w W Z N Q QQrn T J CL J a J W Z N°W v0 w > (/} O J W W � 1 0 ti ti O d ~ m J F— U) N Q Q T" JW VUL�111 o Q> WJ ¢Za w � C) w �M�� w OwW-j wj 6p ZOOO miz�Z— OZOO O Jan a�WW IJ° p>ZZ'Sv0 Owoo �zo 99 ,¢Q� REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 8264446 SHEET TITLE AND NUMBER WALL SECTION CENTER CORE S3.315 PLOTTED: 8117/2015 9:49:25 AM T8 3'x6' OPENINGS I B-7 I I I I I I — — — — — — I I II I 4 �3.317 I I --- r -- -- I I — I— — — 3 I S3.317 I — I — — — — — I II I -8 I I I I 1 � DOWELS TO MATCH VERTS SIZE AND SPACING i 3'x4' OPENING LOUNGE B-7 LEVEL 177'-8" 18TH FLOOR 167'-0" 17TH FLOOR 156-4" 16TH FLOOR -170 147'-2" 15TH FLOOR 138'-0" 14TH FLOOR 128'-10" 13TH FLOOR 119'-8" 12TH FLOOR 110'-6" 11 TH FLOOR 101'-4" N 10TH FLOOR — - II C0 92'-2" w z Y U_ 9TH FLOOR J 83'-0" 8TH FLOOR 73'-10" 6TH FLOOR 55'-6" 5TH FLOOR 46'-4" 4TH FLOOR 37'-2" RD FLOOR :0 2ND FLOOR 14'-0" 1 ST FLOOR , - -1 -TOF L_ BOF -9'-6" bo SHEAR WALL AT TM ELEVATION Scale: 1/8" = 1'-0" WALL REINFORCING SCHEDULE MARK CONCRETE A-8 EB LEVEL fC (psi) VERTS HORIZ VERTS TIES ROOF LOUNGE LEVEL #7 @ 16" #5 @ 8 (12) #7 #4 @ 8" OC EF " OC EF OC LEVEL 18 LEVEL 17 #7@16" #5@8" (12)#7 #4@8" OC EF OC EF OC LEVEL 16 LEVEL 15 #7 @ 16" #5 @ 8" (12) #7 #4 @ 8" OC EF OC EF OC LEVEL 14 LEVEL 13 #7 @ 16" #5 @ 8" (12) #11 #4 @ 8" OC EF OC EF OC LEVEL 12 11 1 LEVEL 11 #9@8"OC #5@8" (12)#11 #4@8" EF OC EF OC LEVEL 10 LEVEL 9 #9@8" #5@8" (12)#11 #4@8" OC EF OC EF OC LEVEL 8 LEVEL 7 #11 @ 8" #5 @ 8" (24) #11 #4 @ 8" OC EF OC EF OC LEVEL 6 LEVEL 5 #11 @ 8" #6 @ 8" (24) #11 #5 @ 4" OC EF OC EF OC LEVEL 4 LEVEL 3 (3) ROWS #6 @ 8" (24) #11 #5 @ 4" #11 @ 8" OC EF OC OC LEVEL 2 8000 @ 56 (3) ROWS #6 @ 8" (24) #11 #5 @ 4" DAYS, TYP #11 @ 8" OC EF OC ENTIRE OC WALL LEVEL 1 MAT FDN SPLICE SCHEDULE NOTES: 1. SEE SECTION CUTES FOR REINFORCING LAYOUT. NOTES: 1. SPLICES ARE OPTIONAL. CONTRACTOR COORDINATE. 2. DOWELS TO MATCH VERT SIZE AND SPACING-TYP. 3. USE STANDARD HOOKS WHERE SHOWN IN ELEVATION OR PLAN 4. CONCRETE WALL VERTICAL AND HORIZONTAL ALIGNMENT TOLERANCE SHALL BE +/- 1/4 INCH FROM THEORETICAL. 5. SEE S5.02 FOR TYPICAL EMBED PLATE DETAILS. 6. SEE S3.501 FOR TYPICAL WALL TO SLAB CONNETION DETAILS. 7. WHEN REINFORCEMENT IS NOT CALLED OUT USE REINFORCEMENT FROM LEVEL BELOW. 8. VERTICAL BAR SPLICES ARE OPTIONAL, CONTRACTORS COORDINATE. 9. "B-X" SHADING INDICATES AREA OF CORE WALL BOUNDARY ZONE REINFORCEMENT SEE \\ SCHEDULE. 10. "A-X" INDICATES AREA OF CORE WALL VERTICAL OAND HORIZONTAL REINFORCEMENT SEE SCHEDULE. 12. WHERE NOTED ON SCHEDULE, STAGGER SPLICES SO THAT NOT MORE THAN 50% OF REINF IS SPLICED AT ANY LOCATION 0 SHEAR WALL SPLICE SCHEDULE BAR SIZE TIED ZONE VERT REINF NON -TIED VERT REINF HORIZ REINF #4 2'-0" 2'-0" 2'-0" #5 2'-0" 2'-0" 2'-4" #6 2'-0" 2'-2" 2'-10" #7 2'-0" 3'-2" 4'-2" #8 2'-2" 3'-8" 4'-9" #9 2'-6" 4'-1" 5'-4" #10 2'-9" 4-7" 6'-0" #11 3'-1 " 5-111 6'-8" T8 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 2 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 16.20i5 PERMIT CENTER ISSUE 0 Date Description 5.18.2015 1 07.31.2015 PERMIT SET PERMIT SET REV 1 SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT UZ W � �75W U) co z��n O Q Q m� �- L 0- Z j .� 0 J_ M N = W � U) Q O CONSULTANT SARmparL 1201. T"irst Avenue South, Suite.310. Seattle, Washington 98134 209-402-5156 www.lurzdopsahl.com C i p r j C N � QQ� i ' LL j00 N I � W i w I _1 O W W W hZ- �Z_ IW— W i a- IZ— J �m Op �N ' �w zw� 0 w 0�Q oW �o� ova ZZ w Q UQZ) F— �W�� LU izUU 0�cn Oww U W W W o:LU j j z z U Q Iw0O _j UU Q.¢ZE REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 826-4446 SHEET TITLE AND NUMBER WALL ELEVATIONS P101 S3.316 PLOTTED: 8117/2015 9:49:26 AM B-7 TYP @EA EN LJV 14l! 1 /-%I_ 1 ILI %I qPI I L CENTER CROSSTIE TYP UNO SHEAR WALL SECTION Scale: 3/4" = 1'-0" 4' - 811 - 0 3/4" CLR TYP T8 32' - 0" T8 I I (2) ROWS OF VERTS @ 8"OC BTWN TIES I HORIZ EF TYP 32'-011 ® ® ®a 0® ® ® ® B-7 TYP TIES TYP @ EA END _ @EA END - - - - - ALTERNATE - - - - - - -+ - - — - - - - - — - - - - - - - -- - - -- CROSSTIES TYP UNO SHEAR WALL SECTION Scale: 3/4" = 1'-0" B-7 TYP @ EA EN SHEAR WALL SECTION Scale: 3/4" = 1'-0" 2'- 9 1 /2" -03/4"CLRTYP B-7 TYP — @ EA END SHEAR WALL SECTION DO NOT ALTERNATE CENTER CROSSTIE TYP UNO LJV IYV 1 !1L 1 LIl11j/-%I [- CENTER CROSSTIE TYP UNO T8 I T8 I I 11n1 nn 32' - 0" I (2) ROWS OF VERTS @ HORIZ EF TYP 16"OC BTWN TIES I TIES TYP @ EA END ALTERNATE—— — — — — — — — — -- — — — — —— — —— — —————————— — — — — —— — — CROSSTIES TYP UNO DO NOT ALTERNATE CENTER CROSSTIE TYP UNO W"1111-1111 tiai* i REVtWED FOR CODE COMPLIANCE APPROVED OCT 2 2 2015 Oily Of Tukwila BUILDING DIVISION - 0 --- UTM fV • RECEIVED CITY OF TUKWILA OCT 16 2015 PERMIT CENTER ISSUE Date Description 5.18.2015 PERMIT SET SCALE: 31411= 1'-01, CHECKED BY: M. LUND APPROVED BY: DRAWN BY: =YPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- UZ W � ~ W cl) CU Ya z O Q V CU a. CU CL Z �, > O rn V d ` �'' F- `` N W �M N �=^ V, �— 1.�1 Qp CONSULTANT sAHL 1201.First Avenue South, Suite .31.0 Seattle, Washington 68134< 206-402-5156 www.ttiridops6h].com �L Q W Q W COZ N r a co LU Q V F- LL Q Z N °w zI�-,Q U W 'y W U U Q O wLuw ~z a ° O D 1— ~ 00 �QQ UN O J J Qjo LU LU LLJ UU� o U W� <U) �LLQ w zcwn� �-0� Z ofW-W� �WW-i ZZU LU ZOOO MCI OZUO O J0 a0WW ww U.fJU wyv`' OQw OW00 Q UI QQ� REGISTRATION II, GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 82641447 FAX: (206) 826.4446 SHEET TITLE AND NUMBER WALL SECTIONS P101 S3.317 Scale: 3/4" = 1'-0" PLOTTED: 8117/2015 9:49:28 AM 3 4 .31 m if TB.1 I I B-8 I I I I I I I I I I I I I I I I I I I I I I A-8 DOWELS TO MATCH VERTS SIZE AND SPACING zo SHEAR WALL AT T1 ELEVATION Scale: 1/8" = 1'-0" B-8 LOUNGE LEVEL 7/ 177-8" 18TH FLOOR 167'-0" 17TH FLOOR 156'-4" 2 1_6T_H FLOOR U) 147'-2" w z Y U_ 2 15TH FLOOR 138'-0" 3: 14TH FLOOR 128'-10" 13TH FLOOR 119'-8" 12TH FLOOR 110'-6" 11 TH FLOOR 10 1'-4" 10TH FLOOR - - 92'-2" 9TH FLOOR : 1 8TH FLOOR 73'-10" 7TH FLOOR 64'-8" N 6TH FLOOR Z 55'-6" U J 5TH FLOOR 46'-4" 4TH FLOOR — 37'-2" .P&RD FLOOR � 2_841� 2ND FLOOR 14'-0" 1 ST FLOOR - &-TOF WALL REINFORCING SCHEDULE MARK CONCRETE A-8 B-8 LEVEL fC (psi) VERTS HORIZ VERTS TIES ROOF LOUNGE LEVEL #7@16" #5@8 (12)#7 #4@8" OC EF " OC EF OC LEVEL 18 LEVEL 17 #7 @ 16" #5 @ 8" (12) #7 #4 @ 8" OC EF OC EF OC LEVEL 16 LEVEL 15 #7 @ 16" #5 @ 8" (12) #7 #4 @ 8" OC EF OC EF OC LEVEL 14 LEVEL13 #7 @ 16" #5 @ 8" (12) #11 #4 @ 8" OC EF OC EF OC LEVEL 12 LEVEL 11 #9@8"0C #5@8" (12)#11 #4@8" EF OC EF OC LEVEL 10 LEVEL 9 #9@8" #5@8" (12)#11 #4@8" OC EF OC EF OC LEVEL 8 LEVEL 7 #11 @8" #5@8" (24)#11 #4@8" OC EF OC EF OC LEVEL 6 LEVEL 5 #11 @ 8" #6 @ 8" (24) #11 #5 @ 4" OC EF OC EF OC LEVEL 4 LEVEL 3 (3) ROWS #6 @ 8" (24) #11 #5 @ 4" #11 @ 8" OC EF OC OC LEVEL 2 8000 @ 56 (3) ROWS #6 @ 8" (24) #11 #5 @ 4" DAYS, TYP #11 @ 8" OC EF OC ENTIRE OC WALL LEVEL 1 MAT FDN SPLICE SCHEDULE NOTES: 1. SEE SECTION CUTES FOR REINFORCING LAYOUT. NOTES: 1. SPLICES ARE OPTIONAL. CONTRACTOR COORDINATE. 2. DOWELS TO MATCH VERT SIZE AND SPACING-TYP. 3. USE STANDARD HOOKS WHERE SHOWN IN ELEVATION OR PLAN 4. CONCRETE WALL VERTICAL AND HORIZONTAL ALIGNMENT TOLERANCE SHALL BE +/- 1/4 INCH FROM THEORETICAL. 5. SEE S5.02 FOR TYPICAL EMBED PLATE DETAILS. 6. SEE S3.501 FOR TYPICAL WALL TO SLAB CONNETION DETAILS. 7. WHEN REINFORCEMENT IS NOT CALLED OUT USE REINFORCEMENT FROM LEVEL BELOW. 8. VERTICAL BAR SPLICES ARE OPTIONAL, CONTRACTORS COORDINATE. 9. "B-X" SHADING INDICATES AREA OF CORE WALL F77BOUNDARY ZONE REINFORCEMENT SEE SCHEDULE. 10. "A-X" INDICATES AREA OF CORE WALL VERTICAL OAND HORIZONTAL REINFORCEMENT SEE SCHEDULE. 11. WHERE NOTED ON SCHEDULE, STAGGER SPLICES SO THAT NOT MORE THAN 50% OF REINF IS SPLICED AT ANY LOCATION 0 SHEAR WALL SPLICE SCHEDULE (fC= 8ksi) BAR SIZE TIED ZONE VERT REINF NON -TIED VERT REINF HORIZ REINF #4 2'-0" 2'-0" 2'-" #5 2'-0" 2'-0" ^0 21-4" #6 2'-0" 2'-2" 2'-10" #7 2'-0" 3'-2" 4'-2" #8 2'-2" 3'-8" 4'-9" #9 2'-6" 4'-111 51-4" #10 2'-9" 4-7" 6'-0" #11 T T-1 " 5-111 6'-8" + - - TB.1 R�11I�ION N06-1- REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 2 2015 City of Tubb ila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 1605 PERMIT CENTER ISSUE A Date Description 5.18.2015 1 07.31.2015 PERMIT SET PERMIT SET REV 1 SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT w I- CU z w cu U) z�� O Q Q c� a. Q)d 0 . J co N =w� Qp CONSULTANT NU 1201. Flimt Avenue South, Suite.31.0 Seattle, Washi ioton 98I34 206-402-5156 www.tundopsdhl.com Qo w Wp `I? n w I a?zN QQ� a J a � J f� �co LLJ Z N w j O W ?►� w �Ua o _j O wwQ� J E- O D ~ N ~ m om O co c Jw � WU� 4 ¢> zzo ¢ r J Q� CL tLQ t wOI.- OW < w 5 W-jow z�Z OQZ LU z � ?bz) OwW �WOf� wow m � OZOO O`t0 aOww ww Wof 3> Z Z V O OWOO Jz0 ��UU QQR REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 8264446 SHEET TITLE AND NUMBER WALL ELEVATIONS P201 S3.318 PLOTTED: all 7/2015 9:49:29 AM B-8 TYP @ EA EN SHEAR WALL SECTION Scale: 3/4" = 1'-0" Scale: 3/4" = 1'-0" B-8 TYP @ EA END - UV IVIJ 1 /'1L 1 Cf\I I/ -%I G CENTER CROSSTIE TYP UNO TB.1 30'-011 01-111IN1Y1 'G I 1 VERTS @ HORIZ EF TYP 0' - 0 3/4" CLR TYP 8"O BTWN TIES I 0 0 0 ® 0 ® 0 0 O O 0 O O O O 0 O 0 0 0 0 O O O O 0 O 0 0 0 O O O O O O O 0 ® ® ® ® ® ® 0 TIES TYP @ EA END --- ALTERNATE ---- - - - - -- - 0 - c\1 - - - CROSSTIES TYP LINO ® ® ®L 0 O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 O 0 O O 0 0 0 0 O 0 0 DO NOT ALTERNATE CENTER CROSSTIE TYP UNO SHEAR WALL SECTION Scale: 3/4" = 1'-0" (10) VERTS TYP @ EA END 1 ILV 1 1 1- `W L-/1 LIYLJ REVIEWED FOR BODE COMPLIANCE APPROVED OCT 2 z 2015 City Of Tukwila BUILDING DIVISION RECEIVED CITY OF TgKWILA OCT 16 2015 ISSUE Date Description 5.18.2015 PERMIT SET SCALE: 314" =1'-0" CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W E— UZ Q W �75W cc Y Q F Z O = V Q Z '� J_ M N = W U) m QO CONSULTANT i 1201.Fms Avenue South, Suite3110 Seattle, Washington 98134 206-402-5156 www.lundopsaW.com 1 QQ W LIJ QQ � W Q Z N J e+ (L a 5e Uj Z N SOW W /-� ~ O WWW �� 0 0 ~ P co J � C) U) 00 JW 0 WWW Re � W ¢LUQ * W� �-J C) W z�� WWZZa. W OWWD WOE oZOO oz VO W W J O $Woo iz4 REGISTRATION gIE r OF WA8 � � �GnT 21 502 OS'� 0� URAL ��SS�ONAL E�G� 5 GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 8264446 SHEET TITLE AND NUMBER WALL SECTIONS P201 SHEAR WALL SECTION Scale: 3/4" = V-0" PERMIT CENTER S3.319 PLOTTED:8/17/2015 9:49:30 AM LU LU H tO cz ia N Z J W w F- w w O O Z Z w w a t11 N ULU ~O LLJ w U ~O _ > w Z z Z= v w w v, LU w a a ti LU 07 � m N Z J W to I- LALU N wW J v O m W W W z w > Z w Z a. W LL J N w v W a 71 W a H w � F- its a N c� Z Uj LU 0 O z LL z a Q w = > Z J a HOOK BARS PER NOTE 4 LEVEL D (TOP LEVEL) VERT REINF PER SCHED LEVEL C (CONC BEAM CONDITION) VERT REINF PER SCHED LEVEL B (FLAT SLAB CONDITION) VERT REINF PER SCHED LEVEL A (LOWEST LEVEL) DOWELS TO MATCH COLUMN VERTICALS PER NOTE 3 PILE CAP PILE NOTES: 1. REFER TO CONCRETE COLUMN SCHEDULE FOR COLUMN TYPE. 2. REFER TO CONCRETE COLUMN SCHEDULE FOR VERTICAL REINFORCING AND SPLICE LENGTHS. PLACE SPLICES AT MID -LEVEL, UNLESS NOTED OTHERWISE. AT CONTRACTOR'S OPTION, COLUMN VERTICAL BARS MAY BE EXTENDED UP ADDITIONAL FLOOR LEVELS WITHOUT SPLICING. 3. COLUMN DOWELS SHALL MATCH SIZE AND LAYOUT OF COLUMN VERTICALS ABOVE. EXTEND DOWELS Ld PER TYPICAL REBAR DEVELOPMENT LENGTH TABLE, OR PROVIDE STANDARD HOOKS 6" ABOVE TOP OF PILE. 4. PLACE HORIZONTAL HOOKS DIRECTLY BELOW TOP BARS OF BEAMS OR SLABS. SPLAY HOOKS AS NECESSARY TO RELIEVE BAR CONGESTION. AT CONTRACTOR'S OPTION, HOOKS BAY BE PLACED TOWARD THE INSIDE OF THE COLUMN. 5. "H" REFERS TO DISTANCE BETWEEN COLUMN CONSTRUCTION JOINTS. UNLESS NOTED OTHERWISE, COLUMN CONSTRUCTION JOINTS SHALL BE LOCATED ATTHE UNDERSIDES OF FLOOR SLABS, BEAMS, OR GIRDERS, AND AT THE TOPS OF FLOOR SLABS, PILE CAPS, OR FOOTINGS. BEAMS GIRDERS, BRACKETS, COLUMN CAPITALS, HAUNCHES, AND DROP PANELS SHALL BE PLACED AT THE SAME TIME AS SLABS. 6. REFER TO CONCRETE COLUMN SCHEDULE FOR SIZE AND SPACING OF TIES. PROVIDE TIES THROUGHOUT BEAM AND SLAB DEPTH, WITH THE EXCEPTION THAT WHERE BEAMS FRAME INTO FOUR SIDES OF A COLUMN, TIE SPACING MAY BE INCREASED TO 6" FOR THE DEPTH OF THE MOST SHALLOW BEAM. Typical Concrete Column Al T6.1 T7 --- V-4" Type A 1'- 4" • • e • o • • e Tvpe B NOTES 1. REFER TO CONCRETE COLUMN SCHEDULE FOR REINFORCING SIZES. 2. TYPICAL CROSS TIE SHALL HAVE A 135° HOOK AT ONE END AND A 90° HOOK AT THE OTHER. AT CONTRACTORS OPTION, THE 135° HOOK MAY BE REPLACED WITH A 180' HOOK AND THE 90° HOOK MAY BE REPLACED WITH A 135° OR A 180° HOOK. 3. CROSS TIES WITH 90° HOOKS SHALL HAVE THE CONSEQUENTIVE CROSS TIES ALTERNATED END -FOR -END ALONG THE LONGITUDINAL REINFORCEMENT, 1 Concrete Column Configurations Scale: NTS CONCRETE COLUMN SCHEDULE Mark C1 C2 C3 C4 C5 Type B 'j` 'f` C Concrete Strength 6,000 psi I I 6,000 psi Reinforcement (10) #7 I I (8) #7 Levels 11-18 Ties #4 @ 4" OC I I #4 @ 4" OC Type B B B �.' C Concrete Strength 6,000 psi 6,000 psi 6,000 psi 6,000 psi Reinforcement (10) #8 (10) #7 (10) #7 (8) #8 Levels 8-10 Ties #4 @ 4" OC #4 @ 4" OC #4 @ 4" OC #4 @ 4" OC Type 'f• 'f• 'f• r; T Concrete Strength I I I I Reinforcement I I I I Levels 4-7 Ties I I I I Type A D D D C Concrete Strength 9,000 psi 9,000 psi 9,000 psi 9,000 psi 9,000 psi Reinforcement (12) #10 (10) #8 (10) #7 (10) #7 (8) #9 Levels 1-3 Ties #4 @ 4" OC #4 @ 4" OC #4 @ 4" OC #4 @ 4" OC #4 @ 4" OC NOTES: 1. "MARK" REFERS TO MARKS ON CONCRETE COLUMN KEY PLAN. 2. "TYPE" REFERSTO COLUMN REINFORCING CONFIGURATION. SEE CONCRETE COLUMN CONFIGURATION DETAIL. 3. ALL COLUMN LONGITUDINAL REINFORCING SHALL MEET DUCTILE FRAME REQUIREMENTS IN THE STRUCTURAL GENERAL NOTES. 4. ALL COLUMN TIES SHALL BE GRADE 80, Fy = 80,000 psi. 5. BASE CONDITIONS & COLUMN HEIGHTS VARY; ADJUST TYPICAL REINFORCING FOR CONDITION SHOWN ON PLAN. 6. SEE STRUCTURAL GENERAL NOTES FOR SPECIAL MATERIAL REQUIREMENTS. 7. SEE TYPICAL CONCRETE COLUMN DETAIL FOR MORE INFORMATION. I I I I I I I I I TM TJ TI TH TG TF TE TD.2 TD TC Concrete Column Key Plan 1'-6" iC ko- Type C Al 1'- 4" 00 Type D ADD'L #5 LONGIT REINF FOR TIE INSTALLATIONS - -- c2 ( - — - UT6 I 0. V1 !ON NO T7.9 C5 I C3 77 REViVVED FOR FCODE COMPLIANCE APPROVED I I OCT 2 2 2015 I MY Of Tukwila EUILDING DIVISION M C2 M C3 ISSUE A Date Description 5.18.2015 1 07.31.2015 PERMIT SET PERMIT SET REV 1 SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- UZ Q�W� �- Wca � Y z�� OQ CU Q �a _ o �Qo � z N W : N �=/'� VJ < C 3� 2 CONSULTANT f NV 1201. First Avenue South, 11 Suite 310 Seattle, Washington 98134 206402-5156 wwwltindopsaW.corn J ¢ Q W QR"r W zN ¢ Q ¢ J a a � J JrLL Z N O � C) LU > W ti CO OWWW -J o zLU E— O F— LLJ m 5�0 �N 00 JW VU> o ¢>LU zzo WF- -17 o11�¢ W �<U) U) Z�W' �¢� Z OwUj F-��J WOW m� OZOO 0J� VOww WJti pjUj zz 3VC) GWoo JZ� UU ¢¢� REGISTRATION OgIE OF WASq� . a �c 21 sot �sSIONAL se,10/16/2015 " Asa r � r GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 826496 SHEET TITLE AND NUMBER CONCRETE COLUMN SCHEDULE S3.401 Scale: NTS Scale: NTS PLOTTED:8117/2015 9:49:33 AM 237'-6" 5' UTILITY EASEMENT 116-3" 152'-0" 8'-011 112'-0" 8 STALLS @ 19'-0" EACH ' 14 STALLS @ 8'-0" EACH 4 Z-0" STALL OVERHANG, TYP. • . -s 91'-011 -011 56'-011 5'-1 IT151-011/ 7 STALLS @ 8'-0" EACH ' 30'-0 l ISSUE a Date Description .... ............................................ _ ....... _....... 08-18 -2015 FOUNDATION ONLY SCALE: CHECKED BY: Checker APPROVED BY: Approver DRAWN BY: Author :YPLAN PHASE CN p o Design Development F.H. C C C C C C C C C C C C C Q C° C C C C• C 1 PROJECT NUMBER t-- G B G C2 G-A ( TA GWA NO Pro'ect Number G-F i-G G -E -E G-D G-D r — — G-C - — — — _ — — — — — — — — — -� w 1 ` I TQ � Qo EXISTING WATER I PROJECT. 353'-3"7 f - I to V U QUALITY VAULT _ 1 / -, _j / TO BE REMOVED ' 237'-611 — — — — — - — — — — LU o 0 ...95 :.............:.................:............;.................:....................... ... ... .... — — . ..-....... / . W ............ .. -011 !; :.. !: ! I /.': ` NE PROPERTY CORNER TO GRID TA == • , I -I nT�I I r, ry ! ' HOTEL / COMPACTOR I I I I I o o 1 \ \ o r \ / \ UNUHY I HK STAIR uu3 —�— — F — ST-IU3 UP I1 \ 1 i G2 1{ C\ LMO\\ \I I ��'//, '�''//, I _ I I I I I I I I it I i` MECHf \ , , , / nr rrrnrlr \\ \ STUkALE SLOG.MAINT.J;l;.249 SF 2U5 r' ' CD \ C \ I \\\\�`I HALL \ t 1 I — 2e _ f , , RAMP UP \ \ I (•� \ / I FOUL EQUIP TH 0 EST C M \ C ¢ \ 2'-0" STALL \ \ _ _ \ 96 5� 47 9f•� SF KITCHEN ulrvmc _ -- .:v,l:----............_ \ \ OVERHANG, TYP. I L�lo_ I T \ _ I I I i \ I I \ I I I ` \ \ N.¢ F \ \ N �\ C._.- i- \ 2 - <' ; '.. +� \ \ \\ \ \ \ \ ` \\ \ \\ \ \\ \\ \N, t� \ C I I r \ \ \\ I F\ \\\ ` I I I I " C oil \\\ — RAMP DOWN — — — — - C I \ \` \ — — HOTEL PARKING ON Y � \ F.H. O \ \ \ 4 N.CN \\+ l'T�'' '/ �h'' ' / ''' �'' \ \ \ _ ....... \. - \ - _ F I t- Q I \ a \ W C \ I \ 2\ C � I- I \ . w v, \ \ \ \ _ \. \ \ V \ Q U LU LL LL I`\'• ` U C I, \ cn I 1 o• - 1 , „ ,�. •..,,:• \ I a h ASH::... G5 ( ,.. , \ cn 4 \ PE ARE 5 0 S / NDSC A F- N - jI \ — — I - j a 1 \ NE s 1 H I BIKE STORAGE INANCE N � II ATV MAINTA 1 I\ C RA� GRADE — - — — 2 \ I H (n � I _ ON ELECTHIUAL �-- J rf e C \\ \\ I M , � II � � 'U3 1/3U .®- 2145E \\ N I ;. •, 3'23 SF \ I G ATE \ GARAGE CO --- C� \ \ L— RECYCL E Y \ \ \ °�`• ` _ _� -_ � AREA a \ \I 1--I \ C L C C M I C C C 1./- a cp \ I � GENERATOR I 161 11 I TRO \\ , S ORl ti.::• \ \ U114 — \ WAY ONE h — EACH LLS 8-4' :� •\ W +•2a, , \, ka y: ••. 1, „ 1; \ _ FENCE - .. .\•,•�,h,;,; , • •, ,. y. C \ \ oo eU t \ I I j C C J \ \ I a U,^3 \ vJ �t,t I V C \ \ 1 I\ C \ \, . to }••\ \\ HOTEL SP v\, ,•h� a .y a.. ....-.'CAHAGE ,\ , . � ACCESS LANE 'i• h.. ,,.... \ BIKE STORAGE h.` `w \\. -. � vh \• 0 ONE ,a WAY\» a;•.y::.}.:; \\\. ��`+\,+,,; .,,,,,,..;-\,,.: 393 SF 'LOADING I �;;} :.:�}.;;.�}� a\�:•'.\\\\...:.�\��x� 't "'', '• .......... .......................... \ - .. .......... ............ - 12' ACCESS EASEMENT \ N 20' EASEMENT (RAILROAD) \ 7 STALLS '-0" EACH / . i -'C C C C' C C C C 1 S. T_ L.S — — — — N — — 235 SF — — — — — PUUL I 133 5U5 SF I EXERCISE HUUMA IG4 /32 SF RES. ELEV. LOBBY , aoa 236 SF MAIL HUUM 11U 5UU SF \ \ - BUILDING ABOVE \ \ (TM) ( ) I—' N____11 11-1 TJ TI (TH ( TG) TF TE (TD) C C C C C C C C C C C C C C C C C C C F.H. 1 \ O OVERHANG, TYP. - O` C � C --.— • — — =CV —. — — L.S. — f 5 0 PERIMETER LANDSCAPE 72'-0" 801 011 81_011 27'-011 16'-011 9 STALLS @ 8'-0" EACH / 10 STALLS @ 8'-0" EACH 3 STALLS @ 9'-0" EACH 2 STALLS @ 8'-w GARAGE: SITE: LEVEL ONE: 92 STALLS LEVEL TWO: 93 STALLS LEVEL THREE: 94 STALLS LEVEL FOUR: 40 STALLS SUB TOTAL: 319 STALLS VALET: 17 STALLS TOTAL: 335 STALLS I C C, C C G F.H. CO 36'-011 16'-0" / 181-011 8'-0" 18'-011 16'-011 4 STALLS @ 9'-0" EACH 2 STALLS 2 STALLS 2 STALLS 2 STALLS @ 8'-0" @ 9'-0" @ 9'-0" @ 8'-0" STANDARD: 75 STALLS COMPACT: 103 STALLS ACCESSIBLE: 06 STALLS SUBTOTAL: 184 STALLS VALET: 17 STALLS TOTAL: 201 STALLS SEFA4T4TE PERMIT MEOUIRED FOR: 9 1314�11 hanicai tectrical 0WIpmbing as Piping ', j of Tukwila LPl1i,_`�s :'IG DIVISION EL ECTHIC 135 9U SF O ,23 p: V 6<�I 1/0U SF :.........>... .... 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U I E NEW CO NCRETE 1E CIO C I t LI ; :..... :....�... :.... :..-.<...<....:....:.E...:....:......:.:....:...:.. :....:....:...>.......:....: ; :: I SIDE WALK �i + I I W _ r';kl 77- _ \, T10 1 11 I 1 11 W 0 97 -4 o _ SE PROPERTY CORNER TO GRID 'TA' o IIIliiiiiiilII TB TA W N 0' UTILITY EASEMENT Co a I CL W C C O O W O 0) I. \— 1 2'-0" STALL (( r}5 i 1 11 1 11 11 1 11 36 -011 6 -0 16 -O OVERHANG, TYP. 721 -0 7 -4 17 3 4 STALLS @ 9'-0" EACH 2 STALLS EISTALLS @-9'-0" EACH = e @ 8'_0 -=---_ , LANDSCAPE AREA °a~ REVIEWED FOR CODE COMPLIANCE APPROVED a�- PEDESTRIAN PATH = AUG 210 2015 0 50' 100' N � W/(— (� 1 SITE -PLAN 1 =3 =j -A UP 5TAIK U I2 4 I ST-1 U2 REVISIQNS No changes shal► b made mm a to the scope Of t'rork without prior approval of Tukriila Building Division. NO Revisions win require a new plan submittal and m -y i€ dude additional plan review fees. AFT. OFFICE 3S9 SF HOTEL ELEV LOBBY UU•5 156 5F SCALE: 1/16" =V-0" . FILE COPY Pennit No.Ol- —42-1 o Plan review approval is subject to errors and omissions. Approval Pf construction documents does not authorize t; to violation of any adopted code or Ordinance. Receipt of approved Field Copy and is wiedged: Sy: Date: rJ 31, =P-0 -5 City of Tukwila LOADING AREA City of Tukwila BUILDING DIVISION STAMPED CONCRETE AST�I�IG PAV1N G... RECEIVED CITY OF TUKWILA AUG 18 2015 PERMIT CENTER I- rW V' z W Lij I L�1.. � Y [L O �c n o3 Q pY Z Q F_ Z W N N rr^^ VJ CONSULTANT REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3WI FRE-ff0nAVE: rf.�' UrM3'f4' SEATTLE, WA 98103 PHONE: (206) 826.4447 FAX: (206) 826.4446 SHEET TITLE AND NUMBER SITE PLAN A1.01 GENERAL REQUIREMENTS SUMMARY OF WORK Project consists of new construction as shown on these Contract Documents used in coordination with the Architectural and other discipline's documents. DEFINITIONS The following definitions are used throughout these structural notes: IBC -Governing code, including local amendments SER - Structural Engineer of Record per these Contract Documents UNO - unless noted otherwise GOVERNING CODE All design and construction shall conform to the 2012 International Building Code and local jurisdiction amendments. Reference to ASTM and other standards shall refer to the latest edition designated by IBC Chapter 35. Refer to the specifications for information in addition to that covered by these structural notes and drawings. DOCUMENTS Structural Documents shall be used in conjunction with Architectural Documents for all bidding and construction. Drawings indicate general and typical details of construction. Typical details and general notes shall apply even if not specifically denoted on plans, UNO. Where conditions are not specifically indicated similar details of construction shall be used, subject to review and approval by the Architect and the SER. Existing structural information, designated as (E) on the structural drawings, has been compiled from information furnished by various sources and is not necessarily field -verified by the engineer. Dimensions relating to existing structures are intended for use as guidelines only; all dimensions shall be field -verified by the contractor prior to start of construction. Notify the Architect of any discrepancies. These Contract Documents and any materials used in preparation of them, including calculations, are the exclusive property of the SER and can be reproduced only with the permission of the SER. WARRANTY The SER has used that degree of care and skill ordinarily exercised under similar circumstances by members of the profession in this locale and no other warranty, either expressed or implied, is made in connection with rendering professional services. SHOP DRAWINGS AND SUBMITTALS SHOP DRAWING & SUBMITTAL REVIEW (including Deferred Structural Components) The contractor must review and stamp the shop drawings & submittals for review. SER will only review submittals for items shown on SER documents. Submittals for Deferred Structural Components will receive cursory review by SER for loads imposed on primary structure. SER will review shop drawings for general conformance with design concept of the project and general compliance with the information given in the Structural Contract Documents. Review of submittals does not constitute approval or acceptance of unauthorized deviation from Contract Documents. Corrections or comments made on shop drawings during this review do not relieve contractor from compliance with the requirements of the plans and specifications. Contractor responsible for: • Reviewing, approving, stamping and signing submittals prior to submittal to Architect and SER • Timing submittals to allow two weeks of review time for the SER and time for corrections and/or resubmittal • Conformance to requirements of the Contract Documents • Dimensions and quantities • Verifying information to be confirmed or coordinated • Information solely for fabrication, safety, means, methods, techniques and sequences of construction • Coordination of all trades Resubmittals shall be clouded and dated for all changes to the submittal. Only clouded portions of resubmittal will be reviewed and SER's review stamp applies to only these areas. SUBSTITUTIONS Substitutions shall be submitted in writing prior to submittal of shop drawings. Shop drawings bearing substitutions will be rejected. Submit engineering data to substantiate the equivalence of the proposed items. The SER's basic services contract does not include review of substitutions that require re -engineering of the item or adjacent structure. Nor does the SER's contract cover excessive review of proposed substitutions. The fees for making these reviews and/or redesign shall be paid by the contractor. Reviews and approvals shall not be made until authorization is received. SUBMITTALS Shop drawings and material submittals shall be submitted to the Architect and SER prior to any fabrication or construction for the following structural items. Submittals shall include one reproducible and one copy; reproducible will be marked and returned. If deviations, discrepancies, or conflicts between shop drawings submittals and the contract documents are discovered either prior to or after shop drawing submittals are processed by the SER, the Contract Documents control and shall be followed. Structural submittals, reports, certificates, and other documents related to structural special inspections and tests should be submitted by the contractor, owner, or owner's authorized agent to the building department. OWNER RESPONSIBILITY The owner shall retain a Special Inspector to perform the special inspection requirements required by the building Construction sequence description official and as outlined in the Special Inspection section below. Contractor Quality Control testing procedures when required in specifications • Concrete mix designs • Concrete construction joint plans DESIGN CRITERIA • Concrete accessories material specification, size and location Reinforcing bar shop drawings and placing plans • Reinforcing bar mill certificates shall be available upon request BUILDING CATEGORY • Post -tensioning reinforcing Structural Risk Category II Studrails Importance factors for snow, wind and seismic are listed with the loading criteria. Non -shrink grout material specifications and manufacturer's installation recommendations See load maps forfloor, roof and wind loads. • Fabrication shop AISC Certification • Structural steel mill certificates shall be available upon request LIVE LOADS - SNOW Structural steel shop and erection drawings Numbering below is per IBC Section 1603.1.3: • Welding Procedure Specifications 1. Flat -Roof Snow Load: Pf = 25 psf Metal deck material submittal 2. Snow Exposure Factor: Ce = 0.9 Metal deck layout 3. Snow Importance Factor: Is = 1.0 Cold -formed steel shown on structural drawings - 4. Thermal Factor: Ct = 1.0 Deferred Structural Components listed below Additional Items: Ground Snow Load: Pg = 15 psf Snow drifting load per IBC w/ ground snow load A LATERAL LOADS - WIND Numbering below is per IBCSection 1603.1.4: 1. Ultimate Design Wind Speed (3-second gust)iult = 110 mph Nominal Design Wind Speed: Vasd = 85 mph 2. Risk Category: II Wind Importance Factor: I = 1.0 3. Wind Exposure: C 4. Internal Pressure Coefficient=+/-0.18 LATERAL LOADS - EARTHQUAKE (Garage) Capacities of each future column are based on number of piles. See plan below on this sheet for lateral loads imposed at top of pile cap level from future structures (weight of pile cap is included). Numbering below is per IBC Section 1603.1.5: 1. Risk Category: II 2. Seismic Importance Factor: le = 1.0 3. Mapped Spectral Response Acceleration Parameter3s = 1.12 g; S1= 1.24 g 4. Site Class: F; Site specific MCER provided by Geotech. 5. Design Spectral Response Acceleration Parameters:Sds = 0.75 g; Shc = 0.83 g 6. Seismic Design Category: E 7. Basic Seismic Force -Resisting Systems: Vertical Elements: Special Reinforced Concrete Moment Frames; Diaphragms: Post -Tensioned Slabs; 8. Modal Design Base Shear: (0.85) (1,630 kips) = 1,386 kips 9. Seismic Response Coefficient: CS = 0.149 10. Response Modification CoefficientR = 5 11. Analysis Procedure: Modal Response Spectrum Analysis Additional Items: • Building Location: 47.5° N, 122.3° W • Building Height = 35 feet • Redundancy Factors: North/South Direction = 1.0 East/West Direction = 1.0 LATERAL LOADS - EARTHQUAKE (Tower) Capacities of each future column are based on number of piles. See plan below on this sheet for lateral loads imposed at top of pile cap level from future structures (weight of pile cap is included). Numbering below is per IBC Section 1603.1.5: 1. Risk Category: II 2. Seismic Importance Factor: le = 1.0 3. Mapped Spectral Response Acceleration ParameterSs = 1.12 g; S1= 1.24 g 4. Site Class: F; Site specific MCER provided by Geotech. 5. Design Spectral Response Acceleration Parameters:Sds = 0.75 g; Sd1 = 0.83 g 6. Seismic Design Category: E 7. Basic Seismic Force -Resisting Systems: Vertical Elements: Special Reinforced Concrete Shear Walls; Diaphragms: Post -Tensioned Slabs; 8. Modal Design Base Shear: (0.85) (6,516 kips) = 5,540 kips 9. Seismic Response Coefficient: CS = 0.103 10. Response Modification CoefficientR = 6 11. Analysis Procedure: Modal Response Spectrum Analysis r` Additional Items: • Building Location: 47.5° N, 122.3° W • Building Height = 178 feet • Redundancy Factors: North/South Direction = 1.3 East/West Direction = 1.3 DEFERRED STRUCTURAL COMPONENTS Components referred to as Deferred Structural Components shall comply with these notes. These elements have not been permitted under the base building application. The contractor will be required to submit the component system documents to the building official for approval. The documents shall be stamped and signed by an engineer licensed by the state where the project is located. The deferred structural components shall not be installed until the design and submittal documents have been approved by the building official. Prior to building department submittal, the deferred structural components submittals shall receive cursory review by SER for loads imposed on primary structure and general conformance with design concept of the project and general compliance with the information given in the Structural Contract Documents. Review of submittals does not constitute approval or acceptance of unauthorized deviation from Contract Documents. Submittals of contractor -designed components shall include the designing professional engineer's stamp and signature, as noted above. The submittal shall be approved by the component vendor prior to review by the SER. The designing professional is responsible for code conformance and all necessary connections not specifically called out on architectural or structural contract documents. Submittals shall include details of connections to primary structure that indicate magnitude and direction of all loads imposed at point of connection. Design criteria shall be provided with submittal and calculations shall be made available upon request. The following list includes the items that are defined as Deferred Structural Components. Refer to other discipline's contract documents for additional deferred components that may require structural design and details. Connections of these elements shall not induce torsion on structural members. Deferred Structural Components shall be manufactured, delivered, handled, stored, and field erected in conformance with instructions prepared by the component vendor. Deferred structural components: • Exterior wall system support • Post -tensioning systems • Light -gage metal stud systems • Metal or precast stairs and landings • Handrails, guards, grab bars, and wall mounted shower seats • Marquees and cnnnnies, unless detailed on Contract Dnrurnonts • Fall -restraint systems CONTRACTOR PERFORMANCE REQUIREMENTS The contractor shall coordinate with the building department for all building department required inspections. Contractor shall verify all dimensions and all conditions at the job site, including building and site conditions before commencing work, and be responsible for same. All discrepancies shall be reported to the Architect before proceeding with work. Any errors, ambiguities and/or omissions in the contract documents shall be reported to the Architect immediately, in writing. No work is to be started before correction is made. Contractor shall verify and/or coordinate all dimensioned openings and slab edges shown on the contract documents. Some dimensions, openings and embedded items are shown on the structural drawings. Others may be required. Refer to architectural drawings for size and location of curbs, equipment pads, wall and floor openings, architectural treatment, embeds required for architectural items and dimensions. Refer to mechanical, plumbing, electrical and fire protection drawings for size and location of all openings for ducts, piping, conduits, etc. Submit openings to architect for review. Contractor -initiated changes shall be submitted in writing to the Architect for review and acceptance prior to fabrication or construction. Changes shown on shop drawings only will not satisfy this requirement. Contractor shall be responsible for all safety precautions and the methods, techniques, sequences or procedures required to perform the contractor's work. The Structural Engineer has no overall supervisory authority or actual and/or direct responsibility for the specific working conditions at the site and/or for any hazards resulting from the actions of any trade contractor. The Structural Engineer has no duty to inspect, supervise, note, correct, or report any health or safety deficiencies to the owner, contractors, or other entities or persons at the project site. The contractor shall provide temporary bracing as required until all permanent connections and stiffening have been installed. The contractor is responsible for the strength and stability of all partially completed structures including but not limited to concrete or masonry walls, steel framing and erection aids. The contractor shall at his discretion employ the aid of a licensed structural engineer to design all temporary bracing and shoring necessary to complete the work described in these contract documents. The contractor shall be responsible for all required safety standards, safety precautions and the methods, techniques, sequences or procedures required in performing his work. For concrete construction refer to ACI 318 - Section 6.2 "Removal of Forms, Shores, and Reshores". Do not scale drawings. Use only field verified dimensions. When electronic plan files are provided for the contractor's detailing convenience, it shall be noted that the electronic files are not guaranteed to be dimensionally accurate. The contractor uses them at his own risk. The published paper documents are the controlling Contract Documents. Electronic files of detail sheets and notes will not be provided. BUILDING MOVEMENT All non-structural wall connections shall account for construction tolerances, column shortening and beam deflections. In addition, all design components shall accommodate a typical vertical movement at each floor of 3/4" due to variable live loading. This displacement will occur at the free end of cantilever beams and at midspan of simple span beams. Non-structural walls shall accommodate typical lateral movements of 1/2" between adjacent floors perpendicular and/or parallel to the wall. Wall attachments shall not apply any lateral loads to the bottom flange of beams. If attachment is made to the bottom of beams, additional inclined struts bracing the bottom flange or other equivalent means to counteract this force shall be provided by the contractor. Al INSPECTIONS INSPECTIONS BY BUILDING OFFICIAL The building official, upon notification, shall make structural inspections as required by local ordinance. The inspection by the building official per IBC Section 110 will be separate from and in addition to the special inspection and structural observation mentioned subsequently, SPECIAL INSPECTIONS A Special Inspector shall be hired by the owner to perform the following special inspections per IBC Section 1704. See the specifications for additional requirements for special inspection and testing. The architect, structural engineer, and building department shall be furnished with copies of all inspection reports and test results. Designated seismic systems, defined in IBC Section 1705.11.4 - IBC Section 1705.11.7 as architectural, electrical and mechanical systems and their components that require design in accordance with ASCE 7-10 Chapter 13 and have a component important factor Ip greater than one, are subject to special inspection and testing. Additional systems and components requiring special inspection and testing include: HVAC ductwork containing hazardous materials and anchorage of such ductwork, piping systems and mechanical units containing flammable, combustible or highly toxic materials, anchorage of electrical equipment used for emergency or standby power systems, interior non - bearing walls (unit weight greater than 15 psf), exterior non -bearing walls, cladding and veneer (unit weight greater than 5 psf) and their anchorage, suspended ceiling systems and their anchorage, access floors and their anchorage, and steel storage racks and their anchorage (where Ip =1.5 at racks). Refer to IBC Section 1705 for required frequency of these special inspections and refer to IBC Section 1705.11 for required seismic qualification of designated seismic systems. Each contractor responsible for the construction of seismic force resisting system, designated seismic system, or component listed in the statement of special inspections shall submit a written statement of responsibility to the building official and the owner prior to the commencement of work on the system or component. The written statement shall be in accordance with IBC Section 1704. See IBC Chapter 17: "Structural Tests and Special Inspections" for more detailed requirements. SPECIAL INSPECTIONS OF SOILS (PER IBC 1705.6) Frequency Verification and Inspection Reference Continuous Periodic 2. VERIFY THAT EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND X HAVE REACHED PROPER MATERIAL 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL X MATERIALS 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT X THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL 5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE X _T AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY SPECIAL INSPECTIONS OF CONCRETE CONSTRUCTION (PER IBC 1705.3) Frequency Verification and Inspection Reference Continuous Periodic 1. INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING X IBC 1910.4 TENDONS, AND PLACEMENT ACI 318: 3.5, 7.1-7.7 2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE AWS D1.4 WITH TABLE 1705.2.2, ITEM 2b ACI 318: 3.5.2 3. INSPECTION OF ANCHORS CAST IN CONCRETE X ACI 318: D.9.2 4. INSPECTION OF ANCHORS POST -INSTALLED IN HARDENED CONCRETE MEMBERS: a. ADHESIVE ANCHORS INSTALLED IN HORZANTALLY OR X ACI 318: D9.2.4 UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAIN TENSION LOADS b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT X ACI 318: D9.2 DEFINED IN 4a 5. VERIFYING USE OF REQUIRED DESIGN MIX X IBC 1904.2, 1910.2, 1910.3 ACI 318: ChA, 5.2-5.4 6. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE X IBC 1910.10 SPECIMINS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR ACI 318: 5.6, 5.8 CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE ASTM C172, C31 CONCRETE SEATTLE DPD DR 20-2006 7. INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION X IBC 1910.6-8 TECHNIQUES ACI318: 5.9, 5.10 8. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING X IBC 1910.9 TEMPERATURE AND TECHNIQUES ACI 318: 5.11-5.13 9. INSPECTION OF PRESTRESSED CONCRETE a. APPLICATION OF PRESTRESSING FORCES X ACI 318: 18.20 11 VERIFICATION OF IN -SITU CONCRETE STRENGTH, PRIOR TO X ACI 318: 6.2 STRESSING OF TENDONS IN POST -TENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS 12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF X ACI 318: 6.1.1 THE CONCRETE BEING FORMED INSPECTION OF MECHANICAL SPLICING OF REINFORCING BARS X ICC REPORT FOR SPECIFIED PRODUCT INSPECTION OF ADHESIVE ANCHOR INSTALLATIONS AND X ICC REPORT POST -INSTALLED MECHANICAL ANCHOR INSTALLATIONS FOR SPECIFIED PRODUCT SPECIAL INSPECTIONS OF STRUCTURAL STEEL CONSTRUCTIONI Frequency Verification and Inspection Reference Continuous Periodic INSPECTION OF FABRICATOR'S QUALITY CONTROL PROCEDURES IBC 1704.2.5 MATERIAL VERIFICATION OF STRUCTURAL STEEL X AISC 630-N.5.2 INSPECTION OF WELDING STRUCTURAL STEEL: COMPLETE AND PARTIAL -PENETRATION GROOVE WELDS X MULTI -PASS FILLET WELDS X SINGLE -PASS FILLET WELDS > 5/16" X AISC 360-N.5.4 AISC 360-N.5.5 SINGLE -PASS FILLET WELDS 55/16" X AWS D1.1 WELDED STUDS WHEN USED FOR X STRUCTURAL DIAPHRAGMS STAIR AND RAILING SYSTEM WELDS X INSPECTION OF HIGH -STRENGTH BOLTING AISC 360-N.5.6 INSPECTION OF STEEL FRAME DETAILS FOR COMPLIANCE WITH X AISC 360-N.5.7 APPROVED CONSTRUCTION DOCUMENTS, INCLUDING MEMBER LOCATIONS, BRACING AND STIFFENING, AND APPLICATION OF... INSPECTION OF COMPOSITE CONSTRUCTION, INCLUDING AISC 360-N.6 PLACEMENT OF STEEL DECK AND STEEL HEADED STUD ANCHORS AWS D1.3 SPECIAL INSPECTIONS OF STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL (PER IBC 1705.2) Frequency Verification and Inspection Reference Continuous Periodic 1. MATERIAL VERIFICATION OF COLD -FORMED STEEL DECK: a. IDENTIFICATION OF MARKINGS TO CONFORM TO X APPLICABLE ASTM STANDARDS SPECIFIED IN THE APPROVED ASTM MATERIAL CONSTRUCTION DOCUMENTS STANDARDS b. MANUFACTURER'S CERTIFIED TEST REPORTS X 2. INSPECTION OF WELDING a. COLD -FORMED STEEL DECK: 1) FLOOR AND ROOF DECK WELDS X AWS D1.3 b. REINFORCING STEEL: 1) VERIFICATION OF WELDABILITY OF REINFORCING STEEL X OTHER THAN ASTM A706 2) REINFORCING STEEL RESISTING FLEXURAL AND AXIAL X FORCES IN INTERMEDIATE AND SPECIAL MOMENT AWS D1.4 FRAMES, AND BOUNDARY ELEMENTS OF SPECIAL ACI 318: 3.5.2 STRUCTURAL WALLS OF CONCRETE AND SHEAR REINFORCEMENT. 3) SHEAR REINFORCEMENT X 4) OTHER REINFORCING STEEL X SHEET INDEX S1.01 STRUCTURAL GENERAL NOTES S1.02 STRUCTURAL GENERAL NOTES S1.03 FLOOR LOAD MAPS S1.04 WIND LOAD MAPS S2.01PC PILE CAP PLAN S2.01S 1ST FLOOR SLAB PLAN S2.02 2ND FLOOR PLAN S2.02PT 2ND FLOOR POST -TENSIONING PLAN S2.03 3RD FLOOR PLAN S2.03PT 3RD FLOOR POST -TENSIONING PLAN S2.04 4TH FLOOR PLAN S2.04PT 4TH FLOOR POST -TENSIONING PLAN S2.05 5TH-7TH FLOOR PLAN S2.08 8TH-12TH FLOOR PLAN S2.13 13TH FLOOR PLAN S2.14 14TH-17TH FLOOR PLAN S2.18 18TH FLOOR PLAN S2.19 LOUNGE LEVEL FLOOR PLAN S2.19PT LOUNGE LEVEL POST -TENSIONING PLAN S2.19ST LOUNGE LEVEL STEEL COLUMN & CFS WALL PLAN S2.20 ROOF PLAN S2.40 GARAGE PILE CAP AND GRADE BEAM PLAN S2.41 GARAGE LEVEL 1 PLAN S2.41R GARAGE LEVEL 1 REINFORCING PLAN S2.42 GARAGE LEVEL 2 PLAN S2.42R GARAGE LEVEL 2 REINFORCING PLAN S2.43 GARAGE LEVEL 3 PLAN S2.43R GARAGE LEVEL 3 REINFORCING PLAN S2.44 GARAGE LEVEL 4 PLAN S2.4411 GARAGE LEVEL 4 REINFORCING PLAN S3.001 CONCRETE DETAILS S3.100 CENTER CORE PILE CAP PARTIAL PLANS S3.101 CENTER CORE PILE CAP SHEAR REINFORCING S3.102 CENTER CORE REINFORCED SECTIONS S3.103 SHEARWALL PILE CAP PARTIAL PLANS S3.104 SHEARWALL PILE CAP SECTIONS S3.201 CONCRETE FOUNDATION DETAILS S3.202 CONCRETE FOUNDATION DETAILS S3.203 CONCRETE FOUNDATION DETAILS S3.301 WALL ELEVATION CENTER CORE S3.302 WALL ELEVATION CENTER CORE S3.303 WALL ELEVATION CENTER CORE S3.304 WALL ELEVATION CENTER CORE S3.305 COUPLING BEAM DETAILS S3.306 COUPLING BEAM DETAILS S3.307 WALL SECTION CENTER CORE S3.308 WALL SECTION CENTER CORE S3.309 WALL SECTION CENTER CORE S3.310 WALL SECTION CENTER CORE S3.311 WALL SECTION CENTER CORE S3.312 WALL SECTION CENTER CORE S3.313 WALL SECTION CENTER CORE S3.314 WALL SECTION CENTER CORE S3.315 WALL SECTION CENTER CORE S3.316 WALL ELEVATIONS P101 S3.317 WALL SECTIONS P101 S3.318 WALL ELEVATIONS P201 S3.319 WALL SECTIONS P201 S3.401 CONCRETE COLUMN SCHEDULE S3.501 POST -TENSIONING DETAILS S3.502 POST -TENSIONING DETAILS S3.601 GARAGE ELEVATIONS S3.611 GARAGE GRADE BEAM DETAILS S3.612 GARAGE GRADE BEAM DETAILS S3.631 GARAGE SHEARWALL ELEVATIONS S3.632 GARAGE SHEARWALL SECTIONS S3.641 GARAGE COLUMN SCHEDULE S3.651 GARAGE POSTTENSION SCHEDULE S3.652 GARAGE POSTTENSION SCHEDULE S3.653 GARAGE DETAILS S5.01 STEEL DETAILS S5.02 STEEL DETAILS S5.03 STEEL DETAILS S6.01 CFS DETAILS REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 6 2015 City Of Tukwila BUILDING DIVISION REVIEWED This plait was reviewed for general couforn=ce with the rWbwiM as cmandcd by the jurisdiction: ft Stru WW Irovisions of the International Building Code O Non -Structural provisions of the internationw Building Code 13 Others: The project applicant is responsible for confinmance with all applicable codes, conditions of approval, and permit raphru>lerrts subject to the requirements and interpretations of the governing authority. This review does not relieve the Architect and Engineers of Record of the responsibility for a. complete design in accordsoce with the laws of the governing jurisdiction mid ft State of W Jedwiction el-r7' n-T✓!4 w c �g 13Y 5- REID MIDDLETON, INC. Code Review Consultant STEEL PIPE PILES WERE PREVIOUSLY SUBMITTED AND APPROVED UNDER PERMIT D14-0180. REFER TO PILE SUBMITTAL FOR ALL PILE INFORMATION RECEIVED CITY OF TUiI WIL.A AUG 18 2015 PERMIT CENTER ISSUE A Date Description 5.18.2015 1 07.31.2015 2 08.14.2015 PERMIT SET PERMIT SET REV 1 PERMIT SET REV 2 SCALE: CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W �- UZ 4 W W co Z 0 Q V V a L Z > C�< 0 :_ N Z_ \ N = W Z N <0 Z CONSULTANT HL 1201. First AvenueSouth, Suite 310 Seattle;; Washington 98134 206-902-5156: www.l"d,opsdiA.com CL E N 0 >V C: 0 4-1 CZ o T_ U r r- CU CU O ■ T--- (U cl) c E cu L 0LL .N L m QJ REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE,,WA 981-03 PHONE (206)i826' Li�-- FAX: (206)'826-4446 AUS 1 SHEET TITLE AND -NUMBER + STR L rT,�,`" I GENERAL NOTES--_ S1.01 PLOTTED:8117/2015 9:48:04 AM Al CONCRETE CAST -IN -PLACE CONCRETE Concrete materials shall conform to the following: Portland cement: Type 1, ASTM C150 Fly ash (if used): ASTM C618 class F or C quantity shall not exceed (by weight) 25% of cement content, and maximum loss on ignition = 1% fly ash is not allowed in post -tensioned concrete orshotcrete Lightweight aggregates: lightweight aggregates shall not be used without prior approval of SER and building department Normal weight aggregates: ASTM C33 Sand equivalent: ASTM C33 Water: Potable per ASTM C94 Air entraining admixtures: ASTM C260 Chemical admixtures: ASTM C494 Flowable concrete admixtures: ASTM C1017 Durability requirements of concrete mixes shall conform to building code. These requirements include water- cementitious material ratios, minimum compressive strengths, air entrainment, type of cement, and maximum chloride ion content. CONCRETE STRENGTH REQUIREMENTS TABLE Strength Max Min Exposure Ex Category P g y Building Location f'c Test Age Agg Size Cement or F S P C (psi) (inch) Max W/C Ratio 1 1/2 SACK LEAN MIX SOIL 1,500 28 SAND SO PO C1 CEMENT MISCELLANEOUS 41000 28 3/4" 0.44 FO SO PO C1 CONCRETE NOT EXPOSED ... PILE CAPS MILD REINFORCED... 5,000 28 1" 0.44 FO SO PO C1 COLUMNS PER SCHED 56 3/4" 0.44 FO SO PO C1 TOWER SHEAR WALLS 8,000 56 3/4" 0.44 FO SO PO Ci PT SLABS 6,000 56 3/4" 0.40 FO SO PO C1 CONCRETE ON METAL DECK 4,000 1 28 3/4" 0.44 FO SO PO C1 PILE CAPS, GRADE BEAMS, SLAB ON GRADE (INTERIOR) 4 000 ' 28 1" 0.44 FO SO PO C1 PILE CAPS, GRADE BEAMS, SLAB ON GRADE (EXTERIOR) 4 500 28 1" 0.44 F1 SO PO Cl GARAGE COLUMNS (INTERIOR) PER SCHED 28 3/4" 0.44 FO SO PO C1 COLUMNS (EXTERIOR) PER SCHED 28 3/4" 0.44 F1 SO PO C1 SHEAR WALLS (INTERIOR) 4,000 28 3/4" 0.44 FO SO PO C1 SHEAR WALLS (EXTERIOR) 4,000 28 3/4" 0.44 F1 SO PO C1 PT SLABS 5,000 1 56 3/4" 0.40 F1 SO PO C1 CONCRETE MIXTURES Mixes shall be proportioned to accommodate placement. Slump, W/C ratio, admixtures and aggregate size will be determined by the contractor in accordance with ACI. Mixes shall be approved by one of the following criteria: • Mix design is submitted in accordance with ACI 318 Section 5.3. Mixn is submitted in accordance design c e with ACI 318 Section 5.4. g All concrete, including slab on grade, shall contain an acceptable water -reducing admixture conforming to ASTM C494 and be used in strict accordance with the manufacturer's recommendations. All concrete which is exposed to freezing and thawing in a moist condition or exposed to deicing chemicals shall contain an air entraining agent, conforming to ASTM C260. The amount of entrained air shall be 5%+/-1% by volume. Air % is based on 3/4" coarse aggregate; adjust air % per ACI 318 for other coarse aggregate sizes. Air -entrainment shall not be used at slabs that will receive a smooth, dense, hard -troweled finish. Trucks hauling plant -mixed concrete shall arrive on -site with a field ticket indicating the maximum gallons of water that can be added at the site not to exceed the total water content in the approved mix design. Concrete shall be deposited as nearly as practicable in its final position to avoid segregation due to rehandling or flowing. Concrete shall be thoroughly consolidated by suitable means during placement and shall be thoroughly worked around reinforcement, embedded items, and into corners of forms. FORMWORK AND ACCESSORIES Concrete construction shall conform to ACI 301 "Specifications for Structural Concrete" and the Building Code, including testing procedures. See specifications and/or architectural documents for formwork requirements. Installation shall adhere to ACI 301. Conduits and pipes of aluminum shall not be embedded in concrete construction. See architectural drawings for exact locations and dimensions of door and window openings in all concrete walls. See mechanical drawings for size and location of mechanical openings through concrete walls. See architectural drawings for all grooves, notches, chamfers, feature strips, color, texture, and other finish details at all exposed concrete surfaces, both cast -in -place and precast. See structural details for reinforcing around openings. Contractor shall submit the proposed locations of construction joints to the Architect for acceptance before starting construction. Erico Lenton Formsaver (ER-3967) may be used as an alternate to the roughened joint. All construction, control, and isolation joints for slabs on ground shall be in accordance with the typical details. Concrete accessories and embedded items shall be coordinated with Architectural and all other Contract Documents and suppliers' drawings before placing concrete. Wet -setting of anchor rods, reinforcing, hardware, etc. is not allowed in concrete. Anchor rods, reinforcing, hardware, etc. shall be firmly tied in place prior to concrete placement. Refer to Architectural documents for waterstops, dampproofing, and soil retaining wall drainage requirements at concrete and at concrete joints (construction joints, slab to wall joints, curb to slab joints, etc). STUDRAILS Studrails specified on the drawings shall be as manufactured by Decon, Inc. (ER-5078) or approved equal and shall be in strict accordance with applicable ICC report. RIGID FOAM Styrofoam or Rigid Foam specified on the drawings for filling voids shall have minimum compressive strength of 40 psi and be manufactured by the Dow Chemical Company (NER-699) or approved equal and shall be installed in strict accordance with the manufacturer's recommendations. CURING AND FINISHES Protect and cure freshly placed concrete per ACI 305 in hot conditions, ACI 306 in cold conditions, and ACI 308 "standard specification for curing concrete". All exposed edges and corners shall have 3/4" chamfer, UNO. Concrete flatwork shall be sloped to provide positive drainage. Coordinate finish with architectural contract documents. At the time of application of finish materials or special treatment to concrete, moisture content of concrete shall conform to requirements in finish material specifications. Where vapor sensitive coverings are to be placed on slabs on grade, conform strictly to slab covering manufacturer's recommendations regarding vapor retarder and granular fill requirements below the slab. CONCRETE CRACK MAINTENANCE Cracking occurs in concrete structures due to inherent shrinkage, creep, and the restraining effects of walls and other structural elements. Most cracking due to shrinkage and creep will likely occur over the first two years of the life of the structure; further concrete movement due to variations in temperature may persist. Cracks that result in water penetration will need to be repaired to protect reinforcing. Other cracking may be repaired at the owner's discretion for aesthetical reasons or performance of applied finishes. Prior to repairing cracks, a structural engineer should be consulted to provide direction on which cracks to repair and on whether observed cracks may affect the strength of the structure. CRACK MAINTENANCE IN POST -TENSIONED CONCRETE Due to special features of unbonded post -tensioning, it is possible that a number of hairline cracks, which would normally spread over a wide area, will integrate into less frequent and wider cracks. It is emphasized that although measures to mitigate the number and causes of such cracks have been implemented (low w/c ratio, release joints, closure strips) it is not practical to provide total articulation between post -tensioned slab systems and their supports. GROUTING STEEL BASE PLATES Nonshrink grout for base plates shall be an approved nonshrink cementitious grout containing natural aggregates delivered to the job site in factory prepackaged containers requiring only the addition of water. The minimum 28-day compressive strength shall be at least 6000 psi, UNO. Grouts shall meet ASTM C1107. Approved grouts include: Master Builders' "Master Flow 713", Sika Corporation's "Sikagrout 212", Burke Company's "Nonferrous Nonshrink Grout", W.R. Meadows CG-86 Construction Grade Grout, or approved equal. Grout shall be mixed, applied, and cured strictly in accordance with the manufacturer's published recommendations. POST -TENSIONING PRE -CONSTRUCTION MEETING A pre -construction meeting shall be arranged by the contractor. This meeting shall be attended by the contractor, structural engineer of record, tendon/steel placement subcontractor, concrete supplier, tendon supplier, concrete placement/finishing subcontractor(s), and a representative from the special inspection agency and the building department. The structural engineer shall provide a meeting agenda (unless the building department requires the use of a specific agenda). SHOP DRAWINGS Shop drawings showing all details of tendon placement, end anchorage, connections, and other post tensioning details shall be submitted to the structural engineer for review prior to tendon fabrication. Refer to general structural notes for deferred submittals for additional information, including stamping requirements. SHORING Shoring at all post -tensioned concrete shall remain in place until tendons are stressed. Shoring at closure strips and pour strips shall remain in place until concrete in strip has reached design strength. See the post -tensioning plans for shoring extent at closure strips. BLOCKOUTS The contractor shall submit to structural engineer locations and sizes of all blockouts located within the post -tensioned members. Submittal shall occur prior to placement of blockouts. INSERTS Inserts for suspended mechanical, electrical, and architectural work shall be cast -in -place. If additional fasteners are required, power driven fasteners will be permitted only where it can be shown that the inserts will not spall the concrete and are located so as to avoid damaging the tendons. CONDUIT The contractor shall submit drawings to structural engineer showing size, location and extent of all conduit to be placed in post -tensioned concrete. Engineer shall review drawings, prior to placement of conduit, for impact of conduit placement on structural integrity of concrete. See post -tensioning details for restrictions on placement of conduit. Conduits and pipes of aluminum shall not be embedded in post -tensioned concrete. ANCHORAGE Anchoring hardware shall meet the minimum requirements set forth in ACI building code requirements for reinforced concrete (ACI 318 chapter 18), latest edition and in ACI 423.7 (latest edition). CONCRETE STRENGTH Concrete strength shall be as noted in the general structural notes for concrete. Grout or concrete containing chlorides shall not be used in the vicinity of tendons or anchors. Tensioning operation shall not commence until test of cylinders, cured underjobsite conditions, indicates that concrete has reached a minimum compressive strength of 3,000 psi. Concrete samples for strength tests shall be taken at the point of placement. PRESTRESSING STEEL Prestressing steel shall be 1/2" diameter seven wire low -relaxation strand for prestressed concrete manufactured in accordance with ASTM A416, free from corrosion and having a guaranteed minimum ultimate tensile strength of 270 ksi. Strand shall be shop coated with a post -tensioning coating in accordance with ACI 423.7 and shall be encased in 50 mil thickness continuous extruded seamless polyethylene sheathing in accordance with ACI 423.7. Tears in sheathing greater than four inches (zero inches at encapsulated system) in length shall be taped before concrete pouring. Tape shall conform to the Post -Tensioning Institute's "Field Procedures Manual for Unbonded Single Strand Tendons", latest edition. POST -TENSIONING TENDONS Unbonded single strand post -tensioning tendons consist of prestressing steel with post -tensioning coating and encased in a sheathing and anchorages at end locations. Unbonded tendon materials criteria and fabrication requirements shall conform to all requirements of ACI 423.7 (latest edition) Specification for Unbonded Single -Strand Tendon Materials". Post -tensioning is designated on the structural plans as the number of individual 1/2" diameter tendons. All tendons shall be jacked to 33 kips (80% of specified tensile strength of 1/2" diameter tendons) with the anchorage seating to be 1/4" or less. Tendon layout on the drawings is based on a wobble coefficient of 0.0014, a curvature coefficient of 0.07, and a modulus of elasticity of 28,500 ksi. ENCAPSULATED PO CAPSU POST -TENSIONING ENSIONING SYSTEMS Encapsulated systems shall be in conformance with ACI 423.7, (latest edition). Anchorages, wedges, and prestressing steel shall be protected against corrosion by a watertight connection to the sheathing and a watertight closure of the wedge cavity. Encapsulation systems that employ the use of bare metallic anchorages produced from a material that is subject to corrosion are unacceptable. Sleeves used to connect the sheathing to the anchorage shall conform to ACI 423.7 section 2.5.2. Tapecomponent in the system used as a c p encapsulation sy em shall conform to the Post -Tensioning Institutes Field Procedures Manual for Unbonded Single Strand Tendons", latest edition. TENDON LOCATIONS Tendon locations shall be marked on the underside of all post -tensioned slabs with durable marking material. Marking shall be sufficient to identify zones where tendon locations exist to allow for future drilling of slabs without damaging tendons. TENDON PLACEMENT Tendons shall be draped to a parabolic profile between supports as indicated in details and shall conform to the control points shown on the profile. Dimensions shown on details and plans locate the center of gravity of the tendon or group of tendons. Low points are at midspan unless noted otherwise. Adequate support bars and chairs shall be furnished to hold tendons in place during the concrete placement. Support bar spacing shall be 42"oc max. Chairs are required at all intersections of distributed tendon groups and support bars. Chairs for support bars at banded tendons shall be spaced not more than 24"oc (two chair minimum). Vertical tendon dimensions between noted control points shall not vary more than 1/4" (3/8" for concrete thicker than 12") from the dimensions shown on the shop drawings. No variations are allowed from tendon offsets noted on the structural plans and details. Deviations of up to 12" in spacing of slab tendons will be permitted where required to avoid openings, inserts, and dowels. Where mild steel interferes with tendon locations, proper tendon location has priority. Twisting or entwining of individual wires or strands within a bundle shall not be permitted. STRESSING OPERATIONS Job site instruction of contractor's personnel in all placing and stressing operations shall be provided by post -tensioning supplier as required. Records shall be kept by a qualified agency of all jacking forces and elongations and shall be submitted promptly to the structural engineer. Measured elongations deviating up to 7% above or below required elongations are acceptable (use 1/4" tolerance for tendons pulls of 50'-O" or less). If measured elongations exceed tolerance, contact tendon supplier and structural engineer. Tendon tails shall not be cut prior to review and acceptance of elongation reports by structural engineer. In addition, not less than 12 hours after tendon stressing, special inspector shall inspect anchors for possible tendon slippage prior to cutting. After tendons are cut, coat stressing anchorage with corrosion preventative material, clean sides of stressing recess and fill stressing recess with non-metallic, non -shrink grout as soon as possible after cut tendon has cooled. REINFORCEMENT IN CONCRETE REINFORCING STEEL Reinforcing steel shall conform to ASTM A615 (including supplement Sl), Grade 60, Fy = 60,000 psi, except any bars specifically so noted otherwise on the drawings. REINFORCING STEEL IN DUCTILE FRAME MEMBERS Longitudinal reinforcement in ductile frame members and in wall boundary members shall comply with ASTM A706. ASTM A615 Grade 60 reinforcement are allowed in these members if (a) the actual yield strength based on mill tests does not exceed the specified yield strength by more than 18,000 psi (retests shall not exceed this value by more than an additional 3,000 psi) and (b) the ratio of the actual ultimate tensile stress to the actual tensile yield strength is not less than 1.25. WELDED WIRE REINFORCING Welded Wire Reinforcing (WWR) shall conform to ASTM A185. Lap splice adjacent mats of welded wire fabric a minimum of 8" at sides and ends. In equipment pads, use minimum WWR 6x6-W2.1xW2.1, LINO. DEFORMED BAR ANCHORS (DBA) Anchors shall be Nelson deformed bar anchors (ER 5217) or approved equal. Anchors shall be shop welded to plates or steel members by automatic end welding equipment. 1/2" diameter bars shall have 24" length, unless noted otherwise. PROCEDURES Reinforcing steel shall be detailed (including hooks and bends) in accordance with ACI 315 "Details and Detailing of Concrete Reinforcement". Lap all reinforcement in accordance with "The Reinforcing Splice and Development Length Schedule" on these documents. If table is not provided, lap all reinforcing by 40 bar diameters. Provide corner bars at all wall and footing intersections. Reinforcing steel shall be adequately supported to prevent displacement during concrete and grout placement. Bars shall be bent cold. Bars partially embedded in concrete shall not be field bent, unless specifically so detailed or approved by the SER. Mechanical connection of continuous reinforcing bar shall be used where shown on documents and may be substituted for lap splices if approved by the SER. Such connections shall develop at least 125% of the specified yield strength of the bar. Acceptable connectors shall be the Erico Lenton Plus Standard Coupler (ER-3967), Dayton Superior Bar -Lock L Series (ER-5064), or approved equal. Welding or tack welding of reinforcing bars to other bars orto plates, angles, etc, is prohibited, except where specifically approved by the SER. Where welding is approved, it shall be done by AWS/WABO-certified welders using E9018 or approved electrodes. Welding procedures shall conform to the requirements of AWS D1.4. Any Grade 60 reinforcing bars indicated on drawings to be welded shall conform to ASTM A706. Reinforcement complying with ASTM A615 (S1) may be welded only if material property reports indicating conformance with welding procedures specified in AWS D1.4 are submitted. Welding within 4" of cold bends in reinforcing steel is not permitted. ANCHORAGE Post -installed anchors shall not be installed without prior approval of engineer of record unless noted otherwise on the plans. ADHESIVE ANCHORS Adhesive anchors (threaded rods or reinforcing bar) specified on the drawings shall be installed using "HIT-TY 200" as manufactured by the Hilti Corporation. Install in strict accordance with ICC Report No. ESR-3187. Rods shall be ASTM A307, unless noted otherwise. Special inspection of installation is required. EXPANSION ANCHORS Expansion anchors into concrete shall be "Kwik Bolt TZ" as manufactured by the Hilti Corporation. Install in strict accordance with ICC Report Number ESR-1917, including minimum embedment requirements. Substitutes proposed by contractor shall be submitted for review with ICC Reports indicating equivalent or greater load capacities. Special inspection of installation is required. SCREW ANCHORS Post -installed mechanical anchors into concrete shall be "Titen HD" screw anchors as manufactured by the Simpson Strong -Tie Company. Install in strict accordance with ICC Report Number ESR-2713, including minimum embedment requirements. Titan HD screw anchors are approved for dry interior applications only. Special inspection is required for the installation of all screw anchors resisting tension. DRIVE PINS Drive pins and other powder -actuated fasteners shall be low velocity type "Series X-U" (0.157" 0, unless noted otherwise) as manufactured by the Hilti Corporation, or an approved equivalent in strength and embedment. Install in strict accordance with ICC Report Number ESR-2269. Minimum embedment in concrete shall be 1", unless noted otherwise. Maintain at least 3" to nearest concrete edge. STRUCTURAL STEEL REFERENCE STANDARDS Steel construction shall conform to the latest editions of the AISC Specifications and Codes. "Specification for Structural Steel Buildings" ANSI/AISC 360 (latest edition), "Specification for Structural Joints Using ASTM A-325 or A-490 Bolts" AISC 348 (latest edition) and "Code of Standard Practice for Steel Buildings and Bridges" AISC 303 (latest edition) amended by the deletion of paragraph 4.4.1. FABRICATORS Fabricators for structural steel must have a quality assurance program in place. The quality assurance program must meet the requirements of one of the following methods: • Participation in the AISC quality certification program. • Meeting the requirements of AISC seismic provisions for structural steel buildings, appendix Q and submitting plan documentation to the authority having jurisdiction, the engineer of record, and the owner or owner's designee. Where applicable the requirements set forth in the quality assurance requirements for wind and seismic under the criteria section of the general notes should be included in the selected method. Certificates of Compliance with these requirements must be submitted to the building official at the completion of fabrication. FINISHING The terms finish, finish column, finishing, milled, milled surface or milling are intended to include surfaces which have been accurately sawed or finished to a true plane as defined by AISC. Grind surface value equal to or less than 1,000 as defined by ANSI B46.2 (4-inch and thinner). STEEL COATINGS AND PROTECTION Coatings and protection (weather, fire, corrosion, etc.) shall be as specified by the architect. Galvanized steel members shall conform to ASTM A-123 and galvanized steel hardware shall conform to ASTM A-153. Guidelines outlined in ASTM A-384 shall be followed in order to safeguard against warping and distortion during hot -dip galvanizing of steel assemblies. Steel anchors and ties embedded in concrete and masonry shall be left unpainted. CORROSION CONTROL All steel noted as galvanized and any steel in ground contact or within 6-inches of grade shall be zinc -plated (galvanized) by the hot -dipped galvanic method (or pre -approved equivalent), except where such steel is to be fully encased in concrete. Furthermore, any surface where the coating has been removed or damaged must be brushed and re -coated in clean, dry field conditions with an approved zinc -based anti -corrosion coating except where such area is to be encased in concrete. SHOP PAINTING All steel to be shop primed. Steel fire proofed or encased with concrete need not be painted. All other steel shall be given one coat of shop paint, in accordance with Section 1.24 of the AISC "Specification" and Section 6.5 of the AISC "Code", unless noted otherwise. The surface of the structural e preparation Ural st el prior to painting shall be in accordance with the specific paint manufacturer's published recommendations. Structural joints and faying surfaces which are to be connected by means of welds or bolts shall not be painted until all welds and bolts are installed, inspected and approved. Paint shall be held back 3" from the faying surface or the joint to be welded. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) Steel members exposed to view in the final building shall meet the requirements of Section 10 of the AISC Code of Standard Practice. This criteria does not apply to steel members in mechanical, electrical and storage rooms. STRUCTURAL STEEL MEMBERS Structural Steel shall conform to the following requirements (unless otherwise shown on plans): STRUCTURAL STEEL MEMBER SPECIFICATIONS TABLE Type of Member ASTM Specification Fy ROLLED WIDE -FLANGE SHAPES A992 50 ksi SQUARE & RECTANGULAR HSS SECTIONS A500, GRADE B 46 ksi ROUND HSS SECTIONS A500, GRADE B 42 ksi STEEL PIPES A53, GRADE B 35 ksi PLATES, CHANNELS, ANGLES A36, GRADE 36 36 ksi THREADED RODS A36 36 ksi ANCHOR RODS (HOOKED, HEADED, THREADED & NUTTED) F1554, GRADE 36 (UNO) 36 ksi COMMON BOLTS A307, GRADE A - STRUCTURAL FRAMING BOLTS A325, TYPE 1 - TWIST -OFF TYPE TENSION -CONTROL BOLTS F1852 (A325, TYPE 1) - HEX NUTS A563 - FLAT CIRCULAR WASHERS F43G - SQUARE OR RECTANGULAR BEVELED WASHERS F436 - COMPRESSIBLE -WASHER TYPE DIRECT -TENSION INDICATORS F959 - HEADED SHEAR STUDS A29 - STEEL FRAMING The contractor shall be responsible for all erection aids and joint preparations that include, but are not limited to: erection angles, lift holes, and other aids; welding procedures; required root openings; root face dimensions; groove angles; backing bars; copes; surface roughness values; and tapers of unequal parts. STEEL FLOOR DECKING Steel deck shall be of depth shown on the structural drawings. Gage of deck shall be determined by the contractor based on the span conditions, shoring requirements, and the superimposed loads shown on the drawings, load diagrams, and notes. Minimum gage shall be 20. Maximum dead load deflection is 3/4" or L/180. The capacities of the deck shall be based on current ICC reports. Shop drawings shall be submitted showing deck gage, layout, fastening, stud layout, and closures. If any shoring is to be used, it shall be approved by the general contractor and shall be shown on the shop drawings Units shall span over four supports, continuous over three or more spans, except where framing does not permit Steel deck types shall be Verco type W (ER-2078P), ASC Profiles type W (ESR-1414) or approved equal. The AISI specifications shall govern the design of all deck units. Steel deck and all of its flashings shall conform to ASTM A-653, SS, Grade 33, Fy = 38 ksi. The steel shall have received, before being formed, a metal protective coating of zinc conforming to ASTM A-653-G60. All welding shall be in accordance with AWS D1.3. STEEL ROOF DECKING Steel deck shall be of depth and gage shown on the structural drawings. Minimum gage 20; othergages are indicated on the drawings. Units shall span over four supports, continuous over three or more spans, except where the framing does not permit. The AISI specifications shall govern the design of all deck units. Steel deck and all of its flashing shall conform to ASTM A- 653, SS, Grade 33, Fy = 38 ksi. The steel shall have received, before being formed, a metal protective coating of zinc conforming to ASTM A-653-G60. All welding shall be in accordance with AWS D1.3. HEADED SHEAR STUDS Headed shear studs shall be Tru-Weld, a Division of TFP Corp. (ER-3741) or Nelson Welding, Inc. a Fabristeel Company (ER-2614). Shear connector studs shall be automatically end welded in shop or field with equipment recommended by manufacturer of studs. Steel stud material, welding and inspection shall be in accordance with AWS D1.1. WELDING All welding shall be in conformance with AISC and AWS standard and shall be performed by AWS/WABO certified welders in accordance with AWS D1.1. Only Prequalified welders, as defined by AWS, shall be used. Shop drawings shall show all welding with AWS D1.4 symbols. Welds shown on the drawings are the minimum sizes. Increase weld size to AWS minimum sizes, based on plate thickness. Minimum welding shall be 3/16" UNO. All welds shall be made using low -hydrogen electrodes with minimum tensile strength of 70 ksi and a Charpy V-Notch (CVN) toughness of at least 20 foot-pounds at -20° Fahrenheit. Low hydrogen SMAW electrodes shall be used within 4 hours of opening their hermetically sealed containers, or shall be re -dried per AWS D1.1. Electrodes shall be re -dried no more than one time, and electrodes that have been wet shall not be used. Welding procedures shall be submitted to the owner's testing agency for review prior to commencement of fabrication or erection. All complete -penetration welds shall be ultrasonically tested upon completion of the connection except plate less than or equal to 1/4" thick shall be magnetic particle tested. Complete penetration welds on plates less than or equal to 1/4" shall be magnetic particle tested. Reduction in testing shall be made in accordance with the Building Code and with approval from the SER. Field welds shown are engineer's recommendation. Contractor is responsible for actual welds used to support specific means and methods. WELDING REINFORCING BARS Welding of grade 60 reinforcing bars (if required) shall be performed using low hydrogen electrodes and A-706 reinforcement. Welding of grade 40 reinforcing bars (if required) shall be performed using E70XX electrodes. Welding within 4" of cold bends in reinforcing steel is not permitted. See reinforcing notes for material requirements of welded ba rs. WELDING GALVANIZED STEEL Welding of galvanized steel shall conform to AWS specification D-19.0. Welded areas of galvanized steel shall be touched up in conformance with ASTM A-780. BOLTS All A-325N connection bolts need only be tighten to snug -tight (ST) conditions, defined as the tightness that exists when all plies in a joint are in firm contact. This may be attained by a few impacts of an impact wrench or the full effort of a man using an ordinary spud wrench. All bolt holes shall be standard size, unless noted otherwise. All ASTM A-307 bolts shall be provided with lock washers under nuts or self-locking nuts. COLD -FORMED STEEL MATERIAL Cold -formed steel material shall be manufactured and formed, per ASTM A1003/A1003M, from galvanized ASTM A653 SS Grade 50 steel for 54, 68 and 97 mil base thickness material and from galvanized ASTM A653 SS Grade 33 material for 43 and 33 mil base thickness material, UNO. Where noted, painted cold -formed steel material shall conform to ASTM A570 SS Grade 80. Minimum cold -formed steel acceptance criteria shall be per ICC-ES AC46. All galvanized members shall conform to ASTM A924 with the following minimum coating requirements: non- structural members (ASTM C645 -G40 coating), structural members (ASTM C955 -G60 coating), exposed exterior members (ASTM C955 - G90 coating). Each member shall bear a legible sticker, stamp, stencil, or embossment, spaced a maximum of 48"oc on the web of the framing member, indicating the minimum steel sheet thickness, metallic -coating designation, minimum yield strength, product designation, and name of manufacturer. Where members are not labeled, the contractor shall be responsible for verifying that the steel is in compliance with the project specifications. SUBMITTALS Product data for all members, accessories, and fasteners shall be submitted to the architect, structural engineer, and building department for review and acceptance prior to fabrication and erection. Framing substitutions shall be subject to review and acceptance by the architect and structural engineer prior to fabrication and installation. COLD -FORMED STEEL FRAMING All cold -formed steel framing shall be in accordance with AISI "North American Specification for the Design of Cold - Formed Steel Structural Members", as amended by the International Building Code and shall strictly conform with ICC report ER-4943P. All cold -formed steel products shall be manufactured by current members of the Steel Stud Manufacturers Association (SSMA). Material designations noted on the drawings, relating to member types and sizes or miscellaneous framing items, refer to product identification standards adopted by the SSMA. SSMA products have a four part identification code as indicated in the following example: MEMBER DEPTH IN 1/100 INCHES STYLE: S = STUD/JOIST SECTION T = TRACK SECTION U = CHANNEL SECTION F = FURRING CHANNEL SECTION 600 S 162 - 54 L = ANGLE OR L-HEADER / � FLANGE WIDTH IN 1/100 INCHES MATERIAL THICKNESS IN MILS (1 MIL= 1/1000 INCH) INSTALLATION Each joist, rafter, truss and structural wall studs shall be aligned within 3/4 from centerline of horizontal framing member to centerline of vertical framing member, UNO, or as specified in figure C1-1 of the AISI standard "North American Standard for Cold -Formed Steel Framing - General Provisions". Structural framing members shall be installed per ASTM C1007 and non-structural framinge members per ASTM C754. Concrete bearing surfaces at structural framing shall provide a uniform bearing surface with a maximum 1/4" gap between the track and the concrete. Steel bearing shims or non -shrink grout can be used to achieve this requirement. The bottom track of load bearing walls shall not extend over the edge of formed concrete bearing surfaces below. Cold -Formed steel shall not be in direct contact with the ground unless noted otherwise. SCREWS For steel -to -steel connections and for structural sheathing -to -steel connections shall be self tapping, self drilling fasteners in compliance with ASTM C1513 and shall have a Type II coating in accordance with ASTM B633 "Electro- Deposited Coating of Zinc on Iron and Steel". Self -Piercing screws per ASTM C1002 are permitted for connection of 33 mils steel or thinner. The screw manufacturer shall provide verification of the fasteners resistance to hydrogen embrittlement. Screws shall conform to SAEJ78 "Standard Specification for Self -Drill Tapping Screws". Screw acceptance shall be based on ICC-ES AC118 "Acceptance Criteria forTapping Screw Fasteners". Screw connections shall be in compliance with the AISI standard "North American Standard for Cold -Formed Steel Framing-Gener 2007 Edition". General Provisions i i n .Screw connections s a made from the n hall b lighter material into the thicker material, UNO. Screws shall extend through the steel connection a minimum of three exposed threads and shall have minimum center -to -center spacing and edge distances of three times the nominal screw diameter. Screws shall be installed and tightened in accordance with the manufacturer's recommendations and shall not cause permanent separation between components. Sheathing fasteners shall maintain a minimum 3/8" edge distance in sheathing and shall have their heads flush with the sheathing (but no more than 1/16" below the surface of the sheathing). Stripped screws in direct tension shall be considered ineffective and shall be replaced. Stripped screws in shear that constitute more than 25% of the total screws in the connection shall be considered ineffective and shall be replaced. Stripped screws are permitted to be removed and replaced with screws of the next larger diameter. MINIMUM SCREW SIZES IN COLD -FORMED STEEL TABLE Connection Minimum Screw Size METAL TO METAL (68 mils) #10-16 (#3 POINT) METAL TO METAL (33 mils -54 mils) #8-18 (#2 POINT) METAL TO METAL (SHEAR WALLS) #8-18 (#2) POINT) WAFER HEAD APA SHEATHING (SHEAR WALLS) #8-18 (#2 POINT FLAT HEAD w/ 0.292" O HEAD MIN GWB OR GYPSUM SHEATHING #6 x 1" (#2 POINT) DRYWALL METAL DECK TO FRAMING #12-14 (#3 POINT) SIMPSON HARDWARE PER SIMPSON CATALOG Allowable loads for screw connections (lbs/screw) shall be as indicated in the table below and shall be verified by the contractor prior to construction. The contractor shall either provide screw test data from the screw manufacturer's quality assurance program or shall retain an independent certified testing agency to provide the load test verification. Nominal strength of screws shall be at least 3.0 times the allowable loads shown in the table. ALLOWABLE LOADS FOR SCREW CONNECTIONS (pounds) Steel Thickness Steel Properties No. 6 (0.136" 0) No. 8 (0.164" 0) No. 10 (0.190" 0) No. 12 (0.216" 0) (mils) Fy Fu Shear Pullout Shear Pullout Shear Pullout Shear Pullout 33 33 45 151 61 164 72 177 84 188 95 43 33 45 200 79 240 94 263 109 280 124 54 50 65 - - 240 171 400 198 569 225 68 50 65 - - - - 400 249 600 284 COLD FORMED STEEL CONNECTORS Cold -formed steel connectors called out by letters and numbers shall be "Strong -Tie" by the Simpson Strong -Tie Company. Equivalent devices by other manufacturers may be substituted, provided they have ICC approval for equal or greater load capacities. Provide number, length, type, and size of fasteners as specified by the manufacturer. Fill all holes with fasteners as specified by the manufacturer. Connectors shall be installed in accordance with the manufacturer's recommendations. WELDING Welding of Cold -Formed metal framing shall conform to latest edition of the "Structural Welding Code - Sheet Steel" AWS D1.3 and shall be performed by welders certified by W.A.B.O. to produce the specified classes of weld. Only pre - qualified welds (as defined by AWS) shall be used. All welds shall be made using low hydrogen electrodes or processes. Low hydrogen electrodes shall be provided in hermetically sealed containers; Electrodes that have been • wet shall not be used. Refer to AWS requirements regarding allowable exposure of low hydrogen electrodes to the atmosphere and for re -drying recommendations and restrictions. Matching filler metals per AWS D1.3 shall be used and shall be adjusted to eliminate burn -through in light -gauge steel materials. Welded areas shall be treated with zinc paint conforming to ASTM A780. For material less than 0.15" thick, drawings show nominal weld sizes. For such material, the effective throat of welds shall not be less than the thickness of the thinnest connected part. Puddle __ _ __ ______, welds are prohibited. Welding of Cold -Formed steel shall only be applied to material with a base steel thickness o REVIEWED FOR 43 mils or greater, UNO. CODE COMPLIANCE BOLTED CONNECTIONS APPROVED Bolted connections shall be in accordance with section E3 of the-AISI "North American Specification for the Design° f AUG Cold -Formed Structures". Pre -drilled holes for bolts shall not be oversized more than 1/16" for bolts up to 1/2" in 2 6 2015 diameter and 1/8" for larger bolts. Burned holes are prohibited. DRILLED ANCHORS Drilled anchors used to fasten cold -formed steel members to concrete shall be Kwik Bolt TZ as manufactured by t e _W of Tyk a.4 Hilti Corporation. And shall conform to ICC report ESR-1917 including minimum embedment requirements. FasteeIt��? Dil/tSl01�1 shall not be installed before the specified 28 day Compressive Strength of the concrete has been obtained. Substitutions proposed by the contractor shall be submitted with ICC reports indicating equivalent or greater load capacities. Connected members may limit actual design values. POWDER -DRIVEN OR PNEUMATIC FASTENERS Powder -driven or pneumatic fasteners used to fasten Cold -Formed steel members to structural steel or concrete shall be manufactured by the Hilti Corporation, as indicated in the table below. All fasteners shall conform strictly to ICC report ESR-2269 including minimum embedment requirements. Fasteners through structural steel shall fully RECEIVED penetrate the structural steel with a minimum penetration of 1/4" through the last material joined. Underdriven CITY OF TUKWILA pins shall not be reset but shall be replaced by another pin installed in another location. Fasteners in concrete shall not be installed before the specified 28 day Compressive Strength of the concrete has been achieved. Substitutions AUG 1 $ 20(5 proposed by the contractor shall be submitted with ICC reports indicating equivalent or greater load capacities. The following table indicates required shear and pullout values (lbs/fastener). Connected members may limit actual design values. PERMIT CENTER D E y � E W a In . 15 .... 0 X t 0 I: io [ 0 u iJ 0 REID MIDDLETON, INC. ISSUE Date I Description 5.18.2015 1 07.31.2015 2 08.14.2015 PERMIT SET PERMIT SET REV 1 PERMIT SET REV 2 SCALE: CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- UZ WIlll-- 0— rW v , M ILIJ Z o YQ L J - tLCU _ O r� V < Q C Q H Z ` J M T— 1 J W N r^ W �. 00 Qp i� IZ CONSULTANT Q E � >V o C O 5 o -t- U r CU CU O ■ -�-a Co T-- 0 CU co C: :L-. E 2 = °- CU O H 0) -a :3 4-+ =M� W :3 L '-1^-a v, co REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 826-4446 SHEET TITLE AND NUMBER STRUCTURAL GENERAL NOTES S1.02 PLOTTED: all712015 9:48:07 AM Al N 1[©]l GARAGE LOAD MAP Scale: 1/32" = 1'-0" LOAD MAP SCHEDULE Distributed Live Load Concentrated Live Load Superimposed Mark Load Case Dead Load Remarks 1 STAIR / CORRIDOR / PUBLIC SPACES 100 psf 300 Ibs AT STAIRS 6 psf 2 RESIDENTIAL / HOTEL 40 psf + 15 psf PARTITION 6 psf 3 STORAGE 125 psf NR 6 psf 4 ROOF (INACCESSIBLE) 25 psf 15 psf 5 ROOF (ACCESSIBLE) 100 psf 50 psf 6 MECHANICAL ROOM 40 psf + 60 psf MECH 6 psf 7 POOL 100 psf 375 psf 8 PARKING / DRIVE / GARBAGE 40 psf 3,000 Ibs 3 psf NOTES: 1. 'NR'indicates Non -Reducible A TOWER 1st FLOOR LOAD MAP Scale: 1/32" = V-0" TOWER 2nd FLOOR LOAD MAP Scale: 1/32" = 1'-0" TOWER 4th TO 18th FLOOR LOAD MAP Scale: 1/32" = 1'-0" TOWER LOUNGE LEVEL LOAD MAP Scale: 1/32" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 6 2015 City Of TuW112 BUILDING DIVISION ..: RECEIVED CITY OF TUKWILA AUG 18 2015 PERMIT CENTER REID- MIDDLETON, INC. ISSUE A Date Description 5.18.2015 1 07.31.2015 PERMIT SET PERMIT SET REV 1 SCALE: 1132" =1'-0" CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT UZ W � W cu 0 Q , o (Il Q ® $ \+ N N =W5 U) �. 00 QO 3:_ CONSULTANT r 1201. First Avenue South, Suite .= Saattlo,:.Washington 98134 2�EAQ2.5158 wwwlundopsahlxorn a) Q E co >v o 40- 0 r- CU U 9 O C • �J 0 CU Cn 0 E � L 0 LJL L M� W v, REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 82641446 SHEET TITLE AND NUMBER FLOOR LOAD MAPS TOWER 3rd FLOOR LOAD MAP Scale: 1/32" = 1'-0" TOWER ROOF LOAD MAP Scale: 1/32" = 1'-0" S 1.03 PLOTTED: all 7/2015 9:48:11 AM NOTES: 1. WIND LOADS FOR COMPONENTS AND CLADDING ARE DETERMINED IN ACCORDANCE WITH ASCE 7-10, CHAPTER 30. 2. EXTERIOR COMPONENTS AND CLADDING SHALL BE DESIGNED TO ACCOMMODATE WORST -CASE WIND LOADS SHOWN. 3. POSITIVE PRESSURE ACTS INWARD TOWARD THE BUILDING SURFACE. NEGATIVE PRESSURE ACTS OUTWARD AS SUCTION ON THE BUILDING SURFACE. 4. PRESSURES ARE CALCULATED USING THE MINIMUM EFFECTIVE AREA OF 10 sf. FOR AREAS GREATER THAN 10 sf, LOADS MAY BE REDUCED AS FOLLOWS: 20 sf <_ AREA < 50 sf 4% REDUCTION 50 sf 5 AREA < 75 sf 8% REDUCTION 75 sf <_ AREA < 100 sf 10% REDUCTION 100 sf 5 AREA 12% REDUCTION WIND LOAD NOTES — COMPONENTS & CLADDING Scale: 1/32" = 1'-0" BASE_ Typical Building Elevation +42 psf / -76 psf TYP AT EDGES ±42 psf TYP IN FIELD NOTES: 1. EDGE PRESSURES SHALL BE USED FOR A DISTANCE "a" FROM THE BUILDING'S CORNERS, WHERE "a" IS 10% OF THE LEAST HORIZONTAL DIMENSION, BUT NOT LESS THAN T-0". 2. NET PRESSURE ON ALL PARAPETS SHALL BE ±118 psf. TYPICAL WALL WIND LOAD DIAGRAM Scale: 1/32" = 1'-0" -129 psf TYP AT CORNERS -95 psf TYP AT ROOF EDGES -61 psf TYP IN FIELD 3RD FLOOR AND LOW ROOF WIND LOAD MAP Scale: 1/32" = 1'-0" TOWER LOUNGE LEVEL WIND LOAD MAP Scale: 1/32" = 1'-0" 8' - 0" TYP AT WEST STAIR 6' - 0" I/ I/ } N o 6' - 0" TYP n, z AT NORTH STAIR �a 6'-0" " TYP \ \ REVIEWED FOR \ + + CODE COMPLIANCE APPROVED ++++++ \ AUG 262015 + + + City of `Fuk- wile + \ \ SC1[LO'!!NO DIVISION + + + \ RECEIVED. 6' - 0" TYP + + + CITY OF TU KWILA 15' - 0" AT ELEVATO� + + + \ ,IV1,IV AUG 18 2015 TYP + + \ a o + \ PERMIT CENTER -170 psf TYP AT CORNERS + + + \ + �+ + \ + + + + + I -37 psf TYP AT ROOF EDGES \ \ \Vill' + + + + + + -61 psf + + + + + U� TYP IN FIELD + + + + + + \ \ \ REILD _vDDL`T0Q. INC_ oa Z ISSUE Date Description 5.18.2015 PERMIT SET SCALE: 1132" =1'-0" CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W F-- UZ Q W W Y Q ca L 0QV 0 V < CC)Q H J_ M =WD CN N U) �- QO S= CONSULTANT t r i VND 1201 i`ust Avenue South, Suite 31Q Saattle!.: Washington 98134 2o6�.402.5156 www.lundopsaW.com a) •1-a a) Q E co 0 �U o O 5 o � 10 9-0 CU pu) C: . � r CU 7DEcu C- t6 L o LL cm a -1-r : L M� W vJ CD CD 0 REGISTRATION �p �UP WEST GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 826- 446 SHEET TITLE AND NUMBER WIND LOAD MAPS TOWER ROOF WIND LOAD MAP Scale: 1/32" = 1'-0" S1.04 PLOTTED: 811712015 9:48:12 AM J J t0 j � I s w _ I N u z i ° I I 1 I 53.316 �e PILE CAP PLAN NOTES 1. GENERAL 1.1. ELEVATION AT TOPS OF PILE CAPS SHALL BE V-6" BELOW TOP OF SLAB, LINO. [-X.X] INDICATES ELEVATION AT TOP OF PILE CAP, MEASURED IN FEET. 1.2. REFER TO PILE SUBMITTAL PACKAGE FOR INFORMATION REGARDING STEEL PILES. 1.3. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. 1.4. REFER TO STRUCTURAL GENERAL NOTES FOR ADDITIONAL REQUIREMENTS. 2. PILE CAPS 2.1. LOCATE PILES AS INDICATED ON PLAN. INDICATES (1) PILE CAP PER 1/S3.201 0 o INDICATES (2) PILE CAP PER 2/S3.201 0 0 INDICATES (3) PILE CAP PER 3/S3.201 0 o INDICATES (4) PILE CAP PER 4/S3.201 0 0 2.2. REFER TO STRUCTURAL GENERAL NOTES FOR ADDITIONAL REQUIREMENTS. 3. WALLS AND COLUMNS 3.1. REFER TO WALL ELEVATIONS FOR ALL WALLTHICKNESSES AND REINFORCING. 3.2. REFER TO CONCRETE COLUMN SCHEDULE FOR ALL COLUMN SIZES, REINFORCING, AND DOWELS INTO PILE CAPS. 4. MILD REINFORCING IN SLAB 4.1. SLAB THICKNESS AND REINFORCEMENT ARE INDICATED ON PLAN. REFER TO TYPICAL REINFORCING BAR SPLICE AND DEVELOPMENT LENGTH TABLE. REFER TO TYPICAL CONCRETE COVER REQUIREMENTS TABLE. 4.2. ADDITIONAL REINFORCEMENT IN SLAB CALLED OUT ON PLAN USES THE FOLLOWING NAMING CONVENTION: BAR SIZE BAR SPACING (inches) IF NO SPACING INDICATED: NUMBER OF BARS REFER TO TYPICAL MILD (WHERE INDICATED)if REINFORCING DETAIL FOR (2) 4 T 6 x 5'-0" MINIMUM ALLOWABLE SPACING BAR LOCATION: BAR LENGTH T=TOP IF NO LENGTH INDICATED: B = BOTTOM REFER TO TYPICAL MILD TB TOP & BOTTOM REINFORCING DETAIL FOR DS = DRAG STEEL REQUIRED BAR LENGTH Pile Cap Plan Scale: 1/8" = 1'-0" North TD.2 TB.9 TB.1 TA 28' - 8 5/8" 21' - 6" 29' - 0" -- T - --- - ---�---------- ------ SHEAR WALL PILE CAP I I 53.318 I CONC SHEAR WALL �) i I 30' - 0" I 2 I I I - --- --- -- I I I I I I � IN I I I I o I I I I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I N I I I I - [ -2.33' ] I I I I [ -2.33' ] [ -2.33' ] I I I I I I I I o / 64\ N 18 11 - 3"1 I I I I I -- - - - - - - - - - - - - 0 z] E- N j O u = U O U Z _ O u-1o0 o @j Ln 3 °6 11 [ -8.00' ] [ -8.00' ] I 1 I 53.100 I TOWER CRANE i- FOUNDATION TO BE COORDINATED w/ CONTRACTOR 1 S3.203 1 S3.103 SHEAR WALL PILE CAP C) C ) I [-6'-3"] I I I I I I a. �\ s g �+'` i i [ -2.33' ] 4 \ ) I I S3.203 i [ -2.33' ] [-2.33'.] 1 I I I I I I I S3.304 M - � 24" CONCRETE MAT _ { e 1 [ -4,25' j K I s. � F x ItN rI N � x - m m P, 5T12 7 B 8 r r- t r 1'-0" I I V TM 27' - 9" TJ 14 \ 53.202 I I I I c) { r 2 ^ti C . t V „Y 1 w' Y e/ r.v. j✓ CC t r [ -2.33' ] [ -2.33' ] I I �) S3 203PILE CAP, TY ) [ -6.25' ] I I (SEE NOTES) P I I [ -2.33' COLUMN, TYP 6 I I (SEE NOTES) I I I S3.203 C) ) J u Q < Y u�uj Qz 0 Ln I I I I U'� c L - - - - - - - - - - - - -I I I I I I I 23' - 0" J T1 T2 I I -- - - - - - -- - - - -- T3 f [ -8.00' ] I [ -2.33' ] I I I o u U 0 N _O z , I �: iV "- O I Q -j Lu p > O / 3 24" CONCRETE " n UJ �\ MAT �1 xr 6. 5T12 Iti' 7 B 8 C) _r s I I I o N [ -8.00' ] 13 n n I ,.20 ------------------ - - - - - - --- - - - - - - - C) C) C) 14 0 Ho I sue. tz I I N 7 { �e 1 S3.203 %h Zh T4 T5 �r x �1 s xs r c ~:; c F � Y T6 i ).Yr- .fie.: .. n »1 4r/ �.203 { r ; r o CORE WALL PILE CAP Y: 1 I Ln [ -5.50' ] 53.303 I N c r (COMPACT BACKFILL OVER PILE CAP) t< SUMP PIT, TYP AT ELEVATORk LOCATE AWAY FROM PILES Y I /1 �v 8" CONC WALL 1x C ) w/#4@EAWAY \ \)x 0) -T-- .0 -- - - -- TYP AT ELEVATORS 0- a I m ' v t - e m X f �.. h{� REVIEWED FOR s3.2o3 I I CODE CO�flPL1ANCE APPROVED DRAG WALLS BELOW LEVEL 1 SLAB (TYP WALLS OUTSIDE OF CORE) S3.302 $ /'' I AUG 2 6 2015 lP Y C) C) C) C) ) C) ) City OfTuW11a CI) CI) CI) CI) CI) C!> kx- - - -- - - - - --- - - - - - - - - - Ill I I 23' - 0" I 27' - 0" V [ -2.33' ] [ -2.33' ] [ -2.33' ] I I I I I I I 23' - 0" I 23' - 0" I V TG TF TE [ -2.33' ] I I I I 22' - 4 3/8" 4' - 7 5/8" 23' - 0" TD.2 TD BUILDING DIVISION 9 N L{ / fx ----------� I ` I RECEIVED C I) If*X j CITY OF TUKWILA I I PERMIT CENTER L- - - - - - - - - - - --- - I I I I I I I I 23'-0" I 12:-6" I 16'-1" V / TC D �WE_ RFin av i in, i=TON. INC- T7.9 T9 ISSUE A Date Description 5.18.2015 1 07.31.2015 PERMIT SET PERMIT SET REV 1 SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- UZ W � W cu Y Q (u O Y M N W Z W O CONSULTANT Q� Q E co O >Sv O � o CU U r Co 0U-)c • ICU��'' ai Cn !✓ E cu ca 0 LL 0� E5 -F.-r W v1 REGISTRATION 'r t GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-947 FAX: (206) 826-4446 SHEET TITLE AND NUMBER PILE CAP PLAN S2.01PC PLOTTED: 8/17/2015 9:48:14 AM TD.2 TB.9 TBA TA 28' - 8 5/8" 21' - 6" 29' - 0" MILD REINFORCING PLAN NOTES S-� •-1 T1 ;;�—I T2 .—I T3 ;�—� T4 •— T5 T7.9 (T8"' { T9 ISSUE Date Description 5.18.2015 PERMIT SET SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- UZ w Cj) Cu W z �a O aC Z_ > M W Z) N 00 < 0 3� —r 1LTANT a) GJ Q E co O � >v O CU 7E40— � U ot— CU �- U � � c .0� CU Co -0Ec6 � [L 0- Cu 0 C� M� L W LL W a)Co f RATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 826-4446 SHEET TITLE AND NUMBER 1 ST FLOOR SLAB PLAN S2.01S PLOTTED:8117/2015 9:48:16 AM KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- UZ w Cj) Cu W z �a O aC Z_ > M W Z) N 00 < 0 3� —r 1LTANT a) GJ Q E co O � >v O CU 7E40— � U ot— CU �- U � � c .0� CU Co -0Ec6 � [L 0- Cu 0 C� M� L W LL W a)Co f RATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 826-4446 SHEET TITLE AND NUMBER 1 ST FLOOR SLAB PLAN S2.01S PLOTTED:8117/2015 9:48:16 AM 1LTANT a) GJ Q E co O � >v O CU 7E40— � U ot— CU �- U � � c .0� CU Co -0Ec6 � [L 0- Cu 0 C� M� L W LL W a)Co f RATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 826-4446 SHEET TITLE AND NUMBER 1 ST FLOOR SLAB PLAN S2.01S PLOTTED:8117/2015 9:48:16 AM f RATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 826-4446 SHEET TITLE AND NUMBER 1 ST FLOOR SLAB PLAN S2.01S PLOTTED:8117/2015 9:48:16 AM i TOPC = -4'-8' G2 TOPC = -4'-8' TOPC = -4'-8' TOPC = 4-8' G-J G-1 G-H G-G G-F G-E G-D G-C G-B G-A 20' - 0° 1 27'- 0° 1 27' - 0" 1 27- - 0" 1 27'- 0" 1 27'- 0° 1 27' - 0° 1 27: - 0T' I 27T - OT' I I I I I I I I I I I I I I I I I I I I Pile Cap and Grade Beam Plan Scale: 1/8" = V-0" = -2'-0" TOPC = -2'-0" TOPC = -2'-0" !EAM REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 6 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 18 2015 PERMIT CENTER FE'�E�vE 1 REID MIDDLE -TON, INC. � ISSUE 0 I Date Description 05.18.2015 PERMIT SET SCALE: 1/8" =1'-0" CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- L) Z W � �75W Lu z O Q V V Y Q c (L LCIO Z j = O 3 ■w' V ® I- \� cM N =D W Cl) �— m QC CONSULTANT TT HIA 1201. First Avenue. South, Suite 3i{}. Seattle;: Washington 98134 206-402-5156 www.luridopsaM.com N N 0- E N O >V o 7E o CU =3 O � U � �U 0 CU 0 � c as 'V) -0 E �CL cu LL i v! a) ra) v, REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 8264446 SHEET TITLE AND NUMBER GARAGE PILE CAP AND GRADE BEAM PLAN S2.40 PLOTTED: B/1712015 9:50:55 AM G-J G-I IG-H G-G G-F G-E IG-D G-C G-B IG-A 20' - 0" 27' - 0° 27' - 0" 27' - 0° 27' - 0" 27T - o° 27' - 0" 27' - 0^ 27' - 0" I I I I r�� - nl nil I n nl nil nl nil G1 -r -— o, zo 1-4 0 N C 04 STEE STAIF BY C( zo 1 I I I I I I I I I I 8 53.601 I I I I I I I I I I I I I I I I I I I I Level 1 Framing Plan Scale: 1/8" = V-0" in O r3 UPTURNED BEAM AS SHOWN IN PLAN 2'-Off � 11 I 2 1/2 DRAINAGE WASH WHERE SHOWN IN SECTIONS AND DETAILS ELEVATION PER PLAN REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 6 2015 City of Tuktrila BUILDING DIVISION I IJ , REID PMIDDLETON, INC. NOTES: RECEIVED 1. REINFORCE 5" SOG WITH #4 @ 12" OC EW SPLICED 2'-0" TYP UNO. CITY OF TUKWILA 2. TOC INDICATES TOP OF CONCRETE ELEVATION. SLABS SHALL SLOPE EVENLY AUG 18 2015 BETWEEN THESE POINTS. 3. SEE SHEET S3.641 FOR COLUMN DETAILS. PERMIT CENTER 4. SEE SHEET S3.202 FOR SLAB ON GRADE DETAILS. 5. ® INDICATES FLOOR DRAIN. TYPICAL (2) LOCATIONS. VERIFY SIZE W/ MEP. ISSUE 0 I Date Description 05.18.2015 PERMIT SET SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I— CU z G( LL! � F— W � Y O a O V Q M 04 CN v , Q Q CONSULTANT ............. . {� 1WD 1201.FirstAvenue'South, SWte310 Socttlo,;Washing.tolt 98134 20"02-5156 www.lundopsow.com N N CL E co >�j O 7 oCu 4-0 o�� U CU 0 .o Co CU -0Ecu C: 12-Cu L 0 CU. v! M W //a)/� VJ REGISTRATION z E { I�sP {ET GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 826-4446 SHEET TITLE AND NUMBER GARAGE LEVEL 1 PLAN S2.41 PLOTTED:8117/2015 9:50:56 AM REINFORCING BAR LAP SPLICE & DEVELOPMENT LENGTH TABLE f'c = 4,000 psi Grade 60 Reinforcing Bar Size Min Lap Splice Lengths (Ls) Min Straight Bar Development Lengths (Ld) Min Hooked Bar Embedment Lengths (Ldh) Top Bars Other Bars Top Bars Other Bars #3 25" 19" 19" 15" 8" #4 32" 25" 25" 19" 10" #5 41" 31" 31" 24" 12" #6 49" 37" 37" 29" 15" #7 71" 54" 54" 42" 17" #8 81" 62" 62" 48" 19" #9 91" 70" 70" 54" 22" #10 102" 79" 79" 61" 25" #11 114" 87" 87" 67" 27" Reinforcing Bar Lap Splice & Development Length Tables Scale: NTS REINFORCING BAR LAP SPLICE & DEVELOPMENT LENGTH DIAGRAMS The following conditions must be met in order to use the Reinforcing Bar Lap Splice & Development Length Tables REINFORCING BAR LAP SPLICE & DEVELOPMENT LENGTH TABLE f'c = 5,000 psi Grade 60 Reinforcing Bar Size Min Lap Splice Lengths (Ls) Min Straight Bar Development Lengths (Ld) Min Hooked Bar Embedment Lengths (Ldh) Top Bars Other Bars Top Bars Other Bars #3 22" 17" 17" 13" 7" #4 29" 22" 22" 17" 9" #5 36" 28" 28" 22" 11" #6 44" 34" 34" 26" 13" #7 63" 49" 49" 38" 15" #8 72" 56" 56" 43" 17" #9 81" 63" 63" 48" 20" #10 91" 70" 70" 54" 22" #11 102" 78" 78" 60" 24" Lap Splices Straight Bar Development Hooked Bar Development CLASS 1: Bars enclosed by db CLR. (MIN) db CLR. (MIN) column ties or �Ijr beam stirrups O® EDGE OF CONC. REINF. BAR EDGE OF CONC. REINF. BAR COL. TIES OR SPLICED BAR COL. TIES OR 2 1/2" BM STIRRUPS BM STIRRUPS CLR. (MIN.) Z CLASS 2: No enclosure 2db CLR. 2db CLR. (MIN) O• • STD. HOOK EDGE OF CONC. REINF. BAR EDGE OF CONC. REINF. BAR - inZ N U SPLICED BAR Where conditions for Classes 1 & 2 MULTIPLY LENGTHS SHOWN IN SCHEDULE BY 1.5 MULTIPLY LENGTHS SHOWN IN SCHEDULE BY 1.5 are not met Reinforcing Bar Lap Splice & Development Length Diagrams Scale: NTS Ls (2) 1 YP VLK #4 C CORNER BAR J� (1) TYP VERT REINF HORIZ BARS Single -Laver Wall Corner UP TO 2'-0" 2'-0" TO 4'-0" Single -Laver Walls Less than 4'-0" HORIZ BARS (1) TYP VER REINF (2) TYP VERT REINF HORIZ BARS w/ STD INTERSECTION BARS 180" HOOKS (HOOKS w/ STD 90' HOOKS MAY BE SKEWED TO • (ALT DIRECTION OF MAINTAIN COVER) HOOKS) Single -Laver Wall Intersection Single -Laver Wall End Typical Concrete Wall Reinforcement Scale: NTS ALL SLAB REINF SHALL EXTEND THROUGH JOINTS CONSTRUCTION JOINT SHALL BE LOCATED WITHIN MIDDLE THIRD OFTHESPAN DEPTH OF KEY = 1/2 SLAB THICKNESS NOTES: 1. CONTRACTOR SHALL SUBMIT LOCATIONS OF ALL CONSTRUCTION JOINTS TO ENGINEER FOR REVIEW AND ACCEPTANCE PRIOR TO CONSTRUCTION. Typical Slab Construction Joint NOTES: 1. ALL BARS SHALL BE DEVELOPED & ALL SPLICES LAPPED PER ACE 318 FOR TENSION, UNO. TABLE MAY BE USED WHERE CONDITIONS MEET CRITERIA NOTED IN DIAGRAMS. 2. TABLES ARE APPLICABLE FOR NORMAL WEIGHT CONCRETE, ONLY. 3. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONRETE CAST BELOW THEM. (WALL HORIZONTAL REINFORCEMENT IS EXEMPT) 4. WHERE BARS OF DIFFERENT SIZE ARE LAP SPLICED, SPLICE LENGTH SHALL BE THE LARGER OF: - DEVELOPED LENGTH OF LARGER BAR - SPLICE LENGTH OF SMALLER BAR 5. WHERE MINIMUM STRAIGHT BAR DEVELOPMENT LENGTH CONNOT BE ACHIEVED, USE Ldh WITH STANDARD HOOK. 6. REFER TO CONCRETE COVER TABLE FOR MINIMUM CONCRETE COVER REQUIREMENTS. #4 TIES @ 6' C- Ls HORIZ BARS w/ STD 90' HOOKS • HORIZ BARS Double -Laver Wall Corner SPAN ADD (2) #5 BELOW TOP REINF & ABOVE BOT REINF, EA SIDE OF OPENING - iv ADD( AT EA TYP A 00 Typical Opening in Concrete Slab Scale: NTS T 1) #4 x 5"-0" DIAG LAYER OF REINF, EA CORNER CHED REINF HOOK BARS AT OPENING ADD TOP & BOT REINF EQUALTO HALF OF THAT INTERRUPTED BY OPENING, SPACED AT 3" OC, EA SIDE OF OPENING REINFORCING BAR LAP SPLICE & DEVELOPMENT LENGTH TABLE f'c = 6,000 psi Grade 60 Reinforcing Bar Size Min Lap Splice Lengths (Ls) Min Straight Bar Development Lengths (Ld) Min Hooked Bar Embedment Lengths (Ldh) Top Bars Other Bars Top Bars Other Bars #3 20" 16" 16" 12" 6" #4 27" 21" 21" 16" 8" #5 33" 26" 26" 20" 10" #6 40" 31" 31" 24" 12" #7 58" 45" 45" 34" 14" #8 66" 51" 51" 39" 16" #9 74" 57" 57" 44" 18" #10 84" 64" 64" 50" 20" #11 93" 71" 71" 55" 22" CONCRETE COVER FOR REINFORCING STEEL Reinforcing Bar Location Min Concrete Cover UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#6 BARS AND LARGER) 2" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#5 BARS AND SMALLER) 1 1/2" COLUMNS AND BEAMS w/ BARS ENCLOSED IN STIRRUPS, TIES OR SPIRAL REINF 1 1/2" (TO PRIMARY REINF) SLABS, JOISTS AND INTERIOR FACES OF WALLS (#6 BARS AND LARGER) db + 5/8" SLABS, JOISTS AND INTERIOR FACES OF WALLS (#5 BARS AND SMALLER) 3/4" 2-HOUR AND 3-HOUR SLABS (REFER TO PLAN NOTES) CLEAR SPACING BETWEEN PARALLEL BARS IN A LAYER (BARS ENCLOSED IN STIRRUPS/TIES) 1" CLEAR SPACING BETWEEN PARALLEL BARS IN A LAYER (NO STIRRUPS/TIES) 2db CLEAR SPACING BETWEEN (2) OR MORE PARALLEL LAYERS 1" NOTES: 1. WHERE A THICKNESS OF COVER REQUIRED FOR FIRE PROTECTION IS GREATER THAN THAT SPECIFIED IN THIS TABLE, THE GREATER THICKNESS SHALL BE USED. Concrete Cover for Reinforcing Steel Scale: NTS #4 OR CLOSED LOOP TIES @ 6" OC Ls 2'-0" TO 4'-0" 2'-0" TO 4'-0" Double -Laver Walls Less than 4'-0" HORIZ BARS (2) TYP VERT REINF Double -Laver Wall Intersection 1' -10" MAX REINFORCING BAR LAP SPLICE & DEVELOPMENT LENGTH TABLE f'c = 8,000 psi Grade 60 Reinforcing Bar Size Min Lap Splice Lengths (Ls) Min Straight Bar Development Lengths (Ld) Min Hooked Bar Embedment Lengths (Ldh) Top Bars Other Bars Top Bars Other Bars #3 18" 14" 14" 12" 6" #4 23" 18" 18" 14" 7" #5 29" 22" 22" 17" 9" #6 35" 27" 27" 21" 11" #7 50" 39" 39" 30" 12" #8 57" 44" 44" 34" 14" #9 64" 50" 50" 38" 16" #10 72" 56" 56" 43" 18" #11 80" 62" 62" 48" 19" PLACE KEYS IN ALT REINF SPACES AS SHOWN AT HORIZ JOINTS, KEYS MAY BE FORMED BY PUSHING A WOOD FORM DOWN INTO THE PLASTIC CONC DEPTH OF KEY = 1/2 WALL THICKNESS VERT WALL REINF PER PLAN Elevation of Horizontal Wall Joint Typical Concrete Wall Joints Scale: NTS NOTES: 1. UNLESS NOTED OR SHOWN OTHERWISE, ALL WALLS SHALL BE REINFORCED WITH MINIMUM REINFORCEMENT PER MINIMUM WALL REINFORCEMENT TABLE. 2. LAP WALL REINFORCING AT SPLICES Ls. 3. ALL VERTICAL REINFORCING IN CONCRETE WALLS SHALL BE CONTINUOUS FROM STRUCTURAL FLOOR TO STRUCTURAL FLOOR, OR FROM FOOTING TO FIRST STRUCTURAL FLOOR ABOVE, LINO. 4. START HORIZ & VERT BARS 1 INCH CLEAR OF EDGE OF OPENINGS. SPACE REINFORCING BARS AT EQUAL SPACES NOT TO EXCEED REQUIRED SPACING. 5. REFER TO TABLES ON X/S3.X FOR VALUES OF Ld, Ls. 6. SPLICES IN HORIZ REINFORCING SHALL BE STAGGERED. SPLICES IN TWO CURTAINS WHERE USED SHALL NOT OCCUR IN THE SAME LOCATION. #4 OR 2x LD 2 x LD EXTEND HORIZ BARS EXTEND HORIZ BARS CLOSED LOOP TIES IN SINGLE -LAYER WALL AT OUTSIDE -FACE @6"OC 2'-0" 2.0 j (2) #5 MIN HORIZ BARS W/ (2) #5 MIN BARS Ls ADD BARS TO MATCH STD 90° HOOKS MKS HORIZ BARS W/ SIZE & SPACING OF AT INSIDE FACE STD 90° HOOKS HORIZ WALL REINF AT (ALT DIRECTION INSIDE FACE OF HOOKS) Single -Laver Wall to Single -Laver Wall to Double -Laver Wall End Retaining Wall Intersection Double -Laver Wall Intersection i IUf'2ktfUl :OPENING 1) #4 x 3'-0" DIAG LAYER OF REINF, T EA CORNER REINF HOOK AT OPENING 1) CONT BAR EA SIDE OF OPENING ADD (2) #5 AT EA SIDE ADD (1) #5 x 4'-0" DIAG AT EA CORNER FOR EA LAYER OF WALL REINF WALL REINF NOT SHOWN. SEE WALL END DETAIL FOR TERMINATION OF WALL REINF. 2'-0" TYP (SEE NOTE 3) Laree ODeninl? 6'-0" X 6'-0" MAX NOTES: 1. OMITADDED REINFORCEMENT NOTED HERE IF SPECIAL REINFORCEMENT INDICATED ON PLANS OR DETAILS EXCEEDS THIS REINFORCEMENT. 2. CONTRACTOR SHALL VERIFY ANY OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS WITH THE STRUCTURAL ENGINEER BEFORE PLACEMENT. 3. IF EDGE OF CONCRETE CLOSE TO OPENING WILL NOT ALLOW REQUIRED LENGTH OF REINFORCEMENT, CONSULT STRUCTURAL ENGINEER BEFORE CONSTRUCTION. Typical Opening in Concrete Wall REINFORCING BAR LAP SPLICE & DEVELOPMENT LENGTH TABLE f'c = 9,000 psi Grade 60 Reinforcing Bar Size Min Lap Splice Lengths (Ls) Min Straight Bar Development Lengths (Ld) Min Hooked Bar Embedment Lengths (Ldh) Top Bars Other Bars Top Bars Other Bars #3 17" 13" 13" 12" 6" #4 22" 17" 17" 13" 7" #5 27" 21" 21" 16" 8" #6 33" 25" 25" 19" 10" #7 47" 36" 36" 28" 12" #8 54" 42" 42" 32" 13" #9 61" 47" 47" 36" 15" #10 68" 53" 53" 41" 17" #11 76" 58" 58" 45" 18" AT VERT JOINTS, KEYS SHALL BE FORMED BY WOOD BLKS NAILED TO THE BULKHEAD DEPTH OF KEY = 1/2 WALL THICKNESS HORIZ WALL REINF PER PLAN Elevation of Vertical Wall Joint MINIMUM CONCRETE WALL REINFORCING TABLE Z J O Z Y U w a gLL LL o Z cc Wall Thickness Horizontal Bars Vertical Bars Reinforcing Bar Location 6" OR LESS #4 @ 14" OC #4 @ 14" OC CENTERLINE OF WALL 8" OR LESS #5 @ 15" OC #5 @ 15" OC CENTERLINE OF WALL 10" OR LESS #4 @ 16" OC #4 @ 16" OC EACH FACE OF WALL 12" OR LESS #4 @ 12" OC #4 @ 12" OC EACH FACE OF WALL 18" OR LESS #5 @ 14" OC #5 @ 14" OC EACH FACE OF WALL 24" OR LESS #5 @ 10" OC #5 @ 10" OC EACH FACE OF WALL NOTES: 1. UPPERMOST AND LOWERMOST HORIZONTAL REINFORCING IN WALLS SHALL BE PLACED WITHIN 1/2 OF SPECIFIED SPACING FROM THE TOP AND BOTTOM OF THE WALL. 2. REFER TO STRUCTURAL GENERAL NOTES FOR MORE INFORMATION. Minimum Concrete Wall Reinforcin Scale: NTS ADD (1) #5 AT EA SIDE WALL REINF NOTSHOWl' SEE WALL END DETA FOR TERMINATION C WALL REINI 2'-0" TYP Small Opening 2'4" X 2'-0" MAX REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 6 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 18 2015 PERMIT CENTER D) i � JI IR.EID I' IDDLETON, INC. x ISSUE A Date Description 5.18.2015 PERMIT SET SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W f— UZ Q W W LU Z 0 �a O_ CD Ur Q Q �� Z CO D N V) I.d..l Qp CONSULTANT Q� E O >v o 0 O n-- U r- r- Co U ■ �J Q fa N !✓ E cu C 11 CL LL •� m U) QD REGISTRATION h �R k GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 8264447 FAX: (206) 8264446 SHEET TITLE AND NUMBER CONCRETE DETAILS S3.001 Scale: NTS Scale: NTS PLOTTED:8117/2015 9:48:40 AM TE I TD I TC TB I I — —I------—-I—- — - - — —— T5 I I 6" ,_ „ I C l 1� �1 T1 l 1� �L I �1 ` I c I B3 T2 B4 �1� 0 ao �1� LL 111� 0 co L l l� �l� I L l 1� u I l D l i� el 1� I I �1� �1� �9 O I I 11' - 6„ �1� �1� �1� (1� I �-D I (1� T � (D �2' - 6" T T I T I B5 I I (1) I I CD I 4D I (D I �D I I CD I I I --- -4---- I - - - --4-- I I - —- I - - I - — I - - - CENTER CORE PILE CAP ADDED N—S REINFORCING Scale: 1/8" = V-0" B3 -- T8 TE I CENTER CORE REINFORCING SCHEDULE MARK REINFORCING REMARK 131 ADD (2) LAYERS #11x2O' @ 6" OC DECKED B2 ADD (2) LAYERS #9x2O' @ 12" OC DECKED B3 ADD (1) LAYER #9x2O' @ 12" OC DECKED B4 ADD (3) LAYERS #11x20' @ 12" OC DECKED B5 ADD (2) LAYERS #11x15' @ 6" OC DECKED T1 ADD (1) LAYER #9x2O' @ 6" OC DECKED T2 ADD (2) LAYERS #11x20' @ 6" OC DECKED TB1 (2) LAYERS #11 @ 6" OC TOP & BOT SPLICE 8'-5" MIN AS READ, PROVIDE STD HOOK EACH END ON OUTER MOST LAYER BOTH TOP AND BOT TD I TC TB I I —— I - - - - - -I- — - - — — —— T5 I I I �L� T1 �T� 0 �1� I �jl I �1� 101, I �1� 0'-6" o �L� ~ (D I �L� I �l� \ L� B1 I �D PD &1 I I I (1) CD I (11� � I ti I c1) C-L I �1� �1T I �1� C — — — — — — 40' - 6" — — — — —— — — — B2 I I C I (D jD E I �-D �D I I e-D I (D I I eD I �L I I I CD I I I - - - - I - - - I - -- - I - - I - - I- I - - - CENTER CORE PILE CAP ADDED E—W REINFORCING Scale: 1/8" = 1'-0" 0 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 6 2015 City of Tukwila BUILDING DIVISIOfl RECEIVER CITY OF TUKWILA AUG 1 8 2015 PERMIT CENTER a REID MIDDLETOiN, INC. SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- UZ W CU Y Z OQ O Q C� CL �n I..L >� 0 OQ� Q� Z M N =W� QO CONSULTANT 1201 First Avenue South, Suite 310 Sa�ttle; Washington 9$134 206.402-5156 www-luridop$aW.com N O E N O �v C: O O 5 O V— U r- V— (6 CU CU CU 0 :t'. E cu 0 LL 'a . L m 4-0 C/) N REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 826-4446 SHEET TITLE AND NUMBER CENTER CORE PILE CAP PARTIAL PLANS S3.100 PLOTTED:B/17/2015 9:48:42 AM TE TD TC TB - - 1�� 1-�--�T1�-- -�- - - -(4- - - I- - - —- - - - - - - - - T5 o- LU I I I I J �L �� a U- z W fY SHEAR REINF 2 18" OC EA LU DIRECTION TYP a I I > \ 12" OC EA 1 DIRECTION TYP - - 1 - - - - - - - PER SHEAR REINF TABLE TYP 6" OC EA PLAN SECTION (a7 MID DIRECTION TYP DEPTH I � I I I T T T I - - - T8 I < I ALIGN OUTER MATS IN SAME DIRECTION TO SHEAR ALLOW SHEAR BARS TO REINF HOOK AROUND I � v I I I L 1 1 I I I I I I I I EASTIWEST ELEVATION NORTH/SOUTH ELEVATION 1 CENTER CORE PILE CAP SHEAR REINFORCING 2 DETAIL Scale: 1/8" = V-0" Scale: 1/2" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 6 2015 City OfTukWila BUILDING DIVISION RECEIVED CITY OF TUK`�/ILA AUG 18 261y PERMIT CENTER Eyo EME REID �aII�DLETOiV, INC. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SHEAR REINF TABLE ZONE SPACING 0 #8 @ 18" OC EW #8 @ 12" OC EW #8@6"OCEW -0 • • • • • • • • • • • • • • • • • • • . . . . . . . . . . . . . . . . . . . ISSUE SHEAR REINF TABLE ZONE SPACING 0 #8 @ 18" OC EW #8 @ 12" OC EW #8@6"OCEW -0 • • • • • • • • • • • • • • • • • • • . . . . . . . . . . . . . . . . . . . ISSUE • • • • • • • • • • • • • • • • • • • . . . . . . . . . . . . . . . . . . . ISSUE ISSUE A Date Description 5.18.2015 PERMIT SET SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO N0. 14-050 1 PROJECT u:Nu wmrL E co o CU CU ca W UZ O CONSULTANT 1201.Fust Avenue Sonth, Suite 3I(k set4tlo'j:4Vaslxington 9$I34< 206.902-5156 www:lunclopsahl.cam O �v o � o �U c i �� 0 M� W L V�r/W^ , REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 826-4446 SHEET TITLE AND NUMBER CENTER CORE PILE CAP SHEAR REINFORCING S3.101 PLOTTED:B/17/2015 9:48:43 AM TE TD TC TB I (L 3 I I 4 I 5'-611 27'-011 23'-0" 23'-Of' 16'-711 I I I I I I REBAR PER PLAN TYP I I I I O I I I I I I i CENTER CORE PILE CAP SECTION J Scale: 1/4" = 1'-0" TE TD TC TB 3 I 4 I S3.10 S3.10 I I I I I I I I I I I I I I I I REBAR PER PLAN TYP I .. . A . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. .. z . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I I I I I I I I I I I I �� CENTER CORE PILE CAP SECTION Scale: NTS CENTER CORE PILE CAP SECTION S T7 T8 Scale: 1/4" = 1'-0" 471 T5 T6 T7 T8 2 1 All I G1 Q,1 4 -7' All 53.10 I nl f1„ I A n, nn S3.10 IL -U I I I I I I I I I I I I I I I REBAR PER PLAN TYP I I _ o o T I I I I I I CENTER CORE PILE CAP SECTION NOTES: 1. SEE S3.101 FOR FOR SHEAR REINFORCING. 2. DECKED BARS SHALL HAVE 1" MINIMUM CLEAR BETWEEN BARS 3. PROVIDE 3" AT BOTTOM AND SIDES AND TOP OF REINFORING REVIEWED FOR 'CODE COMPLIANCE APPROVED AUG 2 6 2015 City of Tukwila I.BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 18 2015 PERMIT CENTER REID MIDDLI-ETON, INC. ISSUE Date Description 5.18.2015 PERMIT SET SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: (PLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- Uz W75 L LL — W Ca W z a Z > J_ M N vJ W QC Z ISULTANT N N Q E co O �C) O "E 0oCU � U r r- C:) CU U 06� +� CB o CU c :� �n CU L O�� LLa� L M� W v, AWA++ rrW^ V, REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 8264446 SHEET TITLE AND NUMBER CENTER CORE REINFORCED SECTIONS S3.102 Scale: 1/4" = 1'-0" 3 PLOTTED: B/17/2015 9:48:46 AM TM TM TM #8 PER 2/S3.104 2 @ 18" OC TYP EACH END I I S3.104 171 _ �� 3>ri-to B3 N-S REINFORCING GRID TM SHEARWALL PILE CAP Scale: 1/8" = V-0" T1 I TB.1 �5 �B4 E-W REINFORCING c — \ \ / — — — — o 1 ' S3.104 I � I 14'-0" 3 S3.104 0 4 3.104 II I 1 I S3.104 o , I r SHEAR REINFORCING GRID co ce) �8 @ 4" OC PER 1/S3.104 �8 @ 16" OC PER 3/S3.104 q8 @ 4" OC PER 1/S3.104 c) MM c� T1 T1 #8 PER 2/S3.104 2 @ 8" OC TYP EACH END S3.104 Till 12'-3" 2'-3" L + J — / — — I TB5 I I I I TB3 TB5 I I — — N-S REINFORCING GRID T1 SHEARWALL PILE CAP Scale: 1/8" = V-0" E-W REINFORCING ----------- M o 1 t #8 @ 4" OC PER 1/S3.104 S3.104 I � #8 16" OC PER 3/S1.04 TB.1 — ——— —— -- @ 3 O S3.104 I 1 d' #8 @ 4" OC PER 1/S3.104 % M M SHEAR REINFORCING SHEARWALL PILE CAP REINFORCING SCHEDULE MARK REINFORCING REMARK T132 (22) #11 TOP, (24) #11 BOTTOM SPLICE 6'-6" AS REQD TB3 ADD (3) LAYERS (22) #11x25' AT TOP, ADD (4) LAYERS OF (24) #11x25' AT BOTTOM TB4 (6) #9 TOP, (8) #9 BOTTOM PROVIDE STD HOOK AT EACH END TB5 #11 @ 12" OC TOP, (23) #11 BOTTOM PROVIDE STD HOOK AT EACH END REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 6 2015 City of Tukwila BUILDING DIVISION RECEIVER CITY OF TUKWIL.A AUG 18 2615 PERMIT CENTER E W E WA E 5 dn REiD MIDDLETON, INC. ISSUE A Date Description 5.18.2015 PERMIT SET SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- UZ LU Y Q caCL o Q � Q~ M N = W < 0 3: Z CONSULTANT ............... Wr 120 1. First Avenue South, Suite 310 Ssccttla; Washington 98134< 206402-5156 www.lunclopsahl.com Q) N E i O �v o 4-- 0 � U r— r— CU U OL6C ._ M i/) mO E � N � 0 LjL i3 :3 :3 m� Q) REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 8264447 FAX: (206) 826.4446 SHEET TITLE AND NUMBER SHEARWALL PILE CAP PARTIAL PLANS S3.103 PLOTTED:8/17/2015 9:48:47 AM E SECTION Scale: 1/2" = 1'-0" SECTION Scale: 1/2" = V-0" DETAIL Scale: 1" = 1'-0" 14'-0" #5 HOOP 24"Ox1/2" PILE .0) #11 DJUST REBAR AS QUIRED AT PILE fP DETAIL Scale: 1" = 1'-0" -(22) #11 (3) LAYERS OF (22) #11 DECKED REBAR PLACED THRU PILE CAP PER PILE TOP DETAIL (4) LAYERS OF (24) #11 DECKED -(24) #11 -(6) #9 REBAR PLACED THRU PILE CAP PER PILE TOP DETAIL -(8) #9 6'-0" 2 SEET112-N= IO Sca1--0- SECTION Scale: 1/2" = 1'-0" #5 HOOP 24"Oxl/2" PILE 0) #11 )JUST REBAR AS QUIRED AT PILE 'P -(6) #9 REBAR PLACED THRU PILE CAP PER PILE TOP DETAIL (8) #9 DECKED -(8) #9 16'-0" -#11 @ 12" OC REBAR PLACED THRU PILE CAP PER PILE TOP DETAIL (23) #9 DECKED -(23) #11 REWEWED FOR AUG 2 6 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF '1"(, KWILA AUG 18 2015 PERMIT CENTER nLID i?41L;v! L SON, Ii IC. ISSUE Date Description 5.18.2015 PERMIT SET SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W F— UZ Q W z�V � 0 <C z L _� L> �QD Q� J_ M N = W (f) F— <0 CONSULTANT ............. . ND 1201 First Avenue South, Suite 310 s�att7o . Washington 9$134• 206 402-5156 vwvw.lundopsaW.com N Q E co 0 >v C: 0 Co 0 r U r r Cc V 0 0 • r t6 Co c ;+= E cu Q_ 0 M� W L ''a)^ vJ RF(,ICTRATI0P1 GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 826-4446 SHEET TITLE AND NUMBER SHEARWALL PILE CAP SECTIONS S3.104 PLOTTED:8/17/2015 9:48:48 AM J ZD SLAB PER PLAN (6) #5 x] 4'-6" SPACED EQUALLY AROUND COL CL I 6'- 0" CONCRETE PILE CAP STEEL PILE my FLK VLAN 12" OC EA r&B )RCING S3.201 tETE %P PILE #5 BOTTOM @ 18" OC v- STEEL PILE, TYP COLUMN PER PLAN SLAB PER PLAN (12) #5x1 4'-6" SPACED EQUALLY AROUND COL CL I CONCRETE PILE CAP (10) #9 BOTTOM W/ STD HOOK EA END, SPACED EQUALLY #5 @ 12" OC EA WAY REINFORCING PER 6/S3.201 CONCRETE PILE CAP REINFORCING PER PLAN VIEW REINF PER PLAN VIEW STEEL PILE, TYP #5 @ 12" OC EA WAY BOTTOM BEYOND PRIMARY REINF (13) #9 BOTTOM W/ 180° STANDARD HOOK EA END COLUMN PER PLAN SLAB PER PLAN (14) #50 4'-6" SPACED EQUALLY AROUND COL (13) #9 BOTTOM W/ STD HOOK EA END, SPACE EQUALLY STEEL PILE, TYP CONCRETE PILE CAP #5 @ 12" OC EA WAY REINFORCING PER 6/S3.201 CONCRETE PILE CAP REINFORCING PER PLAN VIEW REINF PER PLAN VIEW STEEL PILE, TYP COLUMN PER PLAN SLAB PER PLAN (14) #5x1 4'-6" SPACED EQUALLY AROUND COL 0 v PC1 PC2 PC3 P Scale: 1/4" = V-0" 2 Scale: 1/4" = 1'-0" 3 Scale: 1/4" = V-0" 4 S S4 1/4" PILE BOT OF P STEEL PILE (4) 3/4" 0 DBA'S CENTER ON PILE NOTE: 1. WHERE PILE CAP GEOMETRY DOES NOT ALLOW FOR Ld, PROVIDE STANDARD HOOK 4" FROM TOP OF PILE CAP. Typical Steel Pile to Pile Cap Connection Scale: 3/4" = V-0" PILE DROP CONCR PROTECT I NOTE: 1. WHERE PILE CAP GEOMETRY DOES NOT ALLOW FOR Ld, PROVIDE STANDARD HOOK 4" FROM TOP OF PILE CAP. Steel Pile to Pile Cap Connection @ Core & SW Piles Scale: 3/4" = 1'-0" STEEL PILE (10) A706 #11 BARS, SPACED EQUALLY '3 1/2" 0 50) YP PILE CAP J 1 Fa riLE CL 4'-0" 6' 0" 4'-0" (20) #9 BOTTOM W/ STD HOOK EA END, SPACE EQUALLY #5 @ 18" OC EA WAY REINFORCING PER 6/S3.201 CONCRETE PILE CAP REINFORCING PER PLAN VIEW REINF PER PLAN VIEW STEEL PILE, TYP REv�V' FAR CODE COMPLIANCE PPROVED AUG 2 6 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA► AUG 18 2015 PERMIT CENTER J. R iD ivliDJLET0N, INC. ISSUE A Date Description 5.18.2015 PERMIT SET SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: (PLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I— UZ �W� n W ca LU O Q a L z ; O rid co = W : N M Q0 CONSULTANT a) Q E co0 �v C: o o 0 r tU � �U CU � c .0�CU M E 0- 0 (t LLa C� � L M� W U) REGISTRATION k� 1+�iri�. GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 8264446 SHEET TITLE AND NUMBER CONCRETE FOUNDATION DETAILS S3.201 PLOTTED:811712015 9:43:50 AM COLUMN, TYP TOP REINF, TYP I -I THICKENED 1(— SLAB EDGE PER (— ---- —= =-= TYPICAL DETAIL_ ILi ! I I --- _I BOTREINF,TYP PILE CAP, TYP -I ; S1 (SLAB SPAN) (0.3) S1 (0.3) S1 TOP REINF SPLICES I PERMITTED IN THIS REGION I I I 1L I I I I I BOT REINF SPLICES PERMITTED IN THIS REGION NOTES: 1. REFER TO COVER SCHEDULE FOR REINFORCING COVER REQUIREMENTS. 2. SPLICE REINFORCEMENT PER TYPICAL SPLICE DETAILS. 3. AT CONTRACTORS OPTION, FORM SAVERS MAY BE USED AT SLAB REINFORCING THROUGH COLUMNS. 4. PILE CAP AND COLUMN REINFORCEMENT NOT SHOWN FOR CLARITY. Typical Slab Reinforcement Elevation Scale: NTS S2 (SLAB SPAN) IV (0.3) S2 I I , I - -I 11 I I I I � i I COLUMN BEYOND i j COLUMN BEYOND f 1 I DOWELS TO MATCH SIZE 1 CONC SLAB & I I & SPACING OF VERTICAL I REINFORCING PER PLAN I I REINFORCING, TYP I i I I I PERIMETER WALL & I - i— __ PERIMETER WALL & REINFORCING PER PLAN POOL SLAB & 2 REINFORCING PER PLAN REINFORCING PER PLAN � � I . . . . . . . . . . . . . . . . . I DOWELS TO MATCH T . . . . . . . . . . . . . . . . . . . . .DOWELS TO MATCH WV SIZE & SPACING OF L ERTS VERTICAL ! - - -- - - - - - REINFORCING, TYP — I PILE CAP PER PLAN Section through Pool Scale: 1/4" = 1'-0" SHEAR WALL PER PLAN PILE CAP PER PLAN #5 @ 12" OC DOWEL ON ALL SIDES OF PILE CAP TO SLAB, TYP TM TJ I I Section through Water Tank JScale: 1/4" = 1'-0" PILE CAP PER PLAN IMN BEYOND 'EL TO MATCH SIZE & ING OF VERT REINF, TYP 1st FLOOR 0' - 0" WALL PER PLAN _ TO Water Tank Slab — -4' - 3" -AP PER PLAN -IIII �lil� 6" Typical Thickened Slab Edge Scale: 3/4" = 1'-0" T8 I I Ls MIN TOP REINF PER PLAN I I BOT REINF PER PLAN I NOTES: 1. REFER TO TYPICAL SLAB REINFORCEMENT DETAIL FOR ALLOWED REINFOCEMENT SPLICE LOCATIONS. Slab Step at Grid T8 Scale: 3/4" = 1'-0" SLAB & REINF PER PLAN PO REINI #! FO TO CORE PILE CAI Section through Pool Scale: 3/4" = 1'-0" Section through Water Tank IV I. A I I U r rsc liU l @ 18" OC RAL SLAB I — LEVEL 1 -H SIZE & REINF Ls MIN Ls MIN TOP REINF PER PLAN TOP REINF PER PLAN TOP REINF PER PLAN g a LU z a BOT REINF PER PLAN =--- 'I BOT REINF PER PLAN BOT REINF PER PLAN Slab Step Scale: 3/4" = 1'-0" GRID I 9'-0" MIN I Ls MIN TOP REINF PER PLAN I z • • • • TOP REINF PER PLAN g I LU w a I BOT REINF PER PLAN I NOTES: 1. REFER TO TYPICAL SLAB REINFORCEMENT DETAIL FOR ALLOWED REINFOCEMENT SPLICE LOCATIONS. 1 Slab Step j Scale: 3/4" = 1'-0" Ls z dF PER PLAN LL, a ' POOL SLAB w g — as WALL AND REINF PER PLAN Typical Pilaster Scale: 3/4" = V-0" REINFORCING TO MATCH REINF OF COL ABOVE OUTLINE OF COL ABOVE DOWELS TO MATCH SIZE & SPACING OF HORIZ WALL REINF, TYP psi► r DOWELS TO MATCH SIZE AND SPACING OF HORIZ WALL REINF. WALL BARS MAY BE CONTINUOUS THRU COL AND DOWELS MAY BE OMITTED @ CONTRACTOR'S OPTION Ls PER PLAN COL REINF PER CONCRETE COLUMN SCHEDULE PLAN PLAN Corner Pilaster at Water Tank _L & REINF PER PLAN TS IN COL ABOVE W/ REBAR )W PER LAP CE SCHEDULE .L & REINF PER PLAN NOTES: 1. REFER TO TYPICAL SLAB REINFORCEMENT DETAIL FOR ALLOWED REINFOCEMENT SPLICE LOCATIONS. Step in Bottom of Slab Scale: 3/4" = V-0" GRID TOP REINF PER PLAN DOWELS TO MATCH BOT REINF PER PLAN BOT REINF PER PLAN Step in Bottom of Slab at Column Scale: 3/4" = 1'-O" L PER PLAN =S NOT SHOWN) 1B PER PLAN P) LEVEL 1 E CAP PER PLAN :INF NOT SHOWN) 0 PILE CAP REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 6 2015 City of Tukwila BUILDING DIVISION . RECEIVED CITY OF TUKWILA AUG 18 205 PERMIT CENTER V UUjF) I REID MIDDLETON, INC. ISSUE A Date Description 5.18.2015 2 08.14.2015 PERMIT SET PERMIT SET REV 2 SCALE: As indicated CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT W I- UZ � W� � :5 W W O < r^ V N Q a r 0o 0 Q I-- J_ co N W �M O SULTANT L I201.F1 st Avenue South, Suite 1310 Sor�ftla:: WnshingCnn 98134 206-402-5156 www.tliti,dops6M.com Q) Q ,,iiiiV 0 0 5 0 0 C:� �U CU c •O CU N CL L O U.LE5 � � .N m L U) ^W W REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 826-4447 FAX: (206) 8264446 SHEET TITLE AND NUMBER CONCRETE FOUNDATION DETAILS S3.202 Scale: 3/4" = V-O" Scale: 3/4" = V-0" PLOTTED: 8/17/2015 9:48:52 AM I TD.2 T13.1 T6.1 T6 I I I I I DRAG STEEL PER PLAN DRAG STEEL PER PLAN I SLAB PER PLAN SLAB PER PLAN I SLAB PER PLAN I DRAG REINF PER PLAN ! I I I I I I i Ij —------------------ • ® -- — — — — — — — — — -- - I 1' ®1 l — I ' ---� I -- I !- • ® • ----- I � I (—FEIR LAN I I I III I — -- - I _ -- � - — - — i Ij !I ! ® #6 @ 12" OC VERT EA FACE I • ® ® • -__ - I #6 @ 12' OC VERT I EA FACE #6 @ 4 3/4" OC HORIZ- I _ • • #6 @ 4 3/4" OC HORIZ - #11 @ 4 3/4" OC HORIZ 41 ® • - - #11 @ 4 3/4" OC HORIZ ( I I • • _ - Drag Section Scale: 3/4" = 1'-0" Drag Section Scale: 3/4" = 1'-O" TD.2 T13.1 I I DRAG STEEL PER PLAN I DRAG STEEL PER PLAN SLAB PER PLAN SLAB PER PLAN Drag Section Scale: 3/4" = 1'4' SLAB PER PLAN SLAB PER PLAN #6 @ 12" OC VERT ! ,— • EA FACE #6 @ 8" OC HORIZ � I = CORE MAT _) i i------ • I ® ®I . • Drag Section !I I I '! Scale: 3/4 — 1-0 11 • I I I �— I _ ® I #6 @ 12" OC VERT I _ — ! i - -; I- • • --- EA FACE — -- -- • ® ® • -- ! pE PtAnl -- • • I —i I— S !! _ #6 @ 12 OC VERT - I----- #6 @ 12" OC VERT I' I I I I 1— EA FACE • • EA FACE I • ® • I - _ (^ #6 @ 4 3/4" OC HORIZ I • ® • ! ;— !-, I ® - #6 @ 4 3/4" OC HORIZ # 6 @ 4 3/4" OC HORIZ -- • • I I • • j L. t #11 @ 4 3/4" OC HORIZ _! ® • I _ _ • • #11 @ 4 3/4" OC HORIZ I • - Io- —� `_ Drag Section Scale: 3/4" = 1'-0" Drag Section Scale: 3/4" = 1'-0" Drag Section Scale: 3/4" = 1'-0" Ld 1®—®— —®—r- —— -- l l I NOTES: 1. REINFORCING IN SHEAR WALL AND CORE FOUNDATION NOT SHOWN. REFER TO PLANS AND ELEVATIONS. 1 Section at Elevator Scale: 3/4" = 1'-0" I I • ® • -! #6 @ 4 3/4" OC HORIZ I' • • #11 @ 4 3/4' OC HORIZ I I- 3W3= _ I J • • I _I I REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 6 2015 City of Tukvvila BUILDING DIVISION .11 RECEIVED CITY OF TUKWILA AUG 18 205 PERMIT CENTER �, E E ��, REID MIDDLETON, ON, !NC. I ISSUE A Date Description 5.18.2015 PERMIT SET SCALE: 314" =1'-0" CHECKED BY: M. LUND APPROVED BY: DRAWN BY: ;EYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT LLJ UZ W � Wca W Z O ry < Q a� 0 V < 0 Q F— �� cY3 N C QO ?� I CONSULTANT jr UNW 1201.FiistAvenue South, Suite 310 90 40o; Wcxahini;lon 98134 2M402-5156 www.ltin'dopsaW.com a) _w a) CL E co 0 >v o o 0 V__ U ��U CU 0�� . _ +� ICU o CIO `10 E a, °- �C1_ca 0 LL C:' i L W co a) ''a)^ v! REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE1 WA 98103 PHONE: (206) 82GA447 FAX: (206) 826A446 SHEET TITLE AND NUMBER CONCRETE FOUNDATION DETAILS S3.203 ,p PLOTTED: 8117/2015 9:48:53 AM PT DECK I SOG SLOPE OF SLAB N m #4x 4'-0" @ MID DEPTH PER PLAN CENTERED ON CJ CD U) r2l - 011 C7 LO O I N I i I= 1 1/2 CLR TYP @ WALL 14" WALL (2) #4 @10" OC — (2) #4 @1 Off OC ® ® — #5 STIRRUPS CVOff 0C - -1 --' (4) ROWS OF ® ® (2) #8 @ 8" OC EF CL 0 J I `'-,- i --- (2) # 11 DECKED =;----(3)# 11 ---- - - - J 1 2'—Of' G131 SECTION DETAIL Scale: NTS 8" WALL SECTION #5 @ 12" OC EMBED l'-6" INTO COL TYP -#4@12OC CNTR IN WALL SEE PLANS SLOPE OF SLAB PER PLAN I C 1 1/2" CLR TYPco @ WALL _N jc0 z J W O U) I #4 @ 10' - -, ---; _ OC EF W =I=' —!I 14"WALL l ' --; — �- #4 loll -_ - OC EF O-_ -- #5 STIRRUPS @ 10" OC o i d' _ 'I - (; (4) ROWS OF ® ® #8@8"OCEF ¢- �W- W1 c) I I M� ,-=1-=---(3) # 11 — I !— I G132 SECTION DETAIL Scale: NTS N T CD N N SECTION Scale: NTS 8" WALL 2' - 011 (5) #5 TYP AT WALL #4@12OC CNTR IN WALL CO ce) SEE PLANS 2' - 0 CV GB4 SECTION DETAIL II - cale: NTS u 2' - 0�� S N z • N W W U) • W 5" - i ,I 'I 2'-0" GB3 & G136 SECTION DETAIL Scale: NTS >HEAR WALL iHEAR DOWELS SIDE f5 STIRRUPS ED 10" OC 8) #8 3" CLR TYP 2)#8 `5 STIRRUPS loll OC 4) ROWS OF t8@8"OCEF " CLR TYP 2)#8 cM G135 SECTION DETAIL Scale: NTS EAR WALL .AR DOWELS #5 STIRRUPS @ 10" OC — — (6) # 8 — — (6) # 8 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 6 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWE- AUG 18 20 PERMIT CENTS R u L i REID MIDDLETON, INC. ISSUE A - Date Description 05.18.2015 PERMIT SET SCALE: CHECKED BY: M. LUND APPROVED BY: DRAWN BY: KEYPLAN PHASE PERMIT SET PROJECT NUMBER LO NO. 14-050-01 PROJECT UZ :� W W Im W Q V �a c6 z > 0 \ N Q Q CONSULTANT N N Q E co O �V o � o O � U CT �U L6- .O +-+ p CU mO E m I— O C L M� W U) AW W REGISTRATION GROUP WEST ARCHITECTS, INC., P.S. 3601 FREMONT AVE. N. SUITE 314 SEATTLE, WA 98103 PHONE: (206) 8264447 FAX: (206) 8264446 SHEET TITLE AND NUMBER GARAGE GRADE BEAM DETAILS S3.612 Scale: 1" = V-0" PLOTTED:B/17/2015 9:54:18 AM