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Home My WebLink AboutPermit D17-0330 - STERLING SOUTHCENTER - FOUNDATIONSTERLING 5OUTHCENTER FOUNDATION ONLY 415 BAKER BLVD BLDG D17-0330 Parcel No: Address: Project Name: 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: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 0223100080 Permit Number: 415 BAKER BLVD BLDG Issue Date: Permit Expires On: STERLING SOUTHCENTER - FOUNDATION ONLY D17-0330 4/24/2018 10/21/2018 Owner: Name: BAKER BOULEVARD ASSOCIATES Address: 2100 MAIN ST#150, HUNTINGTON BEACH„ 92048 Contact Person: Name: AYA ROJNUCKARIN Phone: (206) 676-5640 Address: 1938 FAIRVIEW AVE E STE 100 , , , ALLIANCE PACIFIC NW BLDRS LLC Phone: (206) 330-0618 Contractor: Name: Address: License No: Lender: Name: Address: 2525 E CAMELBACK ROAD SUITE 500, PHOENIX, AZ, 85016 ALLIAPN871LK ALLIANCE REALTY PARTNERS, LLC 1325 4TH AVE, STE 1005 , SEATTLE, WA, 98101 Expiration Date: 6/12/2019 DESCRIPTION OF WORK: FOUNDATION ONLY PERMIT FOR ASSOCIATED PERMIT D17-0300 Project Valuation: $4,250,000.00 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $46,610.71 Occupancy per IBC: U Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: v I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Dater/ Print Name: 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: ***BUILDING PERMIT CONDITIONS*** 2: 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. 3: 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. 4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 8: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 9: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 10: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 11: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 12: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 13: Masonry construction shall be special inspected. 14: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 15: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 16: 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. 17: 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** 0301 CONCRETE SLAB 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0101 PRE -CONSTRUCTION 4037 SI -CAST -IN-PLACE 4000 SI -CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4022 SI -MASONRY 4034 SI -METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4035 SI -SOILS 4025 SI -STEEL CONST 4026 SI-STRUCT STEEL 4031 SI -VERT MASON FOUND 4004 SI -WELDING CITY OF TUKr.1LA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. D/l - 3O Project No. Date Application Accepted: Date Application Expires: 1 11 11 01 14 (For 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 Site Address: 415 Baker Boulevard Tenant Name: Sterling Southcenter PROPERTY OWNER Name: Aya Rojnuckarin Name: Baker Boulevard Associates, LLC City: Seattle State: WA Zip: 98102 Address: 7918 Green Lake Drive North Email: ayar@urbalarchitecture.com City: Seattle State: WA Zip: 98103 CONTACT PERSON — person receiving all project communication Name: Aya Rojnuckarin Address: 1938 Fairview Ave W Suite 100 City: Seattle State: WA Zip: 98102 Phone: (206) 676-5640 Fax: Email: ayar@urbalarchitecture.com GENERAL CONTRACTOR INFORMATION Company Name: Alliance Pacific Northwest Buildersdd Address: 1325 4 th Ave Suite 1005 City: Seattle State: WA Zip: 98101 Phone: (206) 330-0618 Fax: Contr Reg No.: ALLIAPN871LK Exp Date: 06/12/2019 Tukwila Business License No.: H:Wpplications\Forms-Applications On Line\201 I Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh King Co Assessor's Tax No.: 022310-0080 Suite Number: N/A Floor: N/A New Tenant: ❑ Yes ❑..No ARCHITECT OF RECORD Company Name: Urbal Architecture Architect Name: Chad Lorentz Address: 1938 Fairview Ave W, Suite 100 City: Seattle State: WA Zip: 98102 Phone: (206) 257-0972 Fax: Email: chadl@urbalarchitecture.com ENGINEER OF RECORD Name:. - Company Name: DCI Engineers •• Engineer Name: Anthony Sorentino Address: 707 W 2nd Ave , . - City: Spokane State: WA Zip: 99201 Phone: (509) 227-5733 Fax: Address: 132cj Email: asorentino@dci-engineers.com • LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) isttAAPttl 06 ' 4 ew Name:. - • •• • • toe . , . - .. Ili .. 11 Address: 132cj • Fi' `',.11-C6 106 City: WrriU6 State: le j p, Zip: c1 1 b 1 Page 1 of 4 BUILDING PERMIT INFORMAT1k )206-431-3670 Valuation of Project (contractor's bid price): $ 4,250,000 Existing Building Valuation: $ 731,000 Describe the scope of work (please provide detailed information): This is the application of a FOUNDATION ONLY PERMIT for the Associated Permit #: D17-0300. Will there be new rack storage? ❑ Yes ❑.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area 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? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\ApplicationsWorn s -Applications On Line \2.0I I Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 201 I bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1St Floor rd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport , Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area 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? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\ApplicationsWorn s -Applications On Line \2.0I I Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 201 I bh Page 2 of 4 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 OW 0 AUTHO IZED AGE T: Alliance Realty Partners, LLC; By Jeremiah Jolicoeur, Vice President Signature: .� Date: 12/08/2017 Print Name: Jeremiah Jolicoeur Day Telephone: (206) 330-0620 Mailing Address: 1325 4th Avenue, Suite 1005 Seattle WA 98101 City State Zip H:\ApplicationsWorms-Applications On Line\2011 ApplicationsTermit Application Revised - 8-9-I I.docx Revised: August 2011 bh Page 4 of 4 Page 1 of 2 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 08/30/2018 10:19:40 AM CREDIT CARD SALE VISA CARD NUMBER: **********9573 K TRAN AMOUNT: $69.87 APPROVAL CD: 06429D RECORD #: 000 CLERK ID: Rachelle {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy https://classic.convergepay.corn/V irtualMerchant/transaction.do?dispatchMethod=printTr... 08/30/2018 Page 2 of 2 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 08/30/2018 10:19:40 AM CREDIT CARD SALE VISA CARD NUMBER: **********9573 K TRAN AMOUNT: $69.87 APPROVAL CD: 06429D RECORD #: 000 CLERK ID: Rachelle Thank you! Customer Copy https://classic.convergepay.com/V irtualMerchant/transaction.do?dispatchMethod=printTr... 08/30/2018 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $69.87 D17-0330 Address: 407 BAKER BLVD UnitBLDG Apn: 0223100080 $69.87 Credit Card Fee $2.04 Credit Card Fee R000.369.908.00.00 0.00 $2.04 DEVELOPMENT $67.83 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R15293 R000.345.830.00.00 1.00 $67.83 $69.87 Date Paid: Thursday, August 30, 2018 Paid By: JAMES WANDER Pay Method: CREDIT CARD 06429D Printed: Thursday, August 30, 2018 10:20 AM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT I QUANTITY PAID $25,393.10 D17-0330 Address: 415 BAKER BLVD BLDG Apn: 0223100080 $25,393.10 DEVELOPMENT $24,184.12 PERMIT FEE R000.322.100.00.00 0.00 $24,179.62 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $1,208.98 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R14055 R000.322.900.04.00 0.00 $1,208.98 ..$25,393.10 Date Paid: Wednesday, March 21, 2018 Paid By: ALLIANCE RESIDENTIAL HOLDINGS Pay Method: CHECK 35721 Printed: Wednesday, March 21, 2018 11:31 AM 1 of 1 CSYSTEMS Cash Register Receipt City of Tukwila Receipt Number R12999 DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $21,217.61 D17-0330 Address: 415 BAKER BLVD BLDG Apn: 0223100080 $21,217.61 DEVELOPMENT $21,217.61 PLAN CHECK FEE STRUCTURAL CONSULTANT TOTAL FEES PAID BY RECEIPT: R12999 R000.345.830.00.00 R000.345.830.01.00 0.00 0.00 $15,716.75 $5,500.86 '.$21,217.61 Date Paid: Monday, December 11, 2017 Paid By: ALLIANCE RESIDENTIAL HOLDINGS, Pay Method: CHECK 34168 Printed: Monday, December 11, 2017 2:25 PM 1 of 1 C) SYSTEMS INSPECTION NO. INSPECTION RECORD Retain a copy with permit brq-o35t 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: 57ZWi G 0407/WA/MA Type of inspection: 771.t6 - Address: 907 i341<fiR ,84-3'P, Date Called: Special Instructions: Date Wanted: Requester: Phone No: ElApproved per applicable codes. D Corrections required prior to approval. COMMENTS: fprt.— flrt'tZ41loit.j /4! pr✓ !s' { if Inspector: Date: 6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit bi-7-0330 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: U` 1)r� Ar,i.je/LLC Datea ?--.0.0/3' Type f� Inspection: - D Add/r�ess:� �� 107 , a�Y " 73 La, -11"-- Date Date Called:( Special Instructions: 4it- 3 Date Wanted: I—g — 2—C2/� m. p.m. Reques ea�r. CC a� 5:30.6ne.No: _ proved per applicable codes. Corrections required prior to approval. COMMENTS: 4E-C6AACAA,1(02.144 7‘t- Work- /xi /3",&4-r, lnspector :C / Ir..._ Datea ?--.0.0/3' REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. pi7-o3a3O INSPECTION NO. INSPECTION RECORD Retain a copy with permit Dt-7 -ate PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: / � St—e.r 111Yt,p Spur CA Type of lnspectio G O AC s ir-44'1 J Address:LL?O7 ^UU E L4 Date Called: Special Instructions: Date Wanted: te p `% — td�,/ a.m. p.m. Requester: Phone No: Approved OMM _ 5 Corrections required prior to approval. kbo7-' Le— +� c L`eve--o *oJ TU /0014 -it LA/ 3ciJ 'i1*dvr rfremzd. Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1)17-0330 INSPECTION RECORD Retain a copy with permit 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 P e,V'll .. Type o Insp cion: / Address:—a,•,rJrtjw- 107 &keit &vI Date Called Special Instructions: *eS0C2.- g^Y I2, ,pM s i Date anted: `3-2 m: ,...e....fra.,)._:_ Requesier� Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ck X-0/4 %e l f-' n t& -L LJ/ • i 's il-ppettot Inspector: ia20ry) Date:�� 3 ` / 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 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 Di7 —Z5330 Project: - nARRvist-ik Type of Inspection: 7Q' -' T AM s MoRoVieD Pc -4,08, Ad ress: witije Date Called: 1. .,:/i en -J -T /N Pct L *' iptvaAvs' Special Instructions: Date Wanted:pp. 8 —I 7 `t C� a.m. p.m. Requester: te, 1G- Phone No: 6, if -/lot n -nv - _- Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Picnic:Dee tlys piennciatis to✓a' 6e 44) L> 7-47D */D 479,4097Q .r 8' s MoRoVieD Pc -4,08, Apioea/D; 1. .,:/i en -J -T /N Pct L *' iptvaAvs' Q. / «S 3, 5,/. RJJNtAetti sr& r,LDiy& f S,/eevVewf%- e Y5 t)C-27os✓ te, 1G- 7, P, : e T /I ei tOL i bra/ 6, if -/lot n -nv - _- Inspector: "?6 Date: a-17—� 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 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 -Uri-0330 Project: Site-LI� S0 t-\ 1tr Type of Inspection: FOO *--a►J►g 4r.- L IS -E,,,, L fie_ Address: /o7 /3pI k -?;01-1 d. Date Called: Special Instructions: o Date Wanted: —/-3 I — z..04/ a.m. p.m. Requester: .). 12Ar 5ir Arts A*r_f) GL,kolliclz Phone No: Y cck) Dior ' ( d`r'ucgoa fro, Approved per applicable codes. Corrections required prior to approval. 7OMMENTS: 4r.- L IS -E,,,, L fie_ 6 — h. 7 -S,, ..- -i-c, C�,�, J (4:- i----- 20 Lc) — 4_3 %- t ---ii Fcs, C-& earpie WI, .). 12Ar 5ir Arts A*r_f) GL,kolliclz *0- pl, s�pp��-L hers Y cck) Dior ' ( d`r'ucgoa fro, foy-4--- Date: 7-3/7W REINSPECTION FEE REQUIRED. Prior to next inspection, fee mustbe paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit D17--0 35:7 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: ie-YeL t /Si/tiA bailor' Typ f Insp ction: FIO a✓ yn S Address: '/O7 BAK ER ABLvd. Date Called: U Ori f14,-/ h cxi ayd �'�t . Special Instructions: Date Wanted: 7-2-2O/cr a.m. p.m. Requester: 0-74 l Phoneo: (zo)91g-CCg, ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: R 1Fz Poce_Jtsv — 1fczno T /). RFr `s Alferbic ,d e ,sudind'ile.cl pJTio/- 7� itpec.h'onl arlr, CA-ppr-e Ori f14,-/ h cxi ayd �'�t . 2) 619 in •e -e,- Alc rccora 7l SM cuta et-,)tcijr a.l'de'(s a, (kec.c. ,-tios- i.,r, RFI 5 h.rL`/L 3) Prov ck_ RFT_ u-' , 'k Livii, 4) Fav at_ RFP5 --- :53" r REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit 6330 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 specti n: Address: SB..*c.,snrt r Date Called: SpecialIInstructionss:��. 1/197 .13,4n , —' 861C .- Date Wanted: a.m - 2�% p.m. Request ( Jr Ph a No:or2.00ey, 2_0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: t LI, ` , , / i Wv-,s /t — 30 ' Ci 1"- 6 -- 1t-Trn51GOn / v 1c_:7 ' _ D"A. � � '.',, tip, *-P6w1O i nn - awl v ► I. - onyi., • pi' ' i Inspecto Date: 7-Z3 -W! REINSPECTION FE QUIRED. 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 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 117 330 Netc. t: r Type of Ippeccion` Address:Li U WSS.8i? .BLvd Date Called: , Special Instructions: \ \ ' fill, 1 . Date Wanted: q-7 Requester: Phone No: 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Dtsr_E-kz,_sla p,--cpA) C\Ir 141 Inspector:/ a .„//__ DateV-27 -2Pe' /27^2',' REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ��" 394 - 3,Er6 GO _. CD _%. , - • . , ' ,., i n lEpe . . -Erz g ri . . Ora • LEVEL 1 FOUNDATION PLAN - NORTH 2 :gEEEH ^E . , 1:4i, i`n 7, rn 3- Cn c) CO .1,0 ,....e . LEVEL 1 FOUNDATION PLAN - SOUTH 1 I>W11 EEEEW , ,...„, . 1 • 6 ›. Figni -g-q: z -"1111 w 1 . , . . folk Os „c -73x — --I c r, 11111111111111111DC E n G I n E E R 5 REVIEWED FOR CODE COMPLIANCE APPROVED E Washington m Oregon AUG 17 2018 California Texas City of Tukwila �—, Alaska July 31, 20 WILDING DIVISION Colorado Montana Reid Middleton Attn: Katherine R. Brawner TECEOVED Auti022018 ,2.0 i ; oos. Ocextor4 REID MIDDLETON, INC. Re: Building Permit Plan Review- Revision #1 First Submittal Marvelle (formerly Sterling) Southcenter — Foundation Only (D17-0330) Dear Katherine: This letter is prepared to address the comments provided by Katherine R. Brawner for the first review of Marvelle at Southcenter (D17-0330) post permit revision submittal. Specifically, this letter addresses the comment associated with the structural design. The follow is an itemized list of responses to the provided comments. STRUCTURAL 1. Notes updated to match main heading noting section 1908. 2. The note referencing 19/S4.02 is referring directly to 6000 psi strength concrete. 6000 psi concrete is only used in the podium PT slab. Therefore, sheet S402 has been submitted as part of the fully building revisions submittal. 3. Top and bottom reinforcing has been added to the calculations. No changes required. 4. Top and bottom reinforcing has been added to the calculations. No changes required. 5. Top and bottom reinforcing has been added to the calculations. No changes required. If further explanation or additional information is requested, please feel free to contact DCI Engineers directly. Sincerely, DCI Engineers Anthony Sorentino, PE Project Manager (509) 227-5733 asorentino@dci-engineers.com REVISION NO 707 W 2nd Avenue !Spokane, WA 99201 Phone (509) 455-4448 !Service Innovation Value July 27, 2018 File No. 262017.005/00610 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Revision #1 First Submittal Marvelle (formerly Sterling) Southcenter — Foundation Only (DI 7-0330) Dear Mr. Hight: We reviewed the proposed project revisions for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. The design team should address the comments below. The permit applicant should provide responses to the review comments in an itemized letter. The structural engineer should resubmit the following documents: a. One set of full-sized revised and new structural sheets for insertion into the original structural drawing sets. Complete structural drawing sets may be submitted in place of individual new and revised sheets. b. Three complete full-sized sets of updated structural drawings. c. One copy of supplemental structural calculations. The applicant should resubmit documentation directly to Reid Middleton, Inc. Structural 1. The Shotcrete notes on Sheet S0.02 include multiple references to IBC Section 1910. Section 1908 of the 2015.International Building Code (IBC) is titled Shotcrete; there is no Section 1910. The drawings should be revised to reference the appropriate section. 2. Note 10 of Detail 20/S3.01 references Detail 19/S4.02 for lap splice and development length (reinforcement) requirements for 6,000 psi concrete. Sheet S4.02 was not provided in this submittal. Previously submitted Sheet S4.02 includes Detail 19; however, the detail is a section of a concrete column and does not provide requirements for reinforcement for 6,000 psi concrete. The drawings should be revised to include correct references and details for lap splice and development length (reinforcement) requirements for 6,000 psi concrete. 111,11,of rk I W1 11J , t;.';.i ',870x1 vr:^vr rvidniiddletort.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development July 27, 2018 File No. 262017.005/00610 Page 2 3. Provide supplemental calculations for the design of the thickened slab corner between Grids 1/2.4 and I/J on Sheet S 1.01 A. It appears that the intent is for the slab to act similar to a cantilever in order to alleviate load at the corner because Geopiers cannot be installed due to existing utilities. The additional top bars do not appear to be adequate to allow the corner slab to act as a cantilever. Thus, loads will be imparted on the corner, which lacks adequate soil capacity because the Geopiers are not present. 4. Provide supplemental calculations documenting the design of the revised foundation along Grid J on Sheet S 1.01 B. The calculation package provided does not appear to include documentation of required reinforcing for the revised design. 5. Provide supplemental calculations documenting the design of the revised foundation at the building corner near Grid J between Grids 2.4/3.8 on Sheet S1.O1A. The calculation package provided does not appear to include documentation of required reinforcing for the revised design. 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. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton. Inc. Katherine R. Brawner, P.E. Project Engineer 1:3,0/a, Corbin M. Hammer, P.E., S.E. Principal cc: Chad Lorentz, Urbal Architecture (by e-mail) Craig Crowley, DCI Engineers (by e-mail) David Van Thiel, Geopier Northwest, Inc. (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\17\TK17 006R1.0.docx\krb Reid iddleton 1 _DCI E fl G I fl EER S 5 q ui 0 N c 0) P 1 Seattle Portland Spokane San Diego Austin Irvine Eugene San Francisco Anchorage L REVIEWED FOR CODE COMPLIANCE APPROVED AUG 172018 City of Tukwila BUILDING DIVISION STRUCTURAL CATTUEXTIONS STERLING SOUTHCENTER PERMIT REVISION SUBMITTAL SUPPLEMENTAL Prepared for: Urbal Architecture 1938 Fairview Avenue East, Suite 100 Seattle, WA 98102 August 9, 2018 DCI Job Number 17041-0175.00 REVI 110,s1oNNo,t lJ 601 W. Riverside. Suite 600 Spokane, Washington, 99201 Phone (509) 455-4448 Service Innovation Value Sterling South - MAT Foundation typica Aug edit.cpt 8/9/2018 RAM Concept © 2017 Bentley Systems, Inc. RAM Concept'" is a trademark of Bentley Systems 6.4 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Table of Contents ~ Units 3 Signs 4 Materials 5 Loadings 7 Load Combinations 8 Design Rules 21 Mesh Input: Standard Plan 22 Other Dead Loading: Line Loads Plan 26 Live (Reducible) Loading: All Loads Plan 27 Ultimate Seismic East Loading: All Loads Plan 28 Ultimate Seismic North Loading: All Loads Plan 29 Service LC: D + L: Std Deflection Plan 30 Service LC: D + L: Max Soil Bearing Pressure Plan 34 Factored LC: 1.2D + 1.6L + 0.5Lr: Max Mx Plan 38 Factored LC: 1.2D + 1.6L + 0.5Lr: Max My Plan 42 Factored Seismic LC: 1.2D + fiL + f2S + E: Max Mx Plan 46 Factored Seismic LC: 1.2D + f1L + f2S + E: Max My Plan 50 Design Strip: Punching Checks Plan 54 Design Status: Status Plan 55 Design Status: Top Reinforcement Plan 56 Design Status: Bottom Reinforcement Plan 57 Table of Contents - 2 Units Geometry Unit Plan Dimensions: feet Angles: degrees Loading and Reaction Unit Point Force: Kips - Report As Zero: 0 Kips Point Moment: kip -ft - Report As Zero: 0 kip -ft Spring and Stiffness Unit Point Force Spring: kips/in Point Moment Spring: k -ft/° Slab Analysis Unit Force: Kips - Report As Zero: 0 Kips Force Per Width: kips/ft - Report As Zero: 0 kips/ft Materials Unit Concrete Volume: yd3 Reinforcement Weight: tons PT Weight: pounds Miscellaneous Unit Floor Area: ft2 Tendon Angles (for friction): radians Slab Thickness: inches Elevations: inches Line Force: kips/ft - Report As Zero: 0 kips/ft Line Moment: Kips - Report As Zero: 0 Kips Line Force Spring: ksi Line Moment Spring: k/° Moment: kip -ft - Report As Zero: 0 kip -ft Moment Per Width: Kips - Report As Zero: 0 Kips Reinforcing Area: int Tendon Profile: inches Cover: inches Density: pcf Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Support Dimensions: inches Support Height: feet Area Force: psf - Report As Zero: 0 psf Area Moment: #/foot - Report As Zero: 0 #/foot Area Force Spring: pci Area Moment Spring: k/ft° Concrete Stress: psi - Report As Zero: 0 psi Deflection: inches - Report As Zero: 0 inches PT Force: Kips Reinforcing Stress: ksi Elongations: inches Units - 3 Signs /-0 it Positive Loads Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 ,6"/ Positive Analysis 1E51 0..011 Positive Reactions C.00.4 Signs - 4 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Materials Concrete Mix Mix Density Density For fci ft fcui fcu Poisson User Eci User Ec Name (pcf) Loads (pcf) (psi) (psi) (psi) (psi) Ratio Ec Calc (psi) (psi) 3000 psi 150 150 3000 3000 3725 3725 0.2 Code 2500000 3000000 4000 psi 150 150 3000 4000 3725 4975 0.2 Code 2500000 3000000 5000 psi 150 150 3000 5000 3725 6399 0.2 Code 2500000 3000000 6000 psi 150 150 3000 6000 3725 7450 0.2 Code 2500000 3000000 PT Systems System Aps Eps fse fpy fpu Duct Width Strands Min Radius Name Type (int) , (ksi) (ksi) (ksi) (ksi) (inches) Per Duct (feet) 1/2" Unbonded .unbonded 0.153 28000 175 243 270 0.5 1 6 1/2" Bonded bonded 0.153 28000 160 243 270 3 4 6 0.6" Unbonded unbonded 0.217 28000 175 243 270 0.6 1 8 0.6" Bonded bonded 0.217 28000 160 243 270 4 4 8 PT Stressing Parameters System Jacking Stress Seating Loss Anchor Wobble Friction Angular Friction Long -Term Losses Name (ksi) (inches) Friction (1/feet) (1/radians) (ksi) 1/2" Unbonded 216 0.25 0 0.0014 0.07 22 1/2" Bonded 216 0.25 0.02 0.001 0.2 22 0.6" Unbonded 216 0.25 0 0.0014 0.07 22 0.6" Bonded 216 0.25 0.02 0.001 0.2 22 Reinforcing Bars Bar As Es Fy Straight 90 Hook 180 Hook Name (ln2) (ksi) (ksi) Coating Ld/Db Ld/Db Ld/Db #3 0.11 29000 60 None Code Code Code #4 0.2 29000 60 None Code Code Code #5 0.31 29000 60 None Code Code Code #6 0.44 29000 60 None Code Code Code #7 0.6 29000 60 None Code Code Code #8 0.79 29000 60 None Code Code Code #9 1 29000 60 None Code Code Code #10 1.27 29000 60 None Code Code Code #11 1.56 29000 60 None Code Code Code Materials - 5 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Materials (2) SSR Systems Stud Area Head Area Min Clear Head Specified Stud Fy Stud Spacing Rounding Min Studs System SSR System Name (1n2) 012) Spacing (inches) Spacing (inches) (ksi) Increment (inches) Per Rail Type 3/8" SSR 0.11 1.11 0.5 None 50 0.25 2 Rail 1/2" SSR 0.196 1.96 0.5 None 50 0.25 2 Rail 5/8" SSR ' 0.307 3.07 0.5 None 50 0.25 2 Rail 3/4" SSR 0.442 4.42 0.5 None 50 0.25 .2 Rail Ancon Shearfix Auto-S1zk.217 1.096 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 10 mn0.1217 1.096 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 12 mn0.1753 1.578 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 14 mr6.2386 2.147 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 16 mn9.3116 2.805 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 20 mn9.4869 4.383 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 24 mr>0.7012 6.311 0.5906 None 72.52 0.03937 2 Rail Materials - 6 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Loadings Loading Name Type Analysis On-Pattem Factor Off -Pattern Factor Self -Dead Loading Self -Weight Normal 1 1 Balance Loading ` Balance Normal 1 1 Hyperstatic Loading Hyperstatic Hyperstatic 1 1 Temporary Construction (At Stressing) Loading Stressing Dead Normal 1 1 Other Dead Loading Dead Normal 1 1 Live (Reducible) Loading Live (Reducible) Normal 1 0 Live (Unreducible) Loading Live (Unreducible) Normal 1 0 Live (Storage) Loading Live (Storage) Normal 1 0 Live (Parking) Loading Live (Parking) Normal 1 0 Live (Roof) Loading Live (Roof) Normal 1 0 Snow Loading Snow Normal 1 1 Ultimate Wind North Loading Ultimate Wind 1 Normal 1 1 Ultimate Wind East Loading Ultimate Wind 2 Normal 1 1 Ultimate Seismic North Loading Ultimate Seismic 1 Normal 1 1 Ultimate Seismic East Loading Ultimate Seismic 2 Normal 1 1 Loadings - 7 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Load Combinations All Dead LC Active Design Criteria: <none> Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Other Dead Loading 1 Dead + Balance LC Active Design Criteria: <none> Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Initial Service LC Active Design Criteria: Initial Service Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1.13 Temporary Construction (At Stressing) Loading 1 Service LC: D + L Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 1 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Service LC: D Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Load Combinations - 8 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Load Combinations (2) Service LC: D + Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Roof) Loading 1 Service LC: D + S Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Snow Loading 1 Service LC: D + 0.75L + 0.75Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Live (Roof) Loading 0.75 Service LC: D + 0.75L + 0.75S Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Baiance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Snow Loading 0.75 Load Combinations - 9 Load Combinations (3) Service Wind LC: D + 0.6W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.6 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Service Wind LC: D - 0.6W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.6 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Service Wind LC: D + 0.75L + 0.75Lr + 0.45W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.45 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Live (Roof) Loading 0.75 Service Wind LC: D + 0.75L + 0.75Lr - 0.45W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.45 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Live (Roof) Loading 0.75 Sterling South - MAT Foundata'on typica Aug edit.cpt - 8/9/2018 Load Combinations - 10 Load Combinations (4) Service Wind LC: D + 0.75L + 0.75S + 0.45W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.45 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Snow Loading 0.75 Service Wind LC: D + 0.75L + 0.75S - 0.45W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.45 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Snow Loading 0.75 Service Wind LC: 0.6D + 0.6W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.6 Loading Standard Factor Self -Dead Loading 0.6 Balance Loading 1 Other Dead Loading 0.6 Service Wind LC: 0.6D - 0.6W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.6 Loading Standard Factor Self -Dead Loading 0.6 Balance Loading 1 Other Dead Loading 0.6 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Load Combinations - 11 Load Combinations (5) Service Seismic LC: D + 0.7E Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: 0.7 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Service Seismic LC: D - 0.7E Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Loading Standard Factor: -0.7 Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Service Seismic LC: D + 0.75L + 0.75S + 0.525E Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: 0.525 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Snow Loading 0.75 Service Seismic LC: D + 0.75L + 0.75S - 0.525E Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: -0.525 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Snow Loading 0.75 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Load Combinations - 12 l Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Load Combinations (6) Service Seismic LC: 0.6D + 0.7E Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: 0.7 Loading Standard Factor Self -Dead Loading 0.6 Balance Loading 1 Other Dead Loading 0.6 Service Seismic LC: 0.6D - 0.7E Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Loading Standard Factor: -0.7 Standard Factor Self -Dead Loading 0.6 Balance Loading 1 Other Dead Loading 0.6 Sustained Service LC Active Design Criteria: Analysis: Zero -Tension Loading Sustained Service Design Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 0.5 Live (Storage) Loading 1 Live (Parking) Loading 0.5 Live (Roof) Loading 0.5 Factored LC: 1.4D Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.4 Hyperstatic Loading 1 Other Dead Loading 1.4 Factored LC: 0.9D Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading Hyperstatic Loading Other Dead Loading 0.9 1 0.9 Load Combinations - 13 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Load Combinations (7) Factored LC: 1.2D + 1.6L + 0.5Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 1.6 Live (Unreducible) Loading 1.6 Live (Storage) Loading 1.6 Live (Parking) Loading 1.6 Live (Roof) Loading 0.5 Factored LC: 1.2D + 1.6L + 0.5S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 1.6 Live (Unreducible) Loading 1.6 Live (Storage) Loading 1.6 Live (Parking) Loading 1.6 Snow Loading 0.5 Factored LC: 0.9D + 1.6L + 0.5Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Live (Reducible) Loading 1.6 Live (Unreducible) Loading 1.6 Live (Storage) Loading 1.6 Live (Parking) Loading 1.6 Live (Roof) Loading 0.5 Load Combinations - 14 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Load Combinations (8) Factored LC: 0.9D + 1.6L + 0.5S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Live (Reducible) Loading 1.6 Live (Unreducible) Loading 1.6 Live (Storage) Loading 1.6 Live (Parking) Loading 1.6 Snow Loading 0.5 Factored LC: 1.2D + fiL + 1.6Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Live (Roof) Loading 1.6 Factored LC: 1.2D + f1L + 1.6S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 , Live (Parking) Loading 1 Snow Loading 1.6 Load Combinations - 15 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Load Combinations (9) Factored LC: 0.9D + fiL + 1.6Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Live (Roof) Loading 1.6 Factored LC: 0.9D + fiL + 1.6S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 1.6 Factored Wind LC: 1.2D + fiL + 0.5Lr + 1.0W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Live (Roof) Loading 0.5 Load Combinations - 16 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Load Combinations (10) Factored Wind LC: 1.2D + fiL + 0.5Lr - 1.0W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Live (Roof) Loading 0.5 Factored Wind LC: 1.2D + f1L + 0.5S + 1.0W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 0.5 Factored Wind LC: 1.2D + f1L + 0.5S - 1.0W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 0.5 Load Combinations - 17 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Load Combinations (11) Factored Wind LC: 1.2D + 1.6Lr + 0.5W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.5 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Roof) Loading 1.6 Factored Wind LC: 1.2D + 1.6Lr - 0.5W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.5 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Roof) Loading 1.6 Factored Wind LC: 1.2D + 1.6S + 0.5W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.5 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Snow Loading 1.6 Factored Wind LC: 1.2D + 1.6S - 0.5W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.5 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Snow Loading 1.6 Factored Wind LC: 0.9D + W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 1 Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Load Combinations - 18 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Load Combinations (12) Factored Wind LC: 0.9D - W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -1 Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Factored Seismic LC: 1.2D + fiL + f2S + E Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: 1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 0.7 Factored Seismic LC: 1.2D + f1L + f2S - E Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: -1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 0.7 Factored Seismic LC: 0.9D + E Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: 1 Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Load Combinations - 19 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Load Combinations (13) Factored Seismic LC: O.9D - E Active Design Criteria: User Minimum Design, -Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: -1 Loading Standard Factor Self -Dead Loading ' 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Load Combinations - 20 Design Rules Code Minimum Desig 318-14 Min. Reinforcement User Minimum Desig Specified Min. Reinforcement Initial Service Desigi 318-14 Initial Service Design Service Design 318-14 Service Design Include detailed section analysis Sustained Service Desigr 318-14 Sustained Service Design Strength Design 318-14 Strength Design Punching Shear Design Ductility Desigr 318-14 Ductility Design Soil Bearing Desigi None Sterling South - MAT Foundation typica Aug edit.cpt -8/9/2018 Design Rules - 21 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Mesh Input: Standard Plan Mesh Input: Seams; Seam Priorities; Slab Areas; Slab AreaT hicknesses; Slab Area Concrete Models; Slab Openings; Slab Opening Priorities; Point Supports; Point Support Icons; Line Supports; Line Support Icons; Walls Above; Walls Below; Columns Above; Columns Below; PM Scale =1:180 IlSr=1 KFs=1 liFz=150 oes t=36 000 psi ti=24 5000 psi t=30 Prior4=20 tFit, So6o.bsi aqiitiy=20 500S ps; mea 5d0,PAtiniv=20 t=30 5000 psi El aro° Priority=20 Prim:feral 5000 psi 5021.44=2. Pric=4=30 5000 psi 0 5001 0 t=16 5000 psi Prior -46W t=22 5000 psi Mesh Input: Standard Plan - 22 I A Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Mesh Input: Standard Plan (2) int Springs; Point Spring Icons; Point Spring Values; Line Springs; Line Spring Icons; Line Sprang Values; Area Springs; Area Spring Icons; Area Spring Values; User totes; User Lines; User Dimensions; Pr o�si Prionp�ybsi 50 3 psi O 0 Prlon`ty=30 5000 psi psi Prion`ty=20 KFr KFset=1 KFz=150 KKFz=Fr=1 1 KFr=1 KFz=300 KFz=1 tFlb KFr- \ evg, 5000.izsi r—r KFs=1 p\ KFz=150 te26 5000 psi =22 5000 psi tete 5000- Prioiiiy=2=20 Prior`iy=20 ton Priority=20 Sl10Ppsi Prioriiy=20 So00psi Pric iy 20 50otrps ty-z0 5000 p -60 5000 psi 5000 psi L Mesh Input: Standard Plan - 23 Mesh Input: Standard Plan (3) t="20 5i PPoiiiyr20 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 4;6 t=21 Prionty40 1 - E t=22 5000 psi 5000 E psi KFr.-1 l(Fs=1 l(F,150 Mesh Input: Standard Plan - 24 Mesh Input: Standard Plan (4) 50 0 psi isA0 50Oppsr Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 tr10 5009 -Psi Priortity=20 LI ts52 5000 psi <=30 5000 psi 0 H t=52 5000 psi t540 5000 psi KF, NF5s1 ISPE=150 Mesh Input: Standard Plan - 25 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Other Dead Loading: Line Loads Plan o= 0= .0 0 00 a 0 C y o L On Other Dead Loading: Line Loads Plan - 26 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Live (Reducible) Loading: All Loads Plan 0 D. o. .171 00 9 0 Live (Reducible) Loading: All Loads Plan - 27 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Ultimate Seismic East Loading: All Loads Plan O. ❑. ❑ ❑ p , a G ❑ G 13 .Ultimate Seismic East Loading: All Loads Plan - 28 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Ultimate Seismic North Loading: All Loads Plan 0 o❑ Ga .0 D. 0° 0 0 0 ❑ 0 Ultimate Seismic North Loading: All Loads Plan - 29 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Service LC: D + L: Std Deflection Plan SM. awe '"Rah, thallikermlels: rt"MEIr=a,.....Elmer.101611na Orgy, Calm" Ellme. &low, Column Elements Me; SI.Elementis; gab Elmore 0.1ne CPA, &MI li.015 10411 MOO 0.071 60/1 MOS 6111 waw.• amnu,,..ecn..an .m v.. n.s.. M.w en.......tt ( Service LC: D + L: Std Deflection Plan - 30 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Service LC: D + L: Std Deflection Plan (2) Service LC: D + L: Std Deflection Plan - 31 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Service LC: D + L: Std Deflection Plan (3 Service LC: D + L: Std Deflection Plan - 32 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Service LC: D + L: Std Deflection Plan (4) Service LC: D + L: Std Deflection Pian - 33 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Service LC: D + L: Max Soil Bearing Pressure Plan Elenwes If* Vtelllemeres Me, WM Elan. Cleft CInt, Coherrn Om., Wow. asec Deft.; S. thrrnar...../. L..• ting..1n..am. v4Va. 140 IMO KO 00 UN ”0.0 Valu, wonumn w, Y. m.ouann»m Service LC: D + L: Max Soil Bearing Pressure Plan - 34 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Service LC: D + L: Max Soil Bearing Pressure Plan (2) Service LC: D + L: Max Soil Bearing Pressure Plan - 35 Sterling South - MAT Foundation typica Aug edit.cpt -8/9/2018 Service LC: D + L: Max Soil Bearin ' Pressure, Plan Service LC: D + L: Max Soil Bearing Pressure Plan - 36 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Service LC: D + L: Max Soil Bearing Pressure Plan (4) Service LC: D + L: Max Soil Bearing Pressure Plan - 37 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Factored LC: 1.2D + 1.6L + 0.5Lr: Max Mx Pian inters. LC: '10 • I.6L • 0.6, Year Lk's.; User Mates; User Oinnensbns; Ors., Impart:User LI., User Notes; User Element . ab., Wall Eiemem. mw., •4B element owlue onto.....Mims. Bala, uum. Elements Marc vee Froment.: Slab Element omBnt Orly; .a Moment am m ieelmm .. VValues, 111130.00.1 eMV*.47 wa(:..e1...21) v.. Value ,v., vPe 22.1,e03..i Factored LC: 1.2D + 1.6L + 0.5Lr: Max Mx Plan - 38 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Factored LC: 1.2D + 1.6L + 0.5Lr: Max Mx Plan (2) Factored LC: 1.2D + 1.6L + 0.5Lr: Max Mx Plan - 39 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Factored LC: 1.2D + 1.6L + 0.5Lr: Max Mx Plan (3) ---------- - Factored LC: 1.2D + 1.6L + 0.5Lr: Max Mx Plan - 40 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Factored LC: 1.2D + 1.61 + 0.5Lr: Max Mx Plan (4) Factored LC: 1.2D + 1.6L + 0.5Lr: Max Mx Plan - 41 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Factored LC: 1.2D + 1.6L + 0.5Lr: Max My Plan mr User Lines, wna e�,Dr.� : e.. Element ..e,es Ws. Perm.. Mauve,. Element OullAie Cety, Caltemn Resents Iteles,,Cahrisneerneots More. Slab sta. Element 13.11.se Os. wm. x01KI0.fl( I MAIMS) w. Valu. el.. 10,2* e,661.21.73.75) Factored LC: 1.2D +,.1.6L + 0.5Lr: Max My Plan - 42 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Factored LC: 1.2D + 1.6L + 0.5Lr: Max My Pian (2) Factored LC: 1.2D + 1.6L + 0.5Lr: Max My Plan - 43 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Factored LC: 1.2D + 1.6L + 0.5Lr: Max My Plan (3) \( Factored LC: 1.2D + 1.6L + 0.5Lr: Max My Plan - 44 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Factored LC: 1.2D + 1.6L + 0.5Lr: Max My Plan (4) ( V\I Factored LC: 1.2D + 1.6L + 0.5Lr: Max My Plan - 45 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Factored Seismic LC: 1.2D + f1L + f2S + E: Max Mx Plan ,t:;.B.a. .o1O ..d�El:men. Element Elam. Welt Outline Only, C.mm Eleinente Ced.mnEl.rn.ntsMare; Elements; Slab eminent Outl, ie.:tared Seismic LC: One Contour • Min valve. .,...Ab•®(R,7.,u.2) w• yew • win nae Mt....) I�J /\r7 -5t �rl Factored Seismic LC: 1.2D + f1L + f2S + E: Max Mx Plan - 46 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Factored Seismic LC: 1.2D + f1L + f2S + E: Max Mx Plan ( Factored Seismic LC: 1.2D + f1L + f2S + E: Max Mx Plan - 47 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Factored Seismic LC: 1.2D + f1L + f2S + E: Max Mx Plan (, Factored Seismic LC: 1.2D + f1L + f2S + E: Max Mx Plan - 48 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Factored Seismic LC: 1.2D + f1L + f2S + E: Max Mx Plan ( Factored Seismic LC: 1.2D + f1L + f2S + E: Max Mx Plan - 49 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Factored Seismic LC: 1.2D + f1L + f2S + E: Max My Plan Festered Uses Element WN1 Elem.,* Wel Elenteess Maws; Wal3 Elem. cname day, Calsernn Eletrunns laeless, couron Mures: Slee 6111. Eleemre CseDne Only. Scale • 1.130 Gartorni ,2 2n� ..oa. • p.a,.w,,..M W.. • a,.. P®„s.a,.,,, Factored Seismic LC: 1.2D + f1L + f2S + E: Max My Plan - 50 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Factored Seismic LC: 1.2D + f1L + f2S + E: Max My Plan ( Factored Seismic LC: 1.2D + f1L + f2S + E: Max My Plan - 51 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Factored Seismic LC: 1.2D + f1L + f2S + E: Max My Plan ( 0 Factored Seismic LC: 1.2D + f1L + f2S + E: Max My Plan - 52 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Factored Seismic LC: 1.2D + f1L + f2S + E: Max My Plan ( Factored Seismic LC: 1.2D + flL + f2S + E: Max My Plan - 53 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Design Strip: Punching Checks Plan • \t'ktZt• / \ ) •••{.. „.„," Design Strip: Punching Checks Plan - 54 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Design Status: Status Plan }'d ya rta 9 as ifa ra O 4k it as z= Nva Design Status: Status Plan - 55 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Design Status: Top Reinforcement Plan °o O. 0° °0 0 • 0° °0 0 0 t' 0 o Design Status: Top Reinforcement Plan - 56 Sterling South - MAT Foundation typica Aug edit.cpt - 8/9/2018 Design Status: Bottom Reinforcement Plan a_ 0° 0 Design Status: Bottom Reinforcement Plan - 57 ®DCI EnGinE Rs Project No. Sheet No. Project S-. Date Subject Per- 41- 0<t.. 1-1"-)y, As �� _ /�� = ` t S _G k; , " 7)16,-z-4- 6 14.: ps -1.6---- a.C)! - 6 tc---V5 By /"ilxK �GO.rS = 6 EG_ e (1.:419. VC_1-cle. /7 of ELF 2 ELF 4 ELF 6 Project No: Project Name: Subject: o <DCI Project No.> <inse11 OELTEK Project Desc> Pier Shear Design 0.6 1.3 60 60 ksi ksi Date: By: 8/9/2018 <pral eng> blue is for unaffected walls Shear Wall Design - Per ACI 318-14, Section 18.10.4 Wall Pier Level Shear Wall nforrnation Factored Loads % Axial Load for 100.30 Combos ASCE 7-10 Sec ion 12.5 Shear Strength Horizontal Shear Reinforcing, AH, strength Design Check Shur Ratio ACI 18.10.4.4 Pc Iksi) L per (in) t per (in) h e.r (f1) Pu (kip) Vulag (kip) 4SPnc Wal Rho Pyr 441ns 100.30 eQ� Req'd 4 41Vc (k) 8 of Rows Bar Size Spacing (in) A„,,,,.„,,,, (in`Ift) A.,,,,„ (in`/ft) AT we. (in`Ht) 6*9*64 Jrc Stress Chock C10A Story2 4.5 247 12 11 143 123 2.4% 0.0025 2.3% - Not Req'd - 2.0 239 2 *5 12" o.c. 0.00 0.36 0.62 - OK - 1.0 - OK - 010A Storyl 4.5 247 12 11 144 167 2.4% 0.0025 2.4% - Not Req'd - 2.0 239 2 85 12" o.c. 0.00 0.36 0.62 - OK - 1.4 - OK - C108 Story2 4.5 480 12 11 145 451 1.3% 0.0025 1.2% - Not Req'd - 2.0 464 2 *5 12" o . 0.00 0.36 0.62 - OK - 1.9 - OK - C10B1 Story' 4.5 270 12 11 146 211 2.3% 0.0025 2.2% - Not Req'd - 2.0 261 2 *5 12" o.c. 0.00 0.36 0.62 - OK - 1.6 - OK - C1 OB2 Story' 4.5 90 12 11 147 37 6.8% 0.0025 6.6% - Not Req'd - 2.0 87 2 #5 12" o.c. 0.00 0.36 0.62 - OK - 0.9 - OK - C1oC Story2 4.5 120 12 11 148 44 5.2% 0.0025 5.0% - Not Rey'd - 2.0 116 2 #5 12" o.c. 0.00 0.36 0.62 - OK - 0.8 - OK - C1 OC Storyl 4.5 601 12 11 149 600 1.0% 0.0025 1.0% - Not Req'd - 2.0 581 2 #5 12" o.c. 0.01 0.36 0.62 - OK - 2.1 - OK - C10D Story2 4.5 421 12 11 150 467 1.5% 0.0025 1.4% - Not Req'd - 2.0 407 2 #5 12" o.c. 0.05 0.36 0.62 - OK - 2.3 - OK - C2.SA Story2 4.5 690 12 11 151 1954 0.9% 0.0025 0.9% - Not Req'd - 2.0 667 2 *5 8" o.c. 0.62 0.36 0.93 - OK - 5.9 - OK - C2.5A Storyl 4.5 690 12 11 152 1893 0.9% 0.0025 0.9% - Not Req'd - 2.0 667 2 *5 12" o.c. 0.59 0.36 0.62 - OK - 5.7 - OK - C2.58 Story2 4.5 85 12 11 153 77 7.5% 0.0025 7.3% - Not Req'd - 2.0 82 2 *5 12" a.c. 0.00 0.36 0.62 - OK - 1.9 - OK - C2.5B Storyl 4.5 85 12 11 154 106 7.6% 0.0025 7.3% - Not Req'd - 2.0 82 2 *5 12" o.c. 0.09 0.36 0.62 - OK - 2.6 - OK - C3 Story2 4.5 85 12 11 155 84 7.6% 0.0025 7.4% - Not Req'd - 2.0 82 2 *5 12" o.c. 0.01 0.36 0.62 - OK - 2.0 - OK - C3 Storyl 4.5 85 12 11 156 113 7.7% 0.0025 7.4% - Not Req'd - 2.0 82 2 *5 12" o.c. 0.12 0.36 0.62 - OK - 2.7 - OK - C8.5 C8.5 Story2 Story' 4.5 4.5 108 59" 12 12 11 11 157 158 156 86 6.1% 6.1% 0.0025 0.0025 5.9% 5.9% -Not Req'd- - Not Req'd - 2.0 2.0 104 104 2 2 #5 #5 12"o.c. 12" o.c. 0.16 0.00 0.36 0.36 0.62 0.62 -OK- OK 3.0 1.6 -OK- C9 Story2 4.5 420 12 11 159 504 1.6% 0.0025 1.5% -Not Regd- 2.0 406 2 *5 12" o.c. 0.08 0.36 0.62 - - -OK- 2.5 - OK - -OK- C9A Storyl 4.5 420 12 11 160 500 1.6% 0.0025 1.5% - Not Req'd - 2.0 406 2 *5 12" o.c. 0.07 0.36 0.62 - OK - 2.5 - OK - C9B Story2 4.5 X20 2 11 161 44 5.6% 0.0025 5.4% -Not Regd- 2.0 116 2 *5 17o.c. 0.00 0.36 0.62 -OK- 0.8 -OK- C9B Storyl 4.5 601 1 11 162 734 1.1% 0.0025 1.1% - Nat Req'd - 2.0 581 2 #5 12" o.c. 0.08 0.36 0.62 - OK - 2.5 - OK - C9c Story2 4.5 174 12 163 133 3.9% 0.0025 3.86/0 - Not Req'd - 2.0 168 2 *5 12" o.c. 0.00 0.36 0.62 - OK - 1.6 - OK - CA Story2 4.5 324 12 11 64 895 2.1% 0.0025 2.0% - Not Req'd - 2.0 313 2 *5 12" o.c. 0.60 0.36 0.62 - OK - 5.7 - OK - CA Storyl 4.5 324 12 11 1 1127 2.1% 0.0025 2.1% - Not Req'd - 2.0 313 2 #6 12" o.c. 0.84 0.36 0.88 - OK - 7.2 - OK - CC Story2 4.5 228 12 11 166 3.1% 0.0025 2.9% - Not Req'd - 2.0 220 2 *5 10" o.c. 0.72 0.36 0.74 - OK - 6.5 - OK - CC Storyl 4.5 228 12 11 167 814 .1% 0.0025 3.0% - Not Req'd - 2.0 220 2 *5 8" n.c. 0.87 0.36 0.93 - OK - 7.4 - OK - CE3 Story2 4.5 240 12 11 168 685 2. 0.0025 2.8% - Not Req'd - 2.0 232 2 #5 10" o.c. 0.63 0.36 0.74 - OK - 5.9 - OK - CE3 Story' 4.5 240 12 11 169 811 3.0% 5 2.8% -Not Regd- 2.0 232 2 *5 8">.>. 0.81 0.36 0.93 -OK- 7.0 -OK- CE5 Story2 4.5 108 12 11 170 203 6.6% 0.00 .4% - Not Regd - 2.0 104 2 *5 12" o.c. 0.30 0.36 0.62 - OK - 3.9 - OK - CE5 Story' 4.5 108 12 11 171 313 6.6% 0.0025 6. - Not Req'd - 2.0 104 2 *5 10" o.c. 0.64 0.38 0.74 - OK - 6.0 - OK - CH Story2 4.5 324 12 11 172 978 2.2% 0.0025 2.1% of Req'd - �- 2.0 313 2 #6 12" o.c. 0.68 0.36 0.88 - OK - 6.3 - OK - CH Storyi 4.5 324 12 11 173 1135 2.2% 0.0025 2.2% No 'd - 2.0 313 2 #6 12" o.c. 0.85 0.36 0.88 - OK - 7.3 - OK - See updated wall length in question. Exported from the same lateral design we had previously submitted, updated with this new wall length. The wall does take additional load due to additional stiffness however, on a per foot basis is still works just fine. J--411-SpokanelPralecta1201T170e1-0175- Sterling SouthosnterN- Cakualbns,Leteral.encreteVSHEAR_COR E_WALL-DESIGN ETASS STER LING JAN 0018 8/9/2018 6.39 PM •DCI E n G I n E E R S Washington v Oregon i$ California c 5'; Texas CD Alaska gColorado Montana 12/04/2017 City of Tukwila Attn: Jerry Hight Tukwila, Washington 98188 Re: Structural Code Compliance — Sterling Southcenter Dear: Jerry This letter is prepared to address the structural design requirements for Sterling Southcenter located at 415 Baker Boulevard, Tukwila Washington. The primary structure has been designed in accordance with the 2015 International Building Code. Sincerely, DCI Engineers Anthony Sorentino, PE Project Manager OF A'P�,,,� Vin' RECEiv-:.L' C;f I"V OF TUKWILA 1 PERMIT CENTER 707 W 2nd Avenue Spokane, WA 99201 Phone (509) 455-4448 Service Innovation Value P11' 02fl7() w C I E n G 1 n E E R s www.dci-engineers.com Washington Oregon California Texas Alaska Colorado Montana December 6, 2017 Reid Middleton Attn: Katy Brawner REVIEWED FOR CODE COMPLIANCE APPROVED JAN 1.7 2010 City of Tukwila N3 I LNNa? i'1�1�' wa Re: Building Permit Plan Review- First Submittal Revelle at Southcenter (D17-0300) Dear Katy: nLmin R E C 's:.1 , CITY OF TUKWILI LEC 1 1 2017 PERMIT CENTER This letter is prepared to address the comments provided by Bradley A. Martin for the first review of Revelle at Southcenter (D17-0300). Specifically, this letter addresses the comment associated with the ground improvement and foundation design. The follow is an itemized list of responses to the provided comments. General 1. No response required. 2. Please reference S0.04. As requested we have added a section for "Ground Improvement Systems" and referenced the applicable code section. 3. Please reference S0.01. We have provided a code reference for IBC chapter 18 as requested and noted that Geotechnical subgrade inspection will be required. Ground Improvement 4. Ground improvement will be provided per rammed aggregate piers. The design of the ground improvement systems will be submitted for review. 5. The design process has been coordinated between the Geotechnical Engineering, Ground Improvement Engineer and Structural Engineer. The structural foundation is designed as a mat slab. The controlling design element for a mat slab is the soil modulus. The Geotechnical Engineer provided an initial soil modulus and suggested maximum bearing capacity. Structural used those values to design the buildings mat slab. This resulted in variable bearing profile that was then submitted to the Ground Improvement Engineer. The ground improvement system was designed to accommodate that loading and ensure the minimum soil modulus was achieved. The soil values used for the improvement design can be found in the submitted foundation design calculations packet. 6. The design of the ground improvement system will be verified in the ground improvement submittal. Ground improvement design was based on maximum bearing pressures provided by the Structural Engineer. 7. Structural lists a maximum soil bearing pressure that was used in the basis of mat slab design. Bearing pressure is a resultant of loading, mat slab stiffness and soil modulus. As soil modulus and loading did not change the mat slab was modified to ensure 4000 psf maximum soil bearing. a. Geotechnical Engineer and or Ground Improvement Engineers will verify that the design soil modulus will be achieved and verify the soil bearing pressures are allowable. b. Soil Improvement Engineer will verify the soil pressure provided are accounted for and achievable. c. Geotechnical Engineer and or Ground Improvement Engineer will address required bearing pressures and whether site minimums are required. 8. The foundation is designed as mat slab to limit the potential differential settlement. Geotechnical Engineer can verify the extent of long term differential settlement. Please note initial service deflections DIi oo 707 W 2nd Avenue Spokane, WA 99201 Phone (509) 455-4448 Service Innovation Value are less than 0.1" based on the mat slab design. Typically, long term differential settlement is in the range of 9/" over 30 feet or 1" max. This typical limit is controlled by building finishes not structural design. The induced forces at these differential settlements are negligible compared to design forces. STRUCTURAL Foundation 6. Please reference the foundation calculations packet. The Mat slab design has been reprinted to allow for easier review. Sincerely, DCI Engineers Anthony Sorentino, PE Project Manager FOLD December 5, 2017 PanGEO File No. 17-120.200 ECEOVED DEC 13 2017 7.od5.gaga i REID MIDDLETON, INC. Alliance Residential Company 1 Pacific Northwest 1325 4th Avenue, Ste. 1005 Seattle, WA 98101 Attn: Mr. Brett Harrison Subject: PanGE® I N C Geotechnical & Earthquake Engineering Consultants RECEIVED CITY OF TUKWILA DEC 1 1 2017 PERMIT CENTER Geotechnical Review — Ground Improvement Design Sterling Development 415 Baker Boulevard, Tukwila, Washington Dear Mr. Harrison: As requested, this letter is provided to document our geotechnical review of the ground improvement design for the subject project. As described in our geotechnical report for the project, we indicated that the proposed development could beadequately supported with a shallow foundation system, consisting of either a mat foundation or a structural slab with thickened footings, bearing on improved ground. Per our report, in our opinion a feasible ground improvement technique for the subject project consists of improving the loose to medium dense sand, silty sand and medium stiff silt and clay below the proposed structure with aggregate piers. Because specialty contractors install aggregate piers using a proprietary system, the installer is responsible for the ground improvement design, and provides design drawings and calculations stamped by a registered professional engineer. As requested, we reviewed the following ground improvement documents for the subject project: • Ground Improvement Plan Sheets GP0.1, GP1.1 and GP1.2 for the subject site, prepared by Geopier Northwest, dated 11/9/17; and REVIEWE1' F(Desig CODE COMPLIATU1 ,, APPROVED JAN 17 2018 City of Tukwila BUILDINCADUSIO Submittal Letter, Geopier Ground Improvement, Sterling Development, a, WA, prepared by Geopier Northwest, dated November 8, 2017. 3213 Eastlake Ave East, Ste B Seattle, WA 98102 Tel:(206) 262-0370 Fax:(206) 262-0374 011' OZ7O Geotechnical Review — Ground Improvement 415 Baker Blvd, Tukwila, WA December 5, 2017 Based on our review of the documents listed above, it is our opinion that the ground improvement was designed in accordance with the information and recommendations presented in our Geotechnical Report for the subject project, dated May 12, 2017. It may be noted that the ground improvement plans and calculations indicate that the design cell capacity for each aggregate pier is 65 kips. The performance of the aggregate piers will be verified by a modulus test performed in the field up to 150% of the design load, to verify the design parameters. PanGEO will provide full-time monitoring of aggregate pier installations, as well as field modulus testing, to confirm the subsurface conditions are consistent with what was anticipated for design, and that the aggregate piers were installed in accordance with the project plans and specifications. We trust that the information outlined in this letter meets your need at this time. Please call if you have any questions. Sincerely, Jon C. Rehkopf, P.E. Senior Project Geotechnical Engineer Cc: Mr. Alex Dalzell, Urbal Architecture Siew L. Tan, P.E. Principal 17-120 200 415 baker gp_reviewltr.doc 2 PanGEO, Inc. GEOPIER° FCLC TO: Mr. Brett Harrison Alliance Residential C SUBJECT: Design Submittal Geopier Ground Improvement Sterling Development — Tukwila, WA REVIEWED FOR CODE COMPLIANCE APPROVED JAN 17 Z01B mpagity of Tukwila •' Dear Mr. Harrison: Geopier Northwest 40 Lake Bellevue, Suite 100 Bellevue, Washington 98005 Tel. 425.646.2995 - Fax 425.646.3118 www.geopier.com D Eke C E D DEC 13 2017 a&ci 4/700 5 •Qd�o REID MIDDLETON, INC. This letter and the attached documents represent our design submittal for Geopier® soil reinforcement at the site of the planned Sterling Development project located in Tukwila, WA. The following paragraphs document our design of the Geopier-Impact reinforcement system for support of the mat foundation, as well as, mitigation of the liquefaction settlements to tolerable levels. Geopier Reinforcement Design Subsurface information, as documented in the geotechnical report completed by PanGEO, dated May 4, 2017, has been used as a basis for our design. The subsurface conditions below the existing grades consist of 8 to 11 feet of stiff to very stiff silt fill and medium dense sand and silty sand fill, underlain by stiff to very stiff silt and clay to a depth of about 120 feet B.E.G., with a 10 -foot thick medium dense silty sand and sand layer from 50 to 60 feet. Groundwater is estimated at a depth of 13 feet. In view of the medium dense sandy soils coupled with a high groundwater table, the Geopier- Impact system or "displacement process" will be used to install the Geopier elements. The Geopier-Impact system which we propose to utilize consists of a hollow mandrel with an internal compaction surface which is driven into the ground using a powerful static down force augmented by dynamic vertical impact energy. After driving to the design depth, the hollow mandrel serves as a conduit for aggregate placement. As the mandrel is raised and redriven downward thin lifts of compacted aggregate are formed and compacted both vertically and laterally. The process is repeated until the rammed aggregate pier is constructed. The mandrel will be driven to a depth to penetrate the fill soils of 25 feet or refusal, whichever is reached first. Practical refusal is considered less than 1 foot of mandrel advancement in 30 seconds. Geopier elements will be installed in a tightly spaced grid pattern with an approximate equivalent spacing of 8 feet -on -center underneath the mat foundation and 6 feet -on -center beneath the perimeter of the mat foundation. Additionally, Geopier elements have been added beneath the column locations in order to account for the stress concentrations provided by the structural engineer. We have included a copy of the dead plus live loads utilized in our iiiagOEIVED CITY OF TUKWILA DEC 1 1 2017 PERMIT CENTER Geopier® and Rammed Aggregate Pier® are registered trademarks of Geopier Foundation Company, Inc. Di1-O5*O Sterling Development November 8, 2017 Tukwila, WA Page 2 The Geopier reinforcement has been designed to support the structure based on the loading provided by the structural engineer. The design cell capacity (combination of the Geopier element and surrounding matrix soil) for each Geopier element is 65 kips. The Geopier soil reinforcement is designed to reinforce and stiffen the upper portion of the soil profile beneath the planned subgrade elevation. The upper reinforced zone will support the building loads, as well as, reduce the potential for surface manifestations and lessen settlements caused by liquefaction and minimize differential settlement. The Geopier-Impact elements will help reduce pore pressure generation during a seismic event due to increased lateral stress and the higher permeability of the Geopier element, thereby reducing the potential for triggering of liquefaction. Currently, our design consists of the construction of approximately 760 Geopier elements to a maximum depth of 25 feet below the ground surface. The installation of the piers will displace over 1,800 cubic yards of subgrade soil that will be replaced with approximately 2,600 tons of 1.5 in. to 0.75 in. nominal diameter aggregate. We have based our design on utilizing the following parameters and design criteria. • Earthquake magnitude = 7.0 • Maximum acceleration = .58g • Allowable liquefaction differential settlement over 30 feet = 1 inch Mat Foundation Settlement For our analysis, settlements are first calculated for a zone extending from the bottom of the mat foundation to the depth of the reinforcement. Additional settlement may occur in the "lower zone" or in the unimproved soil beneath the reinforced zone. The lower zone settlement is calculated using an elastic or consolidation approach depending on the soil type. We estimate that total settlement (static) will be Tess than two inches. A majority of this settlement should occur during. construction as the Toad is applied. Geopier Installation, Modulus Testing, and CPT Testing The installation of the Geopier reinforcement, including a downward modulus test, will be completed in general accordance with the specifications. The installation and the modulus test will be conducted under the supervision of an experienced geotechnical engineer from Geopier Northwest. The modulus test will consist of loading the Geopier element in increments to 150% of the design load while measuring deflections to verify the design parameters. The modulus test will also incorporate a creep test at 115% of the design load. We will also be conducting four post -installation CPTs and will provide a signed and stamped liquefaction mitigation letter with liquefaction analysis which documents our ground improvement meeting the project performance criteria. Sterling Development November 8, 2017, Tukwila, WA Page 3 We appreciate the opportunity to work with you on this project. If you have any questions or require further information, please call. Sincerely, Geopier Northwest Inc. David Van Thiel, P.E., G.E. g 17 Attachments: Geopier Foundation Plan and Construction Notes, Sheets GP0.1, GP1.1, and GP1.2, and Geopier Capacity and Settlement Calculations, Geopier Required Improvement NO: PROJECT: DATE: ENGINEER: Sterling 11/7/2017 1DVT O P I R G E RAMMED AGGREGATE PIER ® DESIGN FOR MATS Mat Width Equivalent B = 201.9 ft. ft 196 Mat Length L 208 ft Rammed Aggregate Pier® Design: Mat Area 40768 sq. ft. Center Edge Equiv Width, B 201.9 ft Spacing Layer Ra Em Eg Ecomp z z/Beq Influence AP S Influence AP S Floor Pressure 1100 psf (feet o-c) Thickness (ksf) (ksf) (ksf) (ft) Factor (ksf) (inches) Factor (ksf) (inches) Dgw 13 ft 7.50 4 0.04 3000 200 2891 2.0 0.01 1.00 1.10 0.0 1.00 1.10 0.0 y soil I 125 pcf 7.50 4 0.04 3000 200 2891 6.0 0.03 1.00 1.10 0.0 0.87 0.96 0.0 Hs 21 ft 7.50 5 0.04 3000 200 2891 10.5 0.05 1.00 1.10 0.0 0.73 0.80 0.0 Pier Diameter t 20 inches 7.50 5 0.04 1500 75 1445 15.5 0.08 1.00 1.10 0.0 0.66 0.73 0.0 7.50 5 0.04 1500 75 1445 20.5 0.10 0.99 1.09 0.0 0.62 0.68 0.0 23 Selected for Design: 7.50 0.04 0.1 0.1 Spacing (ft) Ra Ct.? UZ.(in) Edge UZ.(in) Lower Zone: Center Edge Layer Soil Type Esoil Ca Csc OCP Thickness z dV z/Beq la AP S (center) la AP S (Edge) ksf ksf ft ft psf Center ksf in Edge ksf in UZ GP-CL 23.0 11.5 0.1 0.1 1 CL 0.02 5 25.50 2408 0.13 0.99 1.09 0.19 0.60 0.66 0.1 2 CL 0.02 10 33.00 2877 0.16 0.98 1.08 0.33 0.57 0.63 0.2 3 CL 0.02 10 43.00 3503 0.21 0.95 1.05 0.27 0.55 0.60 0.2 4 SM 500 10 53.00 4129 0.26 0.92 1.02 0.24 0.52 0.58 0.1 5 CL 0.02 20 68.00 5068 0.34 0.86 0.95 0.36 0.49 0.54 0.2 6 CL 0.02 20 88.00 6320 0.44 0.77 0.84 0.26 0.45 0.49 0.2 7 CL 0.02 22 109.00 7635 0.54 0.67 0.73 0.21 0.41 0.45 0.1 120.0 UZ (in) = 0.1 UZ (in) = 0.1 LZ (in) = 1.9 LZ (in) = 1.1 Total Center (in) = 2.0 Total Edge (in) = 1.2 STERLING SOUTHC ENTER — BEARING PRESSURES DCI 10/31/2017 (BASED ON 150 PCI) Sterling South - MAT Foundation typica edge step.cpt 10/31/2017 RAM Concept © 2015 Bentley Systems, Inc. RAM Concept"' is a trademark of Bentley Systems 5.2.1 Service LC: D + L: Max Soil Bearing Pressure Plan - 2 Sterling South - MAT Foundation typica edge step.cpt - 10/31/2017 Service LC: D + L: Max Soil Bearing Pressure Plan Sterling South - MAT Foundation typica edge step.cpt -10/31/2017 Service Wind LC: D + 0.6W: Max Soil Bearing Pressure Pla Service Wind LC: D + 0.6W: Max Soil Bearing Pressure Plan - 3 r. Sterling South - MAT Foundation typica edge step.cpt - 10/31/2017 Service Wind LC: D - 0.6W: Max Soil Bearing Pressure Mai Service Wind LC: D - 0.6W: Max Soil Bearing Pressure Plan - 4 Sterling South - MAT Foundation typica edge step.cpt - 10/31/2017 Service Seismic LC: D + 0.7E: Max Soil Bearing Pressure P Service Seismic LC: D + 0.7E: Max Soil Bearing Pressure Plan - 5 Sterling South - MAT Foundation typica edge step.cpt - 10/31/2017 Service Seismic LC: D - 0.7E: Max Soil Bearing Pressure PI Service Seismic LC: D - 0.7E: Max Soil Bearing Pressure Plan - 6 GEOTECHNICAL ENGINEERING REPORT PROPOSED DEVELOPMENT - 415 BAKER BOULEVARD TUKWILA, WASHINGTON REVIEWED FOR CODE COMPLIANCE APPROVED .101 17 2010 ECEOVIE�OEC 2OI 430n04.aa601 REID MIDDLETON, INC. Project No. 17-120 May 12, 2017 Prepared for: RECEIVED Alliance Residential CrrV OF TUKW Company E2C 1 1 201 PanGE PErO 1T CEN LA ER INCORPOR ATED 3213 Eastlake Avenue East, Ste B Seattle, Washington 98102-7127 Tel: 206.262.0370 Fax: 206.262.0374 Credit: Google Earth Geotechnical & Earthquake Engineering Consultants May 12, 2017 File No. 17-120.200 Alliance Residential Company I Pacific Northwest 1325 4th Avenue, Ste. 1005 Seattle, WA 98101 Attn: Jeremiah Jolicoeur Subject: Geotechnical Engineering Report Proposed Development 415 Baker Boulevard, Tukwila, Washington Dear Mr. Jolicoeur: INGORPORATEO Geotechnical & Earthquake Engineering Consultants As requested, PanGEO, Inc. completed a geotechnical engineering study to assist you and your project team with the design and construction of the proposed development in Tukwila, Washington. The results of our study are summarized in the attached report: This report incorporates recommendations presented in our Geotechnical Engineering Feasibility Evaluation, dated April 19, 2017. In summary, the site is underlain by about 10 feet of undocumented fill soil over a thick layer of alluvium, which generally consists of interlayered clay, silt and loose to medium dense silty sand and sand. In our opinion, a feasible foundation support option consists of supporting the structure on a shallow mat or structural slab foundation bearing on ground improved with aggregate piers. We appreciate the opportunity to work with you on this project. Sincerely, Jon C. Re opf, P.E. Senior Project Geotechnical Engineer. Encl.: Geotechnical Engineering Report 3213 Eastlake Avenue East, Suite B Seattle, WA 98102 Tel: (206) 262-0370 Geotechnical Engineering Report Proposed Development 415 Baker Blvd., Tukwila, WA May 12, 2017 TABLE OF CONTENTS Page 1.0 INTRODUCTION 1 2.0 SITE AND PROJECT DESCRIPTION 1 3.0 SUBSURFACE EXPLORATIONS 2 3.1 CONE PENETROMETER TEST 2 3.2 PREVIOUS SUBSURFACE INVESTIGATIONS 2 4.0 SUBSURFACE CONDITIONS 3 4.1 GEOLOGY 3 4.2 Som 3 4:3 GROUNDWATER 3 5.0 SEISMIC CONSIDERATIONS 4 5.1 SITE CLASS 4 5.2 SEISMIC DESIGN PARAMETERS 5 5.3 SOIL LIQUEFACTION 5 5.3.1 Analysis Results 6 5.3.2 Mitigation Measures 6 6.0 GEOTECHNICAL RECOMMENDATIONS. 7 6.1 FOUNDATION SYSTEM 6.2 GROUND IMPROVEMENT WITH AGGREGATE PIERS 7. 6.3 STRUCTURAL FILL LAYER 8 6.4 MAT FOUNDATION OR STRUCTURAL SLAB WITH THICKENED FOOTINGS 8 6.5 LATERAL RESISTANCE 9 6.6 UTILITY CONNECTIONS 9 7.0 CONSTRUCTION CONSIDERATIONS 10 7.1 SITE CONDITIONS AND PREPARATION 10. 7.2 TEMPORARY EXCAVATION 10 7:3 DEWATERING 10 7.4 STRUCTURAL FILL AND COMPACTION 10 7.5 EROSION AND DRAINAGE CONSIDERATIONS 11 7.6 WET WEATHER EARTHWORK AND EROSION CONSIDERATIONS 11 8.0 LIMITATIONS 12 9.0 REFERENCES 15 17-120_415 baker blvd_rpt.doc PanGEO, Inc. Geotechnical Engineering Report Proposed Development - 415 Baker Blvd., Tukwila, WA May 12, 2017 ATTACHMENTS: Figure 1 Vicinity Map Figure 2 Site and Exploration Plan LIST OF APPENDICES: Appendix A: Summary CPT Data Figure A-1 - Log of CPT -1 Figure A-2 — Log of CPT -2 Figure A-3 Dissipation test, CPT -2 Figure A-4 Log of CPT -3 Figure A-5 Seismic CPT -2 Results Appendix B: Previous Subsurface Investigations Logs of Previous Borings B-1 and B-2, and CPT -1 and CPT -2 (GEI, 2013) Logs of Previous Borings KSB-01 and KSB-02 (KI, 1994) 17-120_415 baker blvd_rpt.doc GEOTECHNICAL ENGINEERING REPORT PROPOSED DEVELOPMENT 415 BAKER BOULEVARD TUKWILA, WASHINGTON 1.0 INTRODUCTION This report presents the results of our geotechnical engineering study that was undertaken to support the design and construction of the proposed development in Tukwila, Washington. Our study was performed in general accordance with our mutually agreed scope of work as outlined in the Baker Boulevard Agreement for Consulting Services, dated April 4, 2017. Our service scope included reviewing readily available geologic data in the vicinity of the project site, conducting a site reconnaissance, advancing three Cone Penetrometer Tests (CPT), and performing engineering analyses to develop the geotechnical recommendations outlined in this report. This report incorporates recommendations presented in our Geotechnical Engineering Feasibility Evaluation, dated April 19, 2017. 2.0 SITE AND PROJECT DESCRIPTION The subject site is located at 415 Baker Boulevard in Tukwila, Washington. The site is situated at the southwest corner of the intersection of Baker Boulevard and Andover Park East, as depicted in Figure 1, and is bordered by low-rise commercial developments to the west, and a high-rise residential structure to the south (currently under construction). An aerial photo of the project site is shown on the attached Figure 2. The site is currently occupied by a two-story commercial building located in the middle of the site. The remainder of the site consists of at -grade asphalt parking. A topographic survey was not available at the time of our study, but based on our field observations, the site is practically level: As currently planned, the proposed development will consist of two levels of concrete structure for parking, and five levels of wood -framed residential space. No basement excavations are proposed. 3213.Eastlake Ave E Ste B Seattle. WA 98102 Tel (206) 262-0370 Fax (206) 262-0374 Geotechnical Engineering Report Proposed Development - 415 Baker Blvd., Tukwila, WA May 12, 2017 3.0 SUBSURFACE EXPLORATIONS 3.1 CONE PENETROMETER TEST The subsurface exploration program for this project consisted of three (3) cone penetrometer tests (CPT) designated CPT -1 through CPT -3. A CPT consists of pushing an instrumented cone, approximately 1 -inch in diameter, through the soil from a truck mounted reaction frame. The resistances to continuous penetration encountered by the cone tip and adjacent friction sleeve exhibit high sensitivity to changes in soil type, providing data on soil behavior types and correlated strength parameters: CPTs were conducted at the site on April 14, 2017, using a truck -mounted rig owned and operated by In Situ Engineering. The locations of the tests were selected within the constraints of existing structures, underground utilities, overhead utilities, and surface access considerations. The approximate CPT locations were measured in the field from on-site features, and are plotted on the attached Figure 2. The cones were pushed to maximum depths of about 120 feet below the ground surface. Geotechnical properties were recorded during cone penetration testing, including tip resistance, friction ratio, and pore pressure. These properties were used to estimate soil behavior type and equivalent Standard Penetration Test (SPT) N -values. Summary CPT logs and the results of dissipation tests and shear wave velocity testing are included in Appendix A. 3.2 PREVIOUS SUBSURFACE INVESTIGATIONS. We reviewed the results of previous soil explorations performed in the project vicinity, including soil borings and CPTs completed by others for the new high-rise development currently under construction directly south of the subject site. In addition, we also reviewed the results of two older test borings also advanced to the south of the subject site, for previous developments. The site and exploration plan attached to this report (Figure 2) depicts the locations of the previous explorations, and the summary logs are included in Appendix B of this report. 17-120 415 baker blvd_rpt.doc Page 2 PanGEO, Inc. Geotechnical Engineering Report Proposed Development - 415 Baker Blvd., Tukwila, WA May 12, 2017 4.0 SUBSURFACE CONDITIONS 4.1 GEOLOGY According to Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington (Booth, D.B., Waldron, lin. and Troost, K.G:, 2004), the project site is underlain by fills overlying recent alluvium. Booth et al. described recent alluvium deposits as generally consisting of interbedded, loose to very loose sand to silty sand, and soft to medium stiff silt and clay with occasional thin peat seams and some organics. 4.2 SOIL Based on the results of previous and recent subsurface explorations, we summarize the site subsurface conditions as the following: Unit 1: Fill The site is underlain by about 8 to 11 feet of fill material. Fill was encountered at all three CPT locations, as well as at the locations of the previous explorations south of the site: The fill generally consists of a mixture of loose to dense sandy silt and silty sand with gravel, as well as soft to stiff silts and clays. Wood fragments and debris may also be present in the fill layer. Unit 2: Alluvium — Underlying the fill, alluvium was encountered at all locations to the termination depth of the explorations: The alluvium generally consists of interlayered medium stiff to stiff silt and clay, and loose to medium dense silty sand and sand, to about 65 feet below the ground ;surface. Between a depth of about 50 and 65 feet, the alluvium consist of a medium dense to dense sandy silt, silty sand and sand: Below 65 feet, the explorations encountered relatively uniform medium stiff sandy silt and clay. At a depth of about 130 to 150 feet below the ground surface, dense soils are anticipated based on the previous explorations advanced south of the subject site. The subsurface conditions encountered in the explorations are consistent with the mapped geology. 4.3 GROUNDWATER The groundwater level was measured in the previous test borings south of the site around 13 feet below grade. The groundwater level at the site was also estimated to be about 13 17-120_415 baker blvd_rpt.doc Page 3 PanGEO, Inc. Geotechnical Engineering Report Proposed Development - 415 Baker Blvd., Tukwila, WA May 12, 2017 feet deep at the time of the recent CPT explorations. It should be noted that groundwater depths are likely to vary depending on seasonal precipitation, local subsurface conditions, and other factors. Groundwater levels and seepage rates are normally highest during the winter and early spring. 5.0 SEISMIC CONSIDERATIONS We anticipate that the seismic design of the building will be accomplished in accordance with the 2012/2015 International Building Code (IBC). The IBC seismic design parameters are in part based on the site soil conditions and site classifications. According to Section 1613.3.2 of the 2012/15 IBC, the site shall be classified as Site Class A, B, C, D, E or F in accordance with Chapter 20 of ASCE 7. According to ASCE 7, the site soil can be classified as. Site Class F because of the potential of the saturated alluvial soils to liquefy during a strong seismic event. However, footnote "b" in Tables 1613.3.3(1) and 1613.3.3(2) indicates that the values of site coefficients (Fa and Fv) for Site Class F shall be determined in accordance with Section 11.4.7 of ASCE-7, which states that "A site response analysis shall be performed in accordance with Section 21.1 for structures on Site Class F sites, unless the exception to Section 20.3.1 is applicable." Section 20.3.1 (1) of ASCE-7 states that "For structures having fundamental periods of vibration equal to or less than 0.5 s, site response analysis is not required to determine spectral accelerations for liquefiable soils. Rather, a site class is permitted to be determined in accordance with Section 20:3 and the corresponding values of Fa and F, determined from Tables 11.4-1 and 11.4-2." In other words, for structures with a period of vibration equal to or less than 0.5 second and situated on liquefiable soils, the IBC/ASCE-7 exception allows the values of Fa and Fv for liquefiable soils be taken equal to the values of site class determined without regard to soil liquefaction. Based on the proposed dimensions of the structure, we anticipate that the building's fundamental period of vibration is less than 0.5 second. If this assumption is correct, which will need to be verified by the structural engineer, based on the results of the shear wave velocity measurements conducted during CPT -2, it is our opinion that Site Class E is most appropriate for the project. However, if the fundamental period of the proposed building is equal to or greater than 0.5 seconds, a site-specific ground response analysis 17-120.415 baker blvd_rpt.doc Page 4 PanGEO, Inc. Geotechnical Engineering Report Proposed Development - 415 Baker Blvd., Tukwila, WA May 12, 2017 will be required. If required, PanGEO is available to perform the site-specific ground response analysis under a separate scope of work: 5.2 SEISMIC DESIGN PARAMETERS The following provides seismic design parameters for the site that are in conformance with the 2012/2015 edition of the International. Building Code (IBC), which specifies a design earthquake having a 2% probability of occurrence in 50 years (return interval of 2,475 years), and the 2008 USGS seismic hazard maps. These values are provided based on the assumption that the fundamental period of the building is less than 0.5 second (see additional discussions in Section 5.1 of this report). Site Class E Spectral Acceleration at 0:2 sec. (g) Spectral Acceleration at 1.0 •sec. (g) Site Coefficients 1.45 0.54 0.9 2.4 Design Spectral Response Parameters SDS 0.87 SDI 0.86 The spectral response accelerations were obtained from the USGS Earthquake Hazards website (2008 data) for the project latitude and longitude. 5.3 SOIL LIQUEFACTION Liquefaction occurs when saturated sands are subjected to cyclic loading, and causes the pore water pressure to increase in the sand thereby reducing the inter -granular stresses. As the inter -granular stresses are reduced, the shearing resistance of the sand decreases. If pore pressures develop to the point where the effective stresses acting between the grains become zero, the soil particles will be in suspension and behave like a viscous fluid. Typically loose, saturated, clean granular soils, that have a low enough permeability to prevent drainage during cyclic loading, have the greatest potential for liquefaction, while more dense soil deposits with higher silt or clay contents have a lesser potential. Soil liquefaction may cause the temporary loss/reduction of foundation capacity and settlement. 17-120 415 baker blvd_rpt.doc Page 5 PanGEO, Inc. Geotechnical Engineering Report Proposed Development - 415 Baker Blvd., Tukwila, WA May 12, 2017 Because loose to medium dense, _ saturated, sand, silty sand, and sandy silt were encountered in the subsurface explorations advanced at the site, we evaluated the potential risk of liquefaction of the site soils during an IBC level earthquake (i.e. 2475 - year event). The analysis utilized the data collected from CPT -1, CPT -2 and CPT -3, and the CPT Liquefaction Assessment Software CLiq v.2.1.611 developed by GeoLogismiki.. The Boulanger & Idriss (2014) assessment method was utilized in our analyses. A peak ground acceleration associated with the IBC level earthquake of 0.58g was used to determine the risk of liquefaction, and to estimate ground settlements associated with the potentially liquefiable soils. 5.3.1 Analysis Results The results of the analyses indicate that the majority of the soils between a depth of about 13 feet (i.e. the groundwater level) and 65 feet below the ground surface have a moderate to high potential of liquefaction during the IBC level event. Based on the results of our analyses, settlement of the ground surface due to liquefaction of the site soils during the large, IBC -level earthquake may be on the order of about 5%2 to 8 inches. The ground settlements would be less for smaller earthquakes with a shorter return period, and a lower peak ground acceleration (PGA). For example, during the 2001 Nisqually earthquake, the project area experienced a PGA of around 0.2g, which, according to our analyses, would have resulted in ground settlements of around 3 to 6 inches. It may be noted, however, that significant ground settlements or damage due to liquefaction was not reported in the Tukwila area from the 2001 Nisqually Earthquake: Based on the difference in soil conditions encountered in the CPTs advanced at the site, the analysis indicates that differential ground settlements across the site may be on the. order of 2% inches. 5.3.2 Mitigation Measures Based on the results of our analyses, and the high risk of liquefaction at the site, the potential for liquefaction of the soils should be considered in design. Foundations bearing on or directly above potentially liquefiable soils could experience seismically induced settlements causing distress and damage to building elements: For this reason, as described in report Section 6.0 below, we recommend that the proposed building be Geotechnical Engineering Report Proposed Development - 415 Baker Blvd., Tukwila, WA May 12, 2017 supported by a thick layer of improved ground. The ground improvement method, such as aggregate piers, will not only densify a thick layer of soil below the development, but will also mitigate the potential for liquefaction in the improved layer. In addition to ground improvement, we recommend that the foundation system of the building consist of a mat foundation or a structural slab with thickened footings. The rigid foundation system will improve the performance of the structure by reducing the potential for damage if some differential settlement occurs due to liquefaction below the improved ground. 6.0 GEOTECHNICAL RECOMMENDATIONS 6.1 FOUNDATION SYSTEM Based on the subsurface conditions encountered in the current and previous explorations, the site is underlain by loose to medium dense sands and medium stiff silts and clays to depths of over 120 feet below the ground surface. In addition, a majority of the soils below the site are prone to liquefaction during the IBC -level earthquake. As such, in our opinion a conventional shallow foundation system is not appropriate to support the proposed seven -level building. While a deep foundation system is technically feasible, due to the depths of dense soil, in our opinion piles would not be economically feasible for the currently proposed development. In our opinion, a feasible foundation support option consists of supporting the proposed structure on shallow mat or structural slab with thickened footings bearing on improved ground. 6.2 GROUND IMPROVEMENT WITH AGGREGATE PIERS In our opinion, a feasible soil improvement technique consists of improving the loose to medium dense sand, silty sand and medium stiff silt and clay below the proposed structure with aggregate piers. Aggregate piers, consist of compacting columns of well- graded crushed rock to increase the bearing capacity of poor soils, and to reduce settlements. Because the aggregate piers increase the stiffness of the subsurface soils, and provide additional drainage pathways for excess pore water pressure during a seismic event, the potential for earthquake induced liquefaction in the improved soils is mitigated. Although aggregate piers would mitigate the potential for liquefaction within the improved zone, the potential for liquefaction would still remain below the zone of ground improvement to a depth of about 65 feet. As such, the potential for settlements of the 17-120.415 baker blvd_rpt.doc Page 7 PanGEO, _Inc. Geotechnical Engineering Report Proposed Development - 415 Baker Blvd., Tukwila, WA May 12, 2017 improved soil mass during a seismic event remains. We anticipate that total settlements could be on the order of 3 to 6 inches due to liquefaction, and differential settlement across the site would be on the order of 1 to 2 inches. Provided that a rigid mat or slab foundation is utilized, as described below, in our opinion the potential damage due to the estimated 1 to 2 inches of differential settlement would not pose a life safety issue for the occupants and would not significantly impede entrance or egress from the structure following the large earthquake. Because specialty contractors install aggregate piers using a proprietary system, the contractor determines the lengths and spacing of piers, the allowable soil bearing pressure of the improved soil, improved soil characteristics and anticipated settlements. Specifically, the specialty contractor is responsible for the ground improvement design, and will provide design drawings and calculations stamped by a registered professional engineer. For planning purposes, however, we anticipate that the aggregate piers will be generally spaced about 8 feet on center. The piers will likely be spaced closer, however, under concentrated loads, such as column loads. We anticipate that the aggregate piers will need to extend about 30 feet below the building foundation to create an adequately thick improved soil mass on which the foundation can bear. 6.3 STRUCTURAL FILL LAYER To improve the performance of the foundation system, and provide a drainage pathway for excess pore water pressure during a seismic even, we recommend that a 1 -foot thick layer of clean crushed rock, which may be the same rock material used for aggregate pier construction, be placed and compacted over the footprint of the building. The crushed rock will provide a firm, uniform bearing surface for the slab foundation, and will also serve as a clean working surface for slab construction. 6.4 MAT FOUNDATION OR STRUCTURAL SLAB WITH THICKENED FOOTINGS A mat foundation (or structural slab with thickened footings) may be constructed on the crushed rock layer placed over the area of ground improvement. A mat foundation would be designed so that is sufficiently stiff to spread the concentrated column loads out overa wide area. A mat foundation or structural slab will reduce the effects of potential 17-120_415 baker blvd rpt.doc Page 8 PanGEO, Inc. Geotechnical Engineering Report Proposed Development - 415 Baker Blvd., Tukwila, WA May 12, 2017 differential settlement of adjacent columns, and will perform better than isolated column footings during an earthquake, in the event that the underlying soils liquefy and settle. With the subgrade improvement described above, we recommend the use of a modulus of subgrade reaction of 150 pci for mat slab design. If the foundation will be designed as footings tied together with a structural slab, for initial estimating purpose, we anticipate that footings bearing on the improved ground could be sized based on an allowable bearing pressure of about 5 to 6 ksf, but this will be ultimately determined by the ground improvement design engineer. 6.5 LATERAL RESISTANCE Lateral forces from wind or seismic loading may be resisted by a combination of passive earth pressures acting against the embedded portions of the mat foundation, and by friction acting on the base of the slab. Passive resistance values may be determined using an equivalent fluid weight of 350 pounds per cubic foot (pcf). This value includes a factor of safety of at least 1.5 assuming that properly compacted structural fill will be placed adjacent to the sides of the foundation. A friction coefficient of 0:4 may be used to determine the frictional resistance at the base of the slab. This coefficient includes a factor of safety of approximate 1.5. However, if a vapor barrier or other waterproofing measures are installed directly below the concrete slab, the frictional resistance will need to be reduced, or not relied upon for base friction. 6.6 UTILITY CONNECTIONS Due to the potential of differential settlements between the proposed structure located over improved ground, and the surrounding un -improved ground, utilities connecting to the building that are susceptible to damage from 2 to 3 inches of differential movement should be fitted with flexible couplers to mitigate the potential of broken utilities during and after a large earthquake. 17-120 _415 baker blvd_rpt.doc Page 9 Geotechnical Engineering Report Proposed Development - 415 Baker Blvd., Tukwila, WA May 12, 2017 7.0 CONSTRUCTION CONSIDERATIONS 7.1 SITE CONDITIONS AND PREPARATION As described above, the surficial soils at the site are expected to consist of sandy silt and silty sand with some clay, gravel, and possible fill debris. The site soils are anticipated to be moisture sensitive, and will become disturbed when wet. 7.2 TEMPORARY EXCAVATION In general, maximum temporary excavation depths are expected to be less than about 6. feet: Temporary excavations greater than 4 feet deep should be properly sloped or shored. All temporary excavations should be performed in accordance with Part N of WAC (Washington Administrative Code) 296-155. The contractor is responsible for maintaining safe excavation slopes and/or shoring: For planning purposes, the temporary excavations in the upper loose to medium dense fill may be sloped to as steep as 1H:1 V (Horizontal:Vertical). The temporary cut slopes should be re-evaluated by a representative of PanGEO during construction based on actual observed soil conditions. 7.3 DEWATERING We anticipate that excavations deeper than about 12 to 13 feet will encounter groundwater. We recommend not extending the foundation elements below, the groundwater level, as dewatering expenses would likely be significant. The contractor should be prepared to provide a temporary dewatering system for excavations, such as utility trenches, if .they will extend about 12 to 13 feet below existing grades. 7.4 STRUCTURAL FILL AND COMPACTION We recommend that the 1 -foot thick gravel layer below the mat slab consist of the same or similar graded clean crushed rock as used in the aggregate piers. Alternatively, a crushed rock such as Permeable Ballast, per WSDOT Standard Spec. 9-03.9(2) may be used. If structural fill is needed at the site in other areas, we recommend using a granular fill material such as Gravel Borrow (WSDOT 9-03.14(1)), Seattle Type 17 gravel borrow, or other approved equivalent. 17-120_415 baker blvd_rpt.doc Geotechnical Engineering Report Proposed Development - 415 Baker Blvd., Tukwila, WA May 12, 2017 The structural fill should be moisture conditioned to within about 3 percent of optimum moisture content, placed in loose, horizontal lifts less than 8 inches in thickness, and systematically compacted to a dense and unyielding condition, and to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. 7.5 EROSION AND DRAINAGE CONSIDERATIONS Surface runoff can be controlled during construction by careful grading practices. This may include the construction of shallow, upgrade perimeter ditches or low earthen berms to collect runoff and prevent water from entering the excavation. All collected water should be directed to a positive and permanent discharge system such as a storm sewer. It should be noted that some of the site soils are prone to surficial erosion. Special care should be taken to avoid surface water on open cut excavations, and exposed slopes should be protected with plastic sheeting. Permanent control of surface water and roof runoff should be incorporated in the final grading design. In addition to these sources, irrigation and rain water infiltrating into any landscape and/or planter areas adjacent to paved areas or building foundations should also be controlled. Water should not be allowed to pond immediately adjacent to buildings or paved areas. All collected runoff should be directed into conduits that carry the water away from pavements or the structure and into storm drain systems or other appropriate outlets: Adequate surface gradients should be incorporated into the grading design such that surface runoff is directed away from structures. 7:6 WET WEATHER EARTHWORK AND EROSION CONSIDERATIONS The fill soils at the site are expected to contain' a moderate to high amount of fines, and are therefore considered moisture sensitive. As a result, it may be more economical to. perform earthwork in the drier summer months to reduce the potential of site soils becoming soft due to excessive moisture. Any softened soils should be removed and replaced with structural fill. General recommendations relative to earthwork performed in wet weather or in wet conditions are presented below: 17-120_415 baker blvd_rpt.doc Page 11 PanGEO, Inc. Geotechnical Engineering Report Proposed Development - 415 Baker Blvd., Tukwila, WA May 12, 2017 Because site soils are considered moisture sensitive, all subgrade surfaces should be protected against inclement weather. Earthwork may need to -be performed in small areas to minimize subgrade exposure to wet weather. Excavation or the removal of unsuitable soil should be followed promptly by the placement and compaction of structural fill. The size and type of construction equipment used may have to be limited to reduce soil disturbance. During wet weather, the allowable fines content of the structural fill should be reduced to no more than 5 percent by weight based on the portion passing 3/4 - inch sieve: The fines should be non -plastic. The ground surface within the construction area should be graded to promote run-off of surface water and to prevent the ponding of water, and to prevent surface water from entering the excavations. Bales of straw and/or geotextile silt fences should be strategically located to control erosion and the movement of sediment. Erosion control measures should be installed along all the property boundaries. Excavation slopes and soils stockpiled on site shouldbe covered with plastic sheeting. Under no circumstances should soil be left uncompacted and exposed to moisture. 8.0 LIMITATIONS We have prepared this report for use by Alliance Residential Company and the project team. Recommendations contained in this report are based on a site reconnaissance, a subsurface exploration program, review of pertinent subsurface information, and our understanding of the project. The study was performed using a mutually agreed-upon scope of work. Variations in soil conditions may exist between the explorations and the actual conditions underlying the site. The nature and extent of soil variations may not be evident until construction occurs. If any soil conditions are encountered at the site that are different from those described in this report, we should be notified immediately to review the 17-120_415 baker blvd_rpt.doc Page 12 Geotechnical Engineering Report Proposed Development - 415 Baker Blvd., .Tukwila, WA May 12, 2017 applicability of our recommendations. Additionally, we should also be notified to review the applicability of our recommendations if there are any changes in the project scope. The scope of our work does not include services related to construction safety precautions. Our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Additionally, the scope of our work specifically excludes the assessment of environmental characteristics, ,particularly those involving hazardous substances. We are not mold consultants nor are our recommendations to be interpreted as being preventative of mold development. A mold specialist should be consulted for all mold -related issues. This report may be used only by the client and for the purposes stated, within a reasonable time from its issuance. Land use, site conditions (both off and on-site), or other factors including advances in our understanding of applied science, may change over time and could materially affect our findings. Therefore, this report should not be relied upon after 24 months from its issuance. PanGEO should be notified if the project is delayed by more than 24 months from the date of this report so that we may review the applicability of our conclusions considering the time lapse. It is the client's responsibility to see that all parties to this project, including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. Any party other than the client who wishes to use this report shall notify PanGEO of such intended use and for permission to copy this report: Based on the intended use of the report, PanGEO may require that additional work be performed and that an updated report be reissued. Noncompliance with any of these requirements will release PanGEO from any liability resulting, from the use this report: Within the limitation of scope, schedule and budget, PanGEO engages in the practice of geotechnical engineering and endeavors to perform its services in accordance with generally accepted professional principles and practices at the time the Report or its contents were prepared. No warranty, express or implied, is made. 17-120 415 baker blvd_rpt.doc Page 13 PanGEO, Inc. Geotechnical Engineering Report Proposed Development - 415 Baker Blvd., Tukwila, WA May 12, 2017 We appreciate the opportunity to be of service to you on this project. Please feel free to contact our office with any questions you have regarding our study, this report, or any geotechnical engineering related project issues. Sincerely, PanGEO, Inc. Jon C. Rehkopf, P.E.Siew L. Tan, P.E. Senior Project Geotechnical Engineer Principal Geotechnical Engineer 17-120_415 baker blvd_rpt.doc Page 14 PanGEO, Inc.. Geotechnical Engineering Report Proposed Development -. 415 Baker Blvd., Tukwila, WA May 12, 2017 9.0 REFERENCES ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other Structures, American Society of Civil Engineers, 2010. Booth, D.B., Waldron, H.H. and Troost, K.G., 2004, Geologic Map of the Des Moines 75' Quadrangle, King County, Washington, scale 1:24,000. GeoEngineers, Inc., 2013, Borings logs B-1 and B-2 from report: Geotechnical Design Services, Washington Place Development, Tukwila, Washington, for Great Wall Development, January 31, 2014. Kleinfelder, Inc., 1994, Geotechnical Investigation Report, Circuit City Store Tukwila (Mcconkey's), 223 Andover Park East, Tukwila, Washington. International Building Code (IBC), 2015, International Code Council, WSDOT, 2016, Standard Specifications for Road, Bridges, and Municipal Construction. 17-120 415 baker blvd rpt.doc Page 15 PanGEO, Inc. s ue-1,a "-- co J rcardri V„4 t k hst ; ), i'1:�' i • rt ir►.T V ►B�ryval. 31 sl Fun Cox f _ Loh& Dewy & Amummer:I m OWertndm So *f ce kr Baker VAI. 4OMR ON Sranclti TIMM0 Site Location OSoahcarwn Plan Shopping Postway Ce..t• Mauls Legates" mei Opralons" Not to Scale SO! 271ftSt SOUTHCENTER Oben Buy yi.t* s coerce or 1 6 . OakUtliM Ar. cu Reference: Google Terrain Map C s a PanGE® I la t • 11 Proposed Development 415 Baker Boulevard Tukwila, Washington VICINITY MAP Project No. 17-120 Figure No. 1 17-120_Figure2_ Exploration Plan.grf 5/2/17 (16:47) JCR PROJECT SITE Q (2013) KSB-02 WASHINGTON PLACE DEVELOPMENT (UNDER CONSTRUCTION) KSB-01 Image Credit: King County iMap. CPT -2 (2013) (CPT located -50' south of plotted location) Approx. Scale 1"=40' Legend: CPT -1 3 CPT Designation & Location (PanGEO, 2017) B-1 +- Existing Test Boring (GEI, 2013) CPT -1 %n)" Existing CPT (GEI, 2013) (2013) KSB-01 Existing Test Boring (KI, 1994) Note: Summary logs for CPT -1 through CPT -3 (PanGEO, 2017) are presented in Appendix A. Summary logs for existing borings and CPT are presented in Appendix B. INCORPORATED Proposed Development 415 Baker Boulevard Tukwila, Washington SITE & EXPLORATION PLAN Project No. Figure No. 17-120 2 SUMMARY CPT DATA Depth (ft) Tip Resistance Qt TSF 0 0 20 40 60 80 100. 120 140 Operator: Mayfield Sounding: CPT -01 Cone Used: DDG1263 300 0 Friction Ratio Fs/Qt (%) PanGEO 10 -20 I ' I I 4 I I Maximum Depth = 120.08 feet ® 4 silty clay to clay D 5 clayey silt to silty clay '6 sandy silt to clayey silt ®1 sensitive fine grained D 2 organic material 3 clay In Situ Engineering *Soil behavior type and SPT based on data from UBC -1983 CPT DateMme: 4/14/2017 12:22:10 PM Location: Tukwila Job Number: 17-120 Pore Pressure Pw PSI ( —r 180 Soil Behavior Type* SPT N* Zone: UBC -1983 60% Hammer 0 12 0 60 1 I I I I I I I I I I I I I I I I Depth Increment = 0.164 feet D 7 silty sand to sandy silt 0 8 sand to silty sand D 9 sand 0 10 gravelly sand to sand 0 11 very stiff fine grained (*) 12 sand to clayey sand (*), Figure A-1 Depth (ft) 0 0 20 40 60 80 100 120 140 Tip Resistance Qt TSF fr Operator: Mayfield Sounding: CPT -02 Cone Used: DDG1263 PanGEO CPT Date/me: 4/14/2017 7:34:23 AM Location: Tukwila Job Number: 17-120 Friction Ratio Pore Pressure Fs/Qt (%) Pw PSI. 300 0 10 -20 1 L J J Maximum Depth = 120.24 feet ® 1 sensitive fine grained IN 2 organic material II 3 clay. In Situ Engineering *Soil behavior type and SPT based on data from UBC -1983 II 4 silty clay to clay II 5 clayey silt to silty clay '6 sandy silt to clayey silt Soil Behavior Type* Zone: UBC -1983 180 0 12 —r Depth Increment = 0.164 feet 7 silty sand to sandy silt 8 sand to silty sand II 9 sand SPT N` 60% Hammer 0 60 J - II 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) Figure A-2 Pressure (psi) 90 80 70 60 50 40 30 20 Operator Ma�eld Sounding: CPT -02 Cone Used: DDG1263 PanGEO CPT Date/me: 4/1.4/2017 7:34:23 AM Location: Tukwila Job Number: 17-120 Selected Depth(s) 1 -I i - - - I - I . 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I I I 1 1 1 1 - 1 - 1 1 1 1 I I 1 1 11.. - 1 I..1. - 1 -I 11 I L 1 T777 T ___ __ __1 _ __, _,T-1___ _ n. T -I 1-71 T- I 1 1 1 1 1 -- I -I- -- 1 1 1 1 I 1 1 1 I I 1.11- I --___ I. I - _ -1I. 1 1- 1.1.11 1 1 1 1 _ I 1 1 1 1 1 1 1 1 1 1 1 I••I I I III 1. 1 1 1 �� I 1 1 X 111 1 10 100 Time: (seconds) 1000 (feet) -75.951 10000 In Situ Engineering Figure. -A-3 Depth (ft) Tip Resistance Qt TSF 0 0 20 40 60 80 100 120 140 Operator: Mayfield Sounding: CPT -03 Cone Used: DDG1263 PanGEO CPT Datelme: 4/14/2017 10:49:25 AM Location: Tukwila Job Number: 17-120 Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Fs/Qt (%) Pw. PSI Zone: UBC -1983 60% Hammer 300 0 10 -20 180 0 12 0 L 1 - I r L 4 1 J. J -r Maximum Depth = 121.72 feet Depth Increment = 0.164 feet ® 1 sensitive fine grained ❑ 2 organic material 3 clay In Situ Engineering *Soil behavior type and SPT based on data from UBC -1983 El 4 silty clay to clay . 0.7 silty sand to sandy, silt 0 5 clayey silt to silty clay 0 8 sand to silty sand 6 sandy silt to clayey silt ❑ 9 sand 60 I 010 gravelly sand to sand 0 11 very stiff fine grained (*) U 12 sand to clayey sand (*) Figure A-4 Depth 3.77ft Ref* HOLE NUMBER: CPT -02 Depth 16.73ft Ref 3.77ft Depth 23.29ft Ref 16.73ft Depth 29.69ft Ref 23.29ft -ter Depth 36.25ft Ref 29.69ft Depth 42.65ft Ref 36.25ft Depth 49.21ft Ref 42.65ft Depth 55.61ft Ref 49.21 ft Depth 62.01 ft Ref 55.61 ft Depth 68.57ft Ref 62.01 ft Depth 74.97ft Ref 68.57ft Depth 81.53ft Ref 74.97ft Depth 88.09ft Ref 81.53ft Depth 94.49ft Ref 88.09ft Depth 101.05ft Ref 94.49ft Depth 107.45ft Ref 101.05ft Depth 114.01ft Ref 107.45ft Depth 120.41ft Ref 114.01ft Arrival 7.81 mS Velocity* Arrival 29.80mS Velocity 585.96ft/S Arrival 43.79mS Velocity 468.81 ft/S Arrival 58.04mS Velocity 448.50ft/S Arrival 71.05mS Velocity 504.30ft/S Arrival 83.39mS Velocity 518.20fUS Arrival 94.76mS Velocity 577.18ft/S Arrival 105.54mS Velocity 593.36ft/S Arrival 116.32mS Velocity 593.38ft/S Arrival 127.49mS Velocity 587.33ft/S Arrival 138.23mS Velocity 595.56ft/S Arrival 148.90mS Velocity 615.31 ft/S Arrival 159.60mS Velocity 613.07ft/S Arrival 170.11 mS Velocity 608.86ft/S Arrival 181.12mS Velocity 595.69ft/S Arrival 190.85mS Velocity 657.77ft/S Arrival 201.47mS Velocity 617.59ft/S Arrival 214.52mS Velocity 490.38ft/S 50 100 150 Time (mS) 200 Hammer to. Rod String Distance (ft): 0.85 * = Not Determined 250 300 Figure A-5 SUBSURFACE INVESTIGATIONS • Drilled 7 3 7/9/2013 Total 61.5 Depth (r0 I4gged CheckedSy WLT metHotooene Drilling Inc. G" od MudRotarMethy , Surface Elevation (ft) 30 Vertical Datum NAVD68 Hammer i)ata Auto Hammer Drilling E4uiPmant Truck Mounted BK 81 (X) Northing (Y) SystemEasting S:ml Depth 10 Metall Et M1 • Notes: Hammer efficiency = 54.4% • 1 4, FIELD DATA L CC CC I s a 1 V 8 14 5-11 14 18 108 27 2 108 .Sot 251 5 j ]14 35-. 13 17 2 3 %F P AL 6 Z %F 8 4AAS MATERIAL DESCRIPTION gt REMARKS 1 AS -3 inches asphalt pavement over crushed rock SM' - Gray with brown mottling silty line to coarse sand - with occasional gravel (medium dense, moist) ML _ Gray with brown mottling fine sandy slit with - occasional gravel (medium dense, moist) - (al tMum) t'- SM - Gray silty fine to medium sand with axasional - gravel moist) and wood debris (medium dense, r �1. ML - Gray silt with fine sand (inose, wet) Sto Dat gray fine to medium sand with silt (medium �.`. _ dense, wet) • .�ti. . SP•SM Dark gray fine to medium sand with silt and • ootasional chats of organic matter (medium dense t0 dense, wet) • • Note: See Figure Art for explanation of symbols. • 21 40 38 30 Approximately 2 inch dace d wood in tip of sampler 96F=47 Groundwater observed during dril5ng 95F=88 Shelby Tube pushed at 16.5'feet AL; non-ptesdc 96F=30 Log of Boring B-1 G E� E N G N E E R S r Project: Project Location: Project Number. Washington Place Tukwila, Washington 21102-001-00 Figure A-2 Sheet 1 of 2 i 1 1 9 i E 2 0 00 MATERIAL DESCRIPTION Note: See Figura A-1 for explanation of symbols.. 1 gt Log of Boring B1 (continued) REMARKS _7 GEOENGINEER Project: Washington Place Project Location: Tukwila, Washington Project Number 21102-001-00 Figure A-2 Sheet 2 of 2_ • Stint Ett Drilled 7/9/2013 7/912013 D� (ft) 61.5 checkedBy WLT Driller. Holocene Drilling Inc. • DriMetltt d Mud Rotary ' e Sevation (R) Vertical D NAVD88 Hammer Auto Hammer Drilling Trudc Mounted BK 81 Equipment Easting (X) Northing (1f) System 11 Notes: Hammer efiidenoi = 54.4% • Elevation (feet) o FIELD DATA C C4 1 MATERIAL DESCRIPTION REMARKS 5 12 20 0 26 j726 1O 25 as 1 12 7 4 9 22 30—I 14 35 2 3 4 5 AL; %F a. %F e %F u • • AS SM -\3 inches ft pavement over crushed rock� e Gray silty fine to medium sand with gravel - (mecum dense, moist) (file Gray fine sandy silt with occasional gravel (medium stiff to very stiff, moist) (fill) SP -SM - Light gray fine to medium sand with sift (medium - dense, moist) (alluvium) — SM Gray silly fine sand with ooeaslonal organics ;�.• (roots) (loose, moist) ML - Gray silt with fine sand and occasional dasts of _ organic matter (loose, wet) t<5 SM .--- SPSM • • X43 35— Note: See Figure A-1 for explanation of symbols. Gray silty fine sand (loose, wet) Dark gray fine to medium sand with sin (mecum dense to dense, wet) 48 29 30 28 Driller noted gravel to 6 feet Driller noted concrete shavings at 7.5 feet Groundwater observed during drilling AL (PI= 15); %F = 87 Shelby Tube pushed at 16.5 feet AL; non -peak 96F =17 96F = 7 Log of Boring B-2 GEOENGINEERS..iii Project: Project Location: Project Number. Washington Place Tukwila, Washington 21102-001-00 Figure A-3 sheet 1 of 2 , FIELD DATA 35 aqC C 11 7, 1 m S • 32 MATERIAL DESCRIPTION 11 � ; �. sm Gray silly fine sand (medium dense, wet) 2 !6F 2 AL mt. Gray Interbedded with siltyfine sand L. SP -SM _ Dark gray fine to medum sand with silt (dense, 14 1S see _ Gray silty fine sand (medium dense, wet) 18 '.`l•• 7 e —SPstim _ Dark gray tine to medium sand with silt (devise. v REMARKS Shelby Tube pushed at 48.5 feet AL (PI = 4) Log of Boring B-2 (continued) GEOENGINEER Project Washington Place Project Location: Tukwila, Washington Project Number 21102-001-00 Figure A-3 Sheet 2 of 2 , 20 Ipth 80. ft) 100 120 140 160. Tip Resistance Qt TSF veotngineers Operator. Gerdes Sounding: CPT -1 Cone Used: DDG1238 CPT Date/Time: 7/9/2013 4:22:34 PM Location: Tukwila WA Job Number: 21102-001-00 Friction. Ratio Pore Pressure Fs/Qt (°%) Pw PSI 500 0 12 -20 _1_ • I I L L - r-r- Eit 1 sensitive tine grained ■ 2 organic material 3 clay InSihl Fnninanriinn { 1 1..I _J_ L_ _J 180 - L: Figure A-4 Soil Behavior Type* SPT. P4 Zone: UBC -1983 60% Hammer. 0 12 0 80 ILII'.I.I ISI I.I. t I I1 J I. 1. L- T Tir "T1=1 1 a 111 i a.! TT rt - 11 r'1' 1 I 1 1 1.1 1. 11111 • 111111 1411.11 1 1.I 1. 1 I. 1.i 1 1 11111 1111 1 1 11 1 I -IJ J1.LL,L 1 1 1 1 1 1 11.1111 1'11111 1.1 1.1 1' 111 1 1.1 I I.1 111: 11.1; 1 I I. 1 1.1 I I I 1.1 I 1 I 11111 I I • I I 1.1 1 I.I.I -1-44+1-f 1 1 1 1 1 1 111111 I I.1 I '1'1 1'I .1 .11 I 1,1 1 .1 I. 1.1 1 1.1 11.1 I I' 1 1'1.11 1 11111 1 1 1' 1 1 1 I 1 1111. T T r.r 111 1 L.. I '1`'1'1 1 11'1 1 .. 14111 1 11 1 11'111 1 11i• 111111111 1 1 1 1 1 1 11 1 1 1 1 111111 -1.LLI_IJJ11 LL. I. 11111.1 1 1 1. 1 I 1111-I I II 1 11111 1111. 1 I 1 1.1 I I 1 1 1 1. 1111.11.111 1 1111111I I I11I I'I 111' 1 1 1 1 1 I 1 1 1 1111111111 •I 11 1 1 1 1 1 1 I 111.111.111 11 1 11 11.1,1. Maximum Depth =128.77 feet ptDepth increment = 0.164 feet • 4 silty clay to clay ■ 7 silty sand to sandy silt 5 clayey silt to silty clay 0 8 sand to silty sand 6 sandy silt to clayey silt I'9 sand PrnftriII 1r7 ff • 10 gravelly sand to sand ■ 11 vett' stiff fine grained (*) 12 sand to clayey sand (1. C Tip Resistance Qt TSF 0 0 L I 1 11 1 20 Operator. Gerdes Sounding: CPT -2 Cone Used: DDG1238 euctltynI IGCI S CPT Date/]ime: 7/9/2013 11:28:11AM Location: Tukwila WA Job Number. 21102-001-00 Figure A-5 Friction Ratio Pore Pressure Soil Behavior Type• SPT N'' Fs/Qt (%) Pw PSI Zone: UBC -1983 60% Hammer 500 0 12 -20 180 0 12 0 80 404-C!!7 0,_- 1 Li I 1_J j 120 1 140 f ..1 160 1 • J___- L. -4-4 r—T-1— 7-7 -1_ _J cF=w- 1 1 11 �� I 1 tiL�T I I I 1 -J-1_.6..-. _L_ Maximum Depth = 153.38 feet _1. -r- 1 1 1 1 11 'T 1 -1'r-r- 1 f- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 111 11 11 11 1 1 11 11 If 11 li ./Trr- 1 1 1 11 1 1 1 1 Illi '1 111 1111 1.1 11 1 11111 1 1 1 1 1 11111 _11111 L. 1111.1 1 1 1 1 1 1 1 1 1 1 11111 1.1 .1 1 1111 1 1 1 1 1 11111 11111 111 -111 11111 4441- 1-. 1 1 1 1 1 11111 11111 1 1 1 1 1 11111 -11111 1 111 .11 1 1 1 1 111 I1 11 r I 11 1 1 1 I 1 11 11' 11 11 'I 1 1 �1L 1. 1 1 1 T.1- 11 1' .1, i 111111 .1111 111111 1111 Depth Increment = 0.164 feet 1 1 1 1 1 1 11 11 — —11- 1—rT-11- 1 r 1 1 I 1 1 01 sensitive fine grained . M4 silty clay to clay • 7 silty sand to sandy sift ,11. 10 gravely sand to sand ® 2 organic material ■ 5 dayey silt to silty day in 8 sand to silty sand • 11. very stiff fine grained (1 ■ 3 clay 6 sandy silt to clayey sift 0 9 sand '12 sand to clayey sand-(*) 1nSitu Engineering, PreDrill 2112 ft -0 10 --- 20 25 WATER LEVEL LABORATORY ANALYSES 8 86.2 22.5 15.4 32.5 96.1 79.3 91.1 24 27 21 16 23 15 21 34 5 5 5 5 5 2 3 4 5' 6 10 SAMPLE NUMBER KSBOI-A2 KSBOI-A1 KSBO1-B3 KSBO1-B2 KSBOI-B1 KSBO1-C3 KSBO1-C2 KSBO1-C1 KSBO1-D3 KSBOI-D2 KSB01=D1 KSB01-E3 KSBOI-E2 KSB01-E1' KSBOI-F3 KSBOI-F2 KSBOI-F1 KSBOI-G3 KSB01-G2 KSBOI-G1 z 0 • Co SC ML SOIL DESCRIPTION 0— SILTY CLAYEY SAND, gray.. ML ML ML SANDY SILT with SOME GRAVEL, gray, moist, hard, moderate plasticity. CLAYEY SILT, gray, moist, hard, slight plasticity. _ 5 *-- SANDY SILT, dark gray, moist, stiff, very slight plasticity. SANDY SILT, purple, moist, stiff, very slight plasticity. 10 SM SILTY SAND, gray, wet, loose. Color change to purple/brown, medium dense. LAGGED BY: JAS XE DRILLED: 3-15-94 mmenta 1UI'AL DEPTH (feet): 41.5 DRILLING METHOD: Hollow Stem Auger DIAMETER OF BORING: 10° 15-- 20 — 25 KLEINFELDER Copyright 1994 Kleinfekl "te c LOG OF BOILING LOG, KSB-01 CIRCUIT CITY - TUKWILA 7UKWIIs4, WASHINGTON c4 tssetea.ras Project # 60-1337=01 NOME Logs are to be used only for the designated purposes and in context with the attached report. PLATE 4 Page 1 ell 45 50 4.1 LABORATORY ', ANALYSES a 29.0 LOGGED BY: JAS DATE DRILLED: 3=15 Comments: 4 8 15 8 20 '. 28 2 8 5 12 I 16 5 7 10 z 1 ■ SAMPLE NUMBER KSBOI-H3 KSB01-H2 KSB01-H 1 No Recovery KSB01-I2 KSB01-11 KSB01-J3' KSB01-32 KSB01-J1 KSB01-K3 KSBOI-K2 KSBO I -K1 SM/SP. SOIL DESCRIPTION SILTY SAND, black, wet, medium dense, fine to medium grained. 3-4' of heaving sand in hole. Dense. 30 ML, ML CLAYEY SILT/SILTY CLAY, gray, wet, stiff, medium plastic to plastic. SANDY SILT, purple, wet, very stiff, 'low ;plasticity. 35 SM SANDY SILT/SILTY SAND, gray, wet, medium dense, fine-grained. ID TAL DEPTH (feet): 41.5. raj KLEINFELDER Ccwr;sht 1994 KIdnikadec tan.: 13371BB.►RB DRIL1NG METHOD: Hollow Stem Auger DIAMETER OF BORING: 10" 40 - 45— 50 LOG OF BORING LOG; KSB=O1 CIRCUIT CITY - TUKWILA TUKWILA; W1SHING7oN NOTE: Lots arc to be wed only for the designated purposes and in eocteait with the aUtehed report. PLATE 4 Ilge2of2' --0 5 — 10 -� 15 20 LABORATORY ANALYSES 8 4 v. 17.6 114.2 .S 12 20 24 NC 12 19. 20 3 2 2 NC 6 7 10 z SAMPLE NUMBER BULK N1 KSB02-A2 KSB02-A1 No Recovery KSB02-B3 KSB02-B2 KSB02-B1 KSB02-C3 KSB02-C2 KSB02-C1 No Recovery KSB02-D3 KSB02-D2 KSB02-D1 z 0 oz ca FILL ML SOIL DESCRIPTION SILTY SAND with gravel. 0— SANDY SILT with trace clay, gray, moist, hard, slight plasticity. 5 -- Gravel and wood debris in cuttings from 5-7.5'. Color change to purple. Increased sand content below 10 feet, soft to medium dense10 -- SM SILTY SAND, black, wet, loose. Medium dense. 15 -- LOGGED BY: JAS DATE DRILLED: 3-15 Continents -94 ToTAL'DEPTH (feet): 26.5 26.5 DRILLING METHOD: Hollow Stem Auger DIAMETER OF BORING: 10" 20 — 25— LOG 5- M KLEINFELDER Copyright 1994 KJcinretdcc:Ie: I33710B.PRS LOG OF BORING LOG, ESB -02 CIRCUIT CITY TUKWILA TUKWILA,111•1SHINGTON Project H 60-1337-01 NUM: Lugs an: to be used poly for the designated purposes and in context with the attached report. NC c m count PLATE 5 lige t et -2 30 —1 35 45 -- -50 LAGGED BY: JAS, DATE DRILLED: 3-15-94 Comments: 7 12 19 SOIL DESCRIPTION SAND, black to gray, wet, dense, find to radium grained. TOTAL DEPTH (feet): 26.5 KLEINFELDER Copyright 19941eteiniekte.4 ac x]371 aeras 25 -- 30 ,a. 50 DRILLING 'METHOD: Hollow Stem Auger DIAME xt OF BORING: 10" LOG OF BORING LOG, KSB-02 CIRCUIT CITY - TUKWILA TUKWILA, W4SHJNGTON Project A 60-1337•0i NOTE togs are to be used only for the designated purposes and in context with the attached. report. mumul 11111111111111111.1111111DO E n G 1 n EER S 0 U 0 0 0) P Seattle Portland Spokane San Diego Austin Irvine Eugene San Francisco Anchorage SOC TECEOVE JAN 1 1 2018 2b30170OS•Do 6d3 t J REID MIDDLETON, INC. STRUCTURAL CALCULATIONS PERMIT SUPPLEMENTAL CALCULATIONS FOUNDATION ONLY- SECOND ROUND COMMENTS STERLING SOUTHCENTER Prepared for: Urbal Architecture 1938 Fairview Avenue East, Suite 100 Seattle, WA 98102 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 17 2018 City of Tukwila January 10, 2018 DCI Job Number 17041-0175.00 hr7o&0 601 W. Riverside, Suite 600 Spokane, Washington, 99201 Phone (509) 455-4448 Service Innovation Value ..Do EflGIflEERS Table of Contents — Structural Calculations • Mat Slab Project: Sterling Southcenter Date:01 /10/2018 DCI Job #17041-0175 601 W. Riverside, Suite 600 Page 1 Spokane, Washington, 99201 Phone (509) 455-4448 Service Innovation Value Sterling South - MAT Foundation typica edge stepjan 18.cpt 1/9/2018 RAM Concept © 2017 Bentley Systems, Inc. RAM Concept"" is a trademark of Bentley Systems 6.3 Page 1 of 53 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Table of Contents Units 3 Signs 4 Materials 5 Loadings 7 Load Combinations 8 Design Rules 21 Detailing Rules 22 Load History 23 Mesh Input: Standard Plan 24 Other Dead Loading: Line Loads Plan 25 Live (Reducible) Loading: All Loads Plan 26 Ultimate Seismic East Loading: All Loads Plan 27 Ultimate Seismic North Loading: All Loads Plan 28 Ultimate Wind East Loading: All Loads Plan 29 Ultimate Wind North Loading: All Loads Plan 30 Service LC: D + L: Std Deflection Plan 31 Service LC: D + L: Max Soil Bearing Pressure Plan 32 Sustained Service LC: Std Deflection Plan 33 Factored LC: 1.2D + fiL + 1.6S: Max Mx Plan 34 Factored LC: 1.2D + f1L + 1.6S: Max My Plan 35 Factored LC: 1.2D + fiL + 1.6S: Max Vx Plan 36 Factored LC: 1.2D + fiL + 1.6S: Max Vy Plan 37 Factored Wind LC: 1.2D + fiL + 0.5S + 1.0W: Max Mx Plan 38 Factored Wind LC: 1.2D + flL + 0.5S + 1.0W: Max My Plan 39 Factored Wind LC: 1.2D + fiL + 0.5S - 1.0W: Max Mx Plan 40 Factored Wind LC: 1.2D + fiL + 0.5S - 1.0W: Max My Plan 41 Factored Seismic LC: 1.2D + fiL + f2S + E: Max Mx Plan 42 Factored Seismic LC: 1.2D + fiL + f2S + E: Max My Plan 43 Factored Seismic LC: 1.2D + fiL + f2S - E: Max Mx Plan 44 Factored Seismic LC: 1.2D + fiL + f2S - E: Max My Plan 45 Design Strip: Latitude Design Spans Plan 46 Design Strip: Longitude Design Spans Plan 47 Design Strip: Punching Checks Plan 48 Soil Bearing Design: Max Soil Bearing Pressure Plan 49 Design Status: Status Plan 50 Design Status: Top Reinforcement Plan 51 Design Status: Bottom Reinforcement Plan 52 Design Status: Punching Shear Status Plan 53 Page 2 of 53 Table of Contents - 2 Units Geometry Unit Plan Dimensions: feet Angles: degrees Loading and Reaction Unit Point Force: Kips - Report As Zero: 0 Kips Point Moment: kip -ft - Report As Zero: 0 kip -ft Spring and Stiffness Unit Point Force Spring: kips/in Point Moment Spring: k ft/° Slab Analysis Unit Force: Kips - Report As Zero: 0 Kips Force Per Width: kips/ft - Report As Zero: 0 kips/ft Materials Unit Concrete Volume: yd3 Reinforcement Weight: tons PT Weight: pounds Miscellaneous Unit Floor Area: ft2 Tendon Angles (for friction): radians Slab Thickness: inches Elevations: inches Line Force: kips/ft - Report As Zero: 0 kips/ft Line Moment: Kips - Report As Zero: 0 Kips Line Force Spring: ksi Line Moment Spring: k/o Moment: kip -ft - Report As Zero: 0 kip -ft Moment Per Width: Kips - Report As Zero: 0 Kips Reinforcing Area: int Tendon Profile: inches Cover: inches Density: pcf Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Page 3 of 53 Support Dimensions: inches Support Height: feet Area Force: psf - Report As Zero: 0 psf Area Moment: #/foot - Report As Zero: 0 #/foot Area Force Spring: pci Area Moment Spring: k/ft° Concrete Stress: psi - Report As Zero: 0 psi Deflection: inches - Report As Zero: 0 inches PT Force: Kips Reinforcing Stress: ksi Elongations: inches Units - 3 Signs Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Positive Loads Positive Analysis Positive Reactions • r_ / 1 =/Yoxx,s/ Page 4 of 53 Signs - 4 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Materials Concrete Mix Mix Density Density For f'ci f'c fcui fcu Poisson User Eci User EC Name (pcf) Loads (pcf) (psi) (psi) (psi) (psi) Ratio Ec Calc (psi) (psi) 3000 psi 150 150 3000 3000 3725 3725 0.2 Code 2500000 3000000 4000 psi 150 150 3000 4000 3725 4975 0.2 Code 2500000 3000000 5000 psi 150 150 3000 5000 3725 6399 0.2 Code 2500000 3000000 6000 psi 150 150 3000 6000 3725 7450 0.2 Code 2500000 3000000 PT Systems System Aps Eps fse fpy fpu Duct Width Strands Min Radius Name Type (1n2) (ksi) (ksi) (ksi) (ksi) (inches) Per Duct (feet) 1/z" Unbonded unbonded 0.153 28000 175 243 270 0.5 1 6 1/2" Bonded bonded 0.153 28000 160 243 270 3 4 6 0.6" Unbonded unbonded 0.217 28000 175 243 270 0.6 1 8 0.6" Bonded bonded 0.217 28000 160 243 270 4 4 8 PT Stressing Parameters System Jacking Stress Seating Loss Anchor Wobble Friction Angular Friction Long -Term Losses Name (ksi) (inches) Friction (1/feet) (1/radians) (ksi) 1/2" Unbonded 216 0.25 0 43.0014 0.07 22 1/2" Bonded 216 0.25 0.02 0.001 0.2 22 0.6" Unbonded 216 0.25 0 0.0014 0.07 22 0.6" Bonded 216 0.25 0.02 0.001 0.2 22 Reinforcing Bars Bar As Es Fy Straight 90 Hook 180 Hook Name (/n2) (ksi) (ksi) Coating Ld/Db Ld/Db Ld/Db #3 0.11 29000 60 None Code Code Code #4 0.2 29000 60 None Code Code Code #5 0.31 29000 60 None Code Code Code #6 0.44 29000 60 None Code Code Code #7 0.6 29000 60 None Code Code Code #8 0.79 29000 60 None Code Code Code #9 1 29000 60 None Code Code Code #10 1.27 29000 60 None Code Code Code #11 1.56 29000 60 None Code Code Code Page 5 of 53 Materials - 5 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Materials (2) SSR Systems Stud Area Head Area Min Clear Head Specified Stud Fy Stud Spacing Rounding Min Studs System SSR System Name (/n2) (in2) Spacing (inches) Spacing (inches) (ksi) Increment (inches) Per Rail Type 3/8" SSR 0.11 1.11 0.5 None 50 0.25 2 Rail 1/2" SSR 0.196 1.96 0.5 None 50 0.25 2 Rail 5/8" SSR 0.307 3.07 0.5 None 50 0.25 2 Rail 3/4" SSR 0.442 4.42 0.5 None 50 0.25 2 Rail Ancon Shearfix Auto-Sizt217 1.096 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 10 mr9.1217 1.096 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 12 mr0.1753 1.578 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 14 mr6.2386 2.147 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 16 mr>a.3116 2.805 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 20 mr0.4869 4.383 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 24 mn9.7012 6.311 0.5906 None 72.52 0.03937 2 Rail Page 6 of 53 Materials - 6 Loadings Loading Name Self -Dead Loading Balance Loading Hyperstatic Loading Temporary Construction (At Stressing) Loading Other Dead Loading Live (Reducible) Loading Live (Unreducible) Loading Live (Storage) Loading Live (Parking) Loading Live (Roof) Loading Snow Loading Ultimate Wind North Loading Ultimate Wind East Loading Ultimate Seismic North Loading Ultimate Seismic East Loading Type Self -Weight Balance Hyperstatic Stressing Dead Dead Live (Reducible) Live (Unreducible) Live (Storage) Live (Parking) Live (Roof) Snow Ultimate Wind 1 Ultimate Wind 2 Ultimate Seismic 1 Ultimate Seismic 2 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Page 7 of 53 Analysis Normal Normal Hyperstatic Normal Normal Normal Normal Normal Normal Normal Normal Normal Normal Normal Normal On -Pattern Factor Off -Pattern Factor 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 1 1 1 1 1 Loadings - 7 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Load Combinations All Dead LC Active Design Criteria: <none> Analysis: Zero Tension Loading Standard Factor Self -Dead Loading 1 Other Dead Loading 1 Dead + Balance LC Active Design Criteria: <none> Analysis: Zero Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Initial Service LC Active Design Criteria: Analysis: Zero Tension Loading Initial Service Design Standard Factor Self -Dead Loading 1 Balance Loading 1.13 Temporary Construction (At Stressing) Loading 1 Service LC: D + L Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 1 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Service LC: D Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Page 8 of 53 Load Combinations - 8 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Load Combinations (2) Service LC: D + Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Roof) Loading 1 Service LC: D + S Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Snow Loading 1 Service LC: D + 0.75L + 0.75Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero Tension Loading Standard Factor Self -Dead Loading. 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Live (Roof) Loading 0.75 Service LC: D + 0.75L + 0.75S Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Snow Loading 0.75 Page 9 of 53 Load Combinations - 9 Load Combinations (3) Service Wind LC: D + 0.6W Active Design Criteria: Soil Bearing Design Analysis: Zero Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.6 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Service Wind LC: D - 0.6W Active Design Criteria: Soil Bearing Design Analysis: Zero Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.6 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Service Wind LC: D + 0.75L + 0.75Lr + 0.45W Active Design Criteria: Soil Bearing Design Analysis: Zero Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.45 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Live (Roof) Loading 0.75 Service Wind LC: D + 0.75L + 0.75Lr - 0.45W Active Design Criteria: Soil Bearing Design Analysis: Zero Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.45 Loading _ Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Live (Roof) Loading 0.75 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Page 10 of 53 Load Combinations - 10 Load Combinations (4) Service Wind LC: D + 0.75L + 0.75S + 0.45W Active Design Criteria: Soil Bearing Design Analysis: Zero Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.45 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Snow Loading 0.75 Service Wind LC: D + 0.75L + 0.75S - 0.45W Active Design Criteria: Soil Bearing Design Analysis: Zero Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.45 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Snow Loading 0.75 Service Wind LC: 0.6D + 0.6W Active Design Criteria: Soil Bearing Design Analysis: Zero Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.6 Loading Standard Factor Self -Dead Loading 0.6 Balance Loading 1 Other Dead Loading 0.6 Service Wind LC: 0.6D - 0.6W Active Design Criteria: Soil Bearing Design Analysis: Zero Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.6 Loading Standard Factor Self -Dead Loading 0.6 Balance Loading 1 Other Dead Loading 0.6 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Page 11 of 53 Load Combinations - 11 Load Combinations (5) Service Seismic LC: D + 0.7E Active Design Criteria: Soil Bearing Design Analysis: Zero Tension Key Lateral Loading: Seismic -Ultimate Loading Standard Factor: 0.7 Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Service Seismic LC: D - 0.7E Active Design Criteria: Soil Bearing Design Analysis: Zero Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: -0.7 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Service Seismic LC: D + 0.75L + 0.75Lr + 0.525E Active Design Criteria: Soil Bearing Design Analysis: Zero Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: 0.525 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Live (Roof) Loading 0.75 Service Seismic LC: D + 0.75L + 0.75Lr - 0.525E Active Design Criteria: Soil Bearing Design Analysis: Zero Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: -0.525 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Live (Roof) Loading 0.75 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Page 12 of 53 Load Combinations - 12 Load Combinations (6) Service Seismic LC: D + 0.75L + 0.75S + 0.525E Active Design Criteria: Soil Bearing Design Analysis: Zero Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: 0.525 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Snow Loading 0.75 Service Seismic LC: D + 0.75L + 0.75S - 0.525E Active Design Criteria: Soil Bearing Design Analysis: Zero Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: -0.525 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Snow Loading 0.75 Service Seismic LC: 0.6D + 0.7E Active Design Criteria: Soil Bearing Design Analysis: Zero Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: 0.7 Loading Standard Factor Self -Dead Loading 0.6 Balance Loading 1 Other Dead Loading 0.6 Service Seismic LC: 0.6D - 0.7E Active Design Criteria: Soil Bearing Design Analysis: Zero Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: -0.7 Loading Standard Factor Self -Dead Loading 0.6 Balance Loading 1 Other Dead Loading 0.6 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Page 13 of 53 Load Combinations - 13 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Load Combinations (7) Sustained Service LC Active Design Criteria: Sustained Service Design Analysis: Zero Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 0.5 Live (Storage) Loading 1 Live (Parking) Loading 0.5 Live (Roof) Loading 0.5 Factored LC: 1.4D Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Loading Standard Factor Self -Dead Loading 1.4 Hyperstatic Loading 1 Other Dead Loading 1.4 Factored LC: O.9D Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Factored LC: 1.2D + 1.12L + O.5Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 1.12 Live (Unreducible) Loading 1.6 Live (Storage) Loading 1.6 Live (Parking) Loading 1.6 Live (Roof) Loading 0.5 Page 14 of 53 Load Combinations - 14 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Load Combinations (8) Factored LC: 1.2D + 1.12L + 0.5S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 1.12 Live (Unreducible) Loading 1.6 Live (Storage) Loading 1.6 Live (Parking) Loading 1.6 Snow Loading 0.5 Factored LC: 0.9D + 1.12L + 0.5Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Live (Reducible) Loading 1.12 Live (Unreducible) Loading 1.6 Live (Storage) Loading 1.6 Live (Parking) Loading 1.6 Live (Roof) Loading 0.5 Factored LC: 0.9D + 1.12L + 0.5S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Live (Reducible) Loading 1.12 Live (Unreducible) Loading 1.6 Live (Storage) Loading 1.6 Live (Parking) Loading 1.6 Snow Loading 0.5 Page 15 of 53 Load Combinations - 15 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Load Combinations (9) Factored LC: 1.2D + f1L + 1.6Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Live (Roof) Loading 1.6 Factored LC: 1.2D + f1L + 1.6S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 1.6 Factored LC: 0.9D + f1L + 1.6Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Live (Roof) Loading 1.6 Page 16 of 53 Load Combinations - 16 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Load Combinations (10) Factored LC: 0.9D + f1L + 1.6S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 1.6 Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Live (Roof) Loading 0.5 Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.0W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Live (Roof) Loading 0.5 Page 17 of 53 Load Combinations - 17 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Load Combinations (11) Factored Wind LC: 1.2D + f1L + 0.5S + 1.0W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 0.5 Factored Wind LC: 1.2D + f1L + O.5S - 1.0W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 0.5 Factored Wind LC: 1.2D + 1.6Lr + O.5W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.5 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Roof) Loading 1.6 Factored Wind LC: 1.2D + 1.6Lr - O.5W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.5 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Roof) Loading 1.6 Page 18 of 53 Load Combinations - 18 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Load Combinations (12) Factored Wind LC: 1.2D + 1.6S + O.5W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.5 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Snow Loading 1.6 Factored Wind LC: 1.2D + 1.6S - O.5W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.5 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Snow Loading 1.6 Factored Wind LC: O.9D + W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 1 Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Factored Wind LC: 0.9D - W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -1 Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Page 19 of 53 Load Combinations - 19 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Load Combinations (13) Factored Seismic LC: 1.2D + f1L + f2S + E Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: 1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 0.7 Factored Seismic LC: 1.2D + f1L + f2S - E Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: -1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 0.7 Factored Seismic LC: 0.9D + E Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: 1 Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Factored Seismic LC: 0.9D - E Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: -1 Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Page 20 of 53 Load Combinations - 20 Design Rules Code Minimum Desig 318-11 Min. Reinforcement User Minimum Desig Specified Min. Reinforcement Initial Service Desigi 318-11 Initial Service Design Service Design 318-11 Service Design Include detailed section analysis Sustained Service Desigr 318-11 Sustained Service Design Strength Design 318-11 Strength Design Punching Shear Design Ductility Design 318-11 Ductility Design Soil Bearing Desigi None Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Page 21 of 53 Design Rules - 21 Detailing Rules Custom Span Detailing Rules R1 x max(La,I' �R1 x max(La,Lb) Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 *R1 x max(Lb,5 c) R2 x La A,B,C A,B,C R2 x Lb La D,E,F R2 x Lb Lb J Rule A A B B C C D D E E F F Name Fraction R1 Fraction R1 Fraction R1 fraction R2 Fraction R2 Fraction R2 None 0 0 0 0 0 0 0 0 0 0 0 0 °A° °B" and °C, are support reinforcement sets, based on the peak reinforcement in the support zone. "D", "E" and "F", are span reinforcement sets, based on the peak reinforcement in the span zone. "*R1" is never taken as greater than 0.2 when multiplied by Lc (or Lcc). "Fraction" is the ratio of set reinforcement to peak reinforcement. It is always in the 0.0 to 1.0 range. Page 22 of 53 Detailing Rules - 22 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Load History Duration Total Age Load History Step Name Load Combination (days) (days) Maximum Short Term Load Service LC: D + L 30 33 Sustained Load Sustained Service LC 5000 5033 Final Instantaneous Load Service LC: D + L 0 5033 Page 23 of 53 Load History - 23 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/10/2018 Mesh Input: Standard Plan Mesh Input: Beams; Beam Priorities; Slab Areas; Slab AreaT hicknesses; Slab Area Concrete Models; Slab Openings; Slab Opening Priorities; Point Supports; Point Support Icons; Line Supports; Line Support Icons; ScaleR :315 KFs=1 KFz=150 bsi 20.5 t=24 5000 psi =36 0 psi =3 5000 psi 1 500 psi t-120 600d psi t 8 500 °Si t9 8 500 p' t20 5000 psi t -L20 N 5000 psi t--80 5000 psi t --g0 5000 pst t -V20 5000 psi 30 ❑ d doopsi —500 -psi---____ Y?0 500 psi 11 N tri -20 500d psi t0 500d psi t=22 5000 psi 50000pi t -L20 5000 psi t --t22 5000 psi t -i24 v 5000 psi - 6000 psi 4a 500 ps?r t=42 sood psi 5000 psi t-222 5000 psi! 3.99 0 t=24 000 psi o t=22 5000 psi t --E34 5000 psi tU32 5000 psi 0 0 t= 4 5000 psi t -,n ri 5000 psi 0 KFr=1 KFs=1 KFz=150 KFr=1 KFs=1 KFz=150 KFr= KFs=1 KFz=150 t=30 50 psi 0 t88 5000 psi 5000 psi t -t22 5000 psi Y -88o [5000 psi t--�38 5000 psi 1t=dol 5000 psi 1—_—J \-t=24 5000* 5000 psi • C =36 5000 psi t=30 ❑ 5000 psi t=34 KF r-1 q 11 KFs=1 — KFz=150 5000 psi ei t30 I ° 5000 psi t=46 5000 psi =34 5 00 psi KFr=1 KFs=1 KFz=150 Mesh Input: Standard Plan - 1 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Other Dead Loading: Line Loads Plan Other Dead Loading: Line Loads; Line Load Icons; Line Load Values; User Notes; User Lines; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Outline Only; Scale = 1:375 Fy=0:5 Fy=0.5 Fy=0.5 FF 11,.5 FF -0.5 Fy=IE Fy=u.5 0 0 ED V=0.5 Fp8:8 t i Fy=0.5P FrtL5 i Fy=0.5 j Fy=0.5 1Fy=0.5 1 o ffFz=7 75 l> Fy= Fy-0 Fy=0.5 y=0.5 Fy=0.5 Fz=6.22 404 tY Fy=0.5 Fy=0.5 z=i. Page 25 of 53 Fz=6.22 Other Dead Loading: Line Loads Plan - 25 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Live (Reducible) Loading: All Loads Plan Live (Reducible) Loading: Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Values; User Notes; User Lines; User Dimensions Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Outline Only; Scale = 1:375 Fz=40 b 0 0 ❑ 0 0 0 0 0 0 0 0 z=40 Fz=4 d?z=100 ❑ FEa440 0 0 FEa400 0 0 0 ❑ 0 FEa400 Page 26 of 53 Fz=40 Live (Reducible) Loading: All Loads Plan - 26 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Ultimate Seismic East Loading: All Loads Plan Ultimate Seismic East Loading: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load 1 Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:375 li Page 27 of 53 Ultimate Seismic East Loading: All Loads Plan - 27 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Ultimate Seismic North Loading: All Loads Plan Ultimate Seismic North Loading: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:375 Page 28 of 53 L Fy=1020 Mr -19000 Ultimate Seismic North Loading: All Loads Plan - 28 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Ultimate Wind East Loading: All Loads Plan Ultimate Wind East Loading: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Vali Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall. Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:375 0 0 0 0 0 0 .! Page 29 of 53 Ultimate Wind East Loading: All Loads Plan - 29 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Ultimate Wind North Loading: All Loads Plan Ultimate Wind North Loading: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Va Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:375 Page 30 of 53 Ultimate Wind North Loading: All Loads Plan - 30 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Service LC: D + L: Std Deflection Plan Service LC: D + L: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:375 Service LC: D + L - Vertical De0ection Plot = 7_1=11=11111111 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 Min Value = 0.004629 inches Q (150.6,38.3) Max Value = 0.1142 inches (I (157.4,148.3) Service LC: D + L: Std Deflection Plan - 31 Page 31 of 53 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Service LC: D + L: Max Soil Bearing Pressure Plan Service LC: D + L: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:375 Service LC: D+ L - Area Spring Vertical Reactions Plot (Maximum Values) ==.11111 200 400 600 800 1000 1200 1400 1600 1800 Min Value = 99.99 psi @ (150.6,38.3) Max Value = 2467 psf © (157.4,148.3) 100 600. �"1400�� Qi8"0, 2000" 1301/1600 OD 1000, : 140L120 .00 _ 160`- 400+9 1L1800 0'12 800 120' rnso1200 00100 10U r.. ;00600 10001,400 601 600 - - 0 00 1 rr9 nm o : 800 600 801 �! 800 1400 80 1600 1400 1200 8 800 1600 00 2011 00'.1. ( 200 000) X1400 1800"� oa 160 121400 1200 12001400 1400 000 12W 0 t200 00 801+x-1 o. �OOQ_�10001000,1200'-1201 � �� 00 160 �140u�tfi011�0\ Page 32 of 53 Service LC: D + L: Max Soil Bearing Pressure Plan - 32 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Sustained Service LC: Std Deflection Plan Sustained Service LC: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:375 Sustained Service LC - Vertical Deflection Plot 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 Min Value = 0.004207 inches @ (150.6,38.3) Max Value = 0.1049 inches © (157.4,148.3) Page 33 of 53 Sustained Service LC: Std Deflection Plan - 33 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Factored LC: 1.2D + f1L + 1.6S: Max Mx Plan Factored LC: 1.2D + f1 L + 1.6S: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:375 Factored LC: 1.2D + OIL + 1.6S - Bending Moment Plot (Maximum Values) (X -Axis Direction) One Contour = 2 Kips Min Value = -50.67 Kips @ (208.2,152.8) Max Value = 98.53 Kips @ (127.4,137.7) I> Page 34 of 53 Factored LC: 1.2D + f1L + 1.6S: Max Mx Plan - 34 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Factored LC: 1.2D + f1L + 1.6S: Max My Plan Factored LC: 1.2D+ f1L + 1.6S: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:375 Factored LC: 1.2D + fIL+ 1.6S - Bending Moment Plot (Maximum Values) (Y -Axis Direction) One Contour = 5 Kips Min Value = -69.14 Kips @ (196.4,19.25) Max Value = 104.8 Kips @ (156.7,145.5) Page 35 of 53 Factored LC: 1.2D + f1L + 1.6S: Max My Plan - 35 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Factored LC: 1.2D + f1L + 1.6S: Max Vx Plan Factored LC: 1.2D + f1 L + 1.6S: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:375 Factored LC: 1.2D+ f1L+ 1.65 - Vertical Shear Plot (Maximum Values) (X -Axis Direction) One Contour= 2 kipslft Min Value = -57.35 kipslft @ (162.1,19.25) Max Value = 77.8 kipslft @ (101.5,219.9) I> Page 36 of 53 Factored LC: 1.2D + f1L + 1.6S: Max Vx Plan - 36 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Factored LC: 1.2D + f1L + 1.6S: Max Vy Plan Factored LC: 1.2D + f1 L + 1.6S: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:375 Factored LC: 1.20 + flL + 1.65 - Vertical Shear Plot (Maximum Values) (Y -Axis Direction) One Contour = 2 kipslft Min Value = -61.13 kipslft @ (208.2,70.36) Max Value = 68.46 kipslft @ (23.1,47.12) Page 37 of 53 Factored LC: 1.2D + f1L + 1.6S: Max Vy Plan - 37 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Factored Wind LC: 1.2D + f1L + 0.5S + 1.0W: Max Mx Pia Factored Wind LC: 1.2D + f1 L + 0.5S + 1.0W: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:375 Factored Wind LC: 1.2D + f1 L + 0.55 + 1.0W - Bending Moment Plot (Maximum Values) (X -Axis Direction) One Contour = 5 Kips Min Value = -50.66 Kips @ (208.2,152.8) Max Value = 109.5 Kips @ (117.9,133.6) 25 j FP 0-7 1/N 2 -25 25 2 � ............ - unr- agv- IM 0 0 CO3 o o� Q-- 25 3 (ft 5 50 00 -25, 0 Dr-ktV f _�,� LYJ ,�✓,, t tRL!D))) 0 0 140 2; 0 0- 2 118) _2 Lie ry '4_0 0.----- c 2 . cI 25* CD L'j t�� 1 -0 i> Page 38 of 53 Factored Wind LC: 1.2D + f1L + 0.5S + 1.0W: Max Mx Plan - 38 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Factored Wind LC: 1.2D + f1L + 0.5S + 1.0W: Max My Plai Factored Wind LC: 1.2D + f1L + 0.55 + 1.0W: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:375 Factored Wind LC: 1.2D + f1L + 0.5S + 1.0W - Bending Moment Plot (Maximum Values) (V -Axis Direction) One Contour = 5 Kips Min Value = -69.13 Kips (196.4,19.25) Max Value = 104.8 Kips @ (156.7,145.5) i> Page 39 of 53 Factored Wind LC: 1.2D + f1L + 0.5S + 1.0W: Max My Plan - 39 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Factored Wind LC: 1.2D + f1L + 0.5S - 1.0W: Max Mx Plan Factored Wind LC: 1.2D + f1 L + 0.5S - 1.0W: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:375 Factored Wind LC: 1.2D+ f1L + 0.55 - 1.OW - Bending Moment Plot (Maximum Values) (X -Axis Direction) One Contour= 5 Kips Min Value = -50.67 Kips @ (208.2,152.8) Max Value = 111.2 Kips @ (116.6,128.1) ri 0 'VP _.251 GLU z51 0 5 0� TOD "Poi -2 CID 25 25 25= 2 1— CD 5 25 /AV plrco�)) 25,3 25 25 • II/(l (((�-llltllrlll I 0 Cp alo Page 40 of 53 domils E-Z1_,J1111/ 110 Factored Wind LC: 1.2D + f1L + 0.5S - 1.0W: Max Mx Plan - 40 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Factored Wind LC: 1.2D + f1L + 0.5S - 1.0W: Max My Plan Factored Wind LC: 1.2D + f1L + 0.5S - 1.0W: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:375 Factored Wind LC: 1.2D + ftL + 0.5S - 1.0W - Bending Moment Plot (Maximum Values) (V -Axis Direction) One Contour = 5 Kips Min Value = -69.14 Kips @ (196.4,19.25) Max Value = 104.8 Kips @ (156.7,145.5) Page 41 of 53 Factored Wind LC: 1.2D + f1L + 0.5S - 1.0W: Max My Plan - 41 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Factored Seismic LC: 1.2D + f1L + f2S + E: Max Mx Plan Factored Seismic LC: 1.2D + f1 L + f2S + E: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:375 Factored Seismic LC: 1.2D + f1L+f2S + E - Bending Moment Plot (Maximum Values) (X -Axis Direction) One Contour = 5 Kips Min Value = -104 Kips @ (73.17,184.2) Max Value = 223.4 Kips @ (23.36,136.8) Page 42 of 53 Factored Seismic LC: 1.2D + f1L + f2S + E: Max Mx Plan - 42 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Factored Seismic LC: 1.2D + f1L + f2S + E: Max My Plan Factored Seismic LC: 1.2D + f1L+f2S + E: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:375 Factored Seismic LC: 1.2D + fIL + f2S + E - Bending Moment Plot (Maximum Values) (Y -Axis Direction) One Contour = 20 Kips Min Value = -77.34 Kips @ (72.21,184) Max Value = 948.6 Kips @ (35.39,19.75) Page 43 of 53 Factored Seismic LC: 1.2D + f1L + f2S + E: Max My Plan - 43 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Factored Seismic LC: 1.2D + f1L + f2S - E: Max Mx Plan Factored Seismic LC: 1.213 + f1L + f2S - E: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:375 Factored Seismic LC: 1.2D + f1L + f2S - E - Bending Moment Plot (Maximum Values) (X -Anis Direction) One Contour = 5 Kips Min Value = -50.52 Kips @ (208.2,152.8) Max Value = 291.9 Kips @ (23.63,166.7) Page 44 of 53 Factored Seismic LC: 1.2D + f1L + f2S - E: Max Mx Plan - 44 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Factored Seismic LC: 1.2D + f1L + f2S - E: Max My Plan Factored Seismic LC: 1.2D+ f1L + f2S - E: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:375 Factored Seismic LC: 1.2D + ftL + f2S - E - Bending Moment Plot (Maximum Values) (Y -Axis Direction) One Contour = 20 Kips Min Value = -62.22 Kips @ (196.4,19.25) Max Value = 1220 Kips @ (33.5,19.75) Page 45 of 53 Factored Seismic LC: 1.2D + f1L + f2S - E: Max My Plan - 45 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Design Strip: Latitude Design Spans Plan Design Strip: Latitude Span Boundaries; Latitude SSs; SS Numbers; Latitude DSs; DS Numbers; Latitude Strip Boundaries; Latitude SSSs; SSS Hatching; User Notes; User Lines; User Dimensions; ' Drawing Import: User Notes; User Lines; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Outline Only; Scale = 1:375 :1111111111 > 1 ,.li _. 1 ii gnilr I !pi or 111,1111111 111 I I Ilrilli 111111 milt liktinglialltilithelliiiii -__---- _. , _ r 1 ._ . . 1 1 . _ _ __. __ _ _ . 1 11°41111\ml liar wkist mu 1 1 k- I , I _J- 1 .1 1 I .. .- - _ 0 . _ _ _ 1 fi Pa A 4 ' -'Z i 0 tia fa 11111 11 1111111 111111 11 11 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII! Page 46 of 53 Design Strip: Latitude Design Spans Plan - 46 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Design Strip: Longitude Design Spans Plan Design Strip: Longitude Span Boundaries; Longitude SSs; SS Numbers; Longitude DSs; DS Numbers; Longitude Strip Boundaries; Longitude SSSs; SSS Hatching; User Notes; User Lines; User Dimensions; Drawing Import: User Notes; User Lines; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Outline Only; Scale = 1:375 • \\\\k to=1 • _-�\1-2,''LR—__._._______,__,.,_.,_,_iW�� \�. \ �Iii./�ILL. ,/t— IIS\\\\\\\\\\ _vz. \ 0 ", , i ,I 1 ,s,.,,,,..,. Ns ,,,v,& \ \:\ , L „- - - - , ,-,,,,- - - - - -- - '- : ' v - 7 , - i\\\ \ \ N -vz , ,_ _„..,---,_ .. 1 % i -------.--,--->„,..;------.< %_ :, % �� \\_ N iiia^ ,. 1 -„--,, -=o ,,___________ i ,z 1, a \,\ 1 _--*- %.j\ ,\Illi,\\\,,,___„,,,,,,,If '-- - 1 N\ 1.---°' \'7 IA //, E_--._._---\-, \ ,,,,r v \ ' M- ' , Page 47 of 53 Design Strip: Longitude Design Spans Plan - 47 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Design Strip: Punching Checks Plan Design Strip: Punching Checks; Punching Check Numbers; Punching Check LLR Parameters; Punching Check Sections; User Notes; User Lines; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Outline Only; Scale = 1:375 #62 #60 #61 #59 Using Calculated LLR Parameterslculated LLR ParUsing Calculated LLR Parametersculated LLR Parameters #58 #57 max ce area - ---------- max LLR-40----------- max ce wen, _ influence area=O --influence ar a\Oramib are '0 Parameters #56- #55 trib area-° trib area-° irib area-° influence area-° influence area -0- influence area .° 1 ' " y ..a�culated LLR Par_a_m_etern d LLR Parameters LLR_ LLR_ �lnh area=0� ""-•- max LLR-40 UsingCalculated LLR Pa irib area-° �' irib area=0 / + ( t ' a Loading Reduction-Oducible Loading Redunma L area=0---. Reducible Loading Reduction=°tile Loading ReducReducible Loading Reductlon-01e Loading Reduction=0- - max LLR 40 I max LLR=467-_._ .... influence a ea 0 influence area-° Storage Loading Reduction=Sge Loading Reducti,storage Loading Reduction=0/ g - [tion=0 max LLR 40-�--I-max LLR=40 ng Reduction= Parking Loading Reduction=0n Loadin ReducticParking Loading Red \[tion=0i9 Loading Reduction=Otorage Loading Reduction=0,ng Reduction= �le Loading Reduction=Oading Reduction=0 ., ro,a.,,�.�r, ga Using Calculated LLR Pal"'12.Y- a �Itnb area=0!� influence area=0 Parking Loading Reduction=0,, Reduction=Ute Loading Reduction=°ading Reduction=0 tribarearea influence area=0 , max LLR=40) #51 #,yg - a,,.,, g LoadingBReduc_ ti n =°ading Reduction=0 influence area=0 Calculated LLR Parametersalculate,Using Calculated LLR Parameters #4 max LLR=40 \ max LLR=40 1 Reducible Loading Reduction=0 trib area=0 using Calculated LLR Parameters / Reducible Loadin ReduclStora a LoadingReduction=0 /' 1 irib area - .43N drib area --0 9 ' 1 Reducible LoadingReduc,7 g g inFluence area=0trib area=0 influence area=Cinfluence1area=0`#d7 Storage Loading Reductii5torage Loading ReductiiParking Loading Reduction=0 1 max LLR=40 max LLR-40 �' max LLR=40 influence area=Ong Calculated LLR Parameters Parking Loading Reducth,Pa-ting Loading Reduction=0 1 Reducible Loading Reduction=Able LoadiReducible Loading Reduction=0 max LLR=40) #4'gtrib area=0 Storage Loading Reduction=0age LoadinrStorage Loading Reduction=0ible Loading Reduction=Oluence area=ors Parking Loading Reduction=oing LoadincParking Loading Reduction=0ge Loading Reduction=Or.mae 1_1_12=40 Pig Loading Reduction=0e Loading Reduction=0 Storage Loading Reduction=0 ReducibParking Loading Reduction=0 Storage Loading Reduction=0 Parking Loading Reduction=0 #43 51 /sing Calculated LLR Parameters#44_ tdb area=0s)rg Calculated LLR Parameters influence area=0 i /Itrib area=Ol\ ,max LLR=40 I ',influence area=0 Reducible Loading Reduction=03x LLR=40 #39 #40 ;.... Storage Loading Reductiow'OLoadin Reductionn= s Calculated LLR Using Calculated LLR Parameters.UsingCalculated LLR PUsing Calculated lUsing Calculated LLR Parameters Storage Loading Reduction=loading Reduction-° Using Parking Loading Reduction -0r Reducible fluence area=0 - - I o influence area=0 influence area=0 influence area=0 true.., f e L ading RetReducible Loading R duction-° Reducible LoadingRe' l max LLRRed l max LLR=40 inFluence area -0 i 1 max LLR=40 � _....__ _..__._.� kl max LLR-401) 1 max LLR-41:0 1 max LLR-40 Reducible Loading Reduction=0 g g uclSto uge oadingeReto age Loadingieducts n=0 - Storage Loading ReduStorage Loading Reduction -0 •�------Storage Loading ReduclStorege Loading RStorage Loading Reduction=0 Storage Loading Reduction=0 Parking Loading Redu,Parking Loading Reduction=0 Parking Loading ReduclParking Loading RParking Loading Reduction=0 Parking Loading Reduction=0 UsingCalculated ar a=O PaiUsi^aCalculated LLR Parametersg Calculatedb aLR Parametersia�'�b adrea LLR PamiUsing Calculatedbare LLR ParameterCal trlb arreare OCa/ tn,rs#32 #31ns Using Calculated LLR Paramete ce ib a LLR Parameters inti area 0 6 area=0 I influence area=0 influence area=0 influence area=0 influence area=0 max LLR=40 influence area=0 influence area=0 � 1 max LLR 40 ) 1 max LLR=40 max LLR=40 max LLR=401 Reducible Loadin Reduction=U LLR=40 1 max LLR=40 g Reducible Loading ReducReducible Loading Reduction=Oducible Loading Reduction=0.ible Loading ReductlReducible Loading Reduction=OStorage Loading Reduction=0,ading Reduction=0 --Storage Loading Reducti Storage Loading Reduction=°Storage Loading Reduction=6age Loading ReductionStorage Loading Reduction=0 Parking Loading Reduction=°ading Reduction=0 I Parking Loading Reducti Parking Loading Reduction=0Parking Loading Reduction=Orin Loading_ReductionParkinn LoadinQReduction=°Using Calculated Lliiarking Loading Reduction=0 - .923 ' - irib area=0 - Reducible Loading Reduction=gcible Loading Reduction educible Loadi-lin-99-14V uction= 7 trib area=0 \ (trib area -0 \ itnb area -U #24 #25 #26 influence area-° influence area- influence area-° Using Calculated LLR Parameters,. UsingCalculated LLR ParametUsing Calculated LLR Parameters max LLR-40 max LLR-40i� `ated LLR Parameters d LLR P-rairie=in �trib area-0� fitrib area-0�,N / �— g g duction=LROarea=0� �i tnb area -0N Storage Loading Reduction=0 influence area=0 influence area=0 Influence area=0 Storage Loading Reduction=°)rage Loading Reduction=0 g g nce area=0 max LLR=40 mfluence area -0 max LLR-40 max LLR=40'. Parking Loading Reduction= / I -- LLR=40 - Parking Loading Reduction=Orking Loading Reduction=0 .._ac LLR=40 I Reducible Loading Reduction=0 Reducible Loading Reduction=Reducible Loading Reduction=0 Reducible Loading Reduction=0 tiding Redu Storage Loading Reduction=0' `Storage Loading Reduction=0 Storage Loading Reduction=0 Storage Loading Reduction=0 Parking Loading Red fiction=0iding ReductiParking Loading Reduction=0 Parking Loading Reduction=0 Parking Loading Reduction=0 e niy wading Reduction -u /trib area=0 \ /Itrib area=0\ 'i ,ktrib area=0' / 921 #19 itnb area -01 UsingConfluence ar aed LLR Paramelersg Calculated LLR Parameters A18- #17 #20 #16 Using Calculated LLR Paam_etarsd LLR Parameters trib area-° usin Calculated LLR Parameters - Using Calculated LLR Parameters trib area=0 �'tnb area=0' g _ [ulated LLR Parameters t.amwa3ed LLR Parameters a =0 influence area\0 ¶irib area=0'\" ""- -� trib area=0;� Truer a ere' 0 // trib area=0 influence area=0 influence area=0 in uence area=0 influence area=0 k max LLR=40I 1 max LLR=401 influence area=0 InFluence area=0 max LLR=40 ) i _ max LLR=401 max LLR-40 LLR=40 I Reducible Loading Reduction=0ducibie Loading Reduction=0 1 ) n \ max LLR=40 i --- LLR=40 Reducible Loading_Reduction=0.ducible Loading Reduction= Reducible Loading Reduction=0' Storage Loadin Reduction=0' ding ReductPtorage Loading Reduction=°Storage Loading Reduction =0 9 9 Loading Reduction=uSlorage Loading Reduction=°'ading Reduction=0 g 9 —.Ming ReductiiParking Loading Reduction=°Parking Loading Reduction =Otorage Loading Reduction=0ge Loading Reduction=0 ading Reduction=0 9 / _ t•arkin Loadin Reduction=0 Parkin Loadin Reduction=°- / Loading Reduction -0 inFluence areatnb area=0 usui . n Loading Reduction=olaniy uagmuia.euierancm i.oadm Reduction=0 Parking Loading Reduction=0 Using calcWatetl t y -rib area -0 tnb oma=01� y ..a�wiateo��^ rare......... �.-,,.,,.-„�- ...............rs - anie.ers, -0 influence area=0 / trib area=0� /Iarea=1,1T r irib area=0 influence area=0'. max LLR-40� 1imax LLR=40(� Influence area-0influence area=0 max LLR 40) 1 1 LLR=40 Reducible Loading Reduction=° -. 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Parkin Loading Reductionora Storage Loading f.----..@. -., morage Loading Reduction=0 Parking Loading Reduction=0 Parking Loading Reduction=0 I> p5_ #6_ 1 Using Calculated LLR PUsing Calculated LLR Parameters ........._-/ irib area=0.\ / trib area=0 \ influence area -0 Influence area=0' k max LLR-40i) 1 max LLR 40 /1 Reducible Loading RediReducible Loading Reduction=0 Storage Loading ReduciStorage Loading Reduction=0 Parking Loading ReduclParking Loading Reduction=0 _#1 #2 Using Calculated LLR PUsing Calculated LLR Parameters -/-trib area=0.`......................./.trib arca=01- influence area=0 influence area=0 —k max LLR=407 tmax LLR=40I __.1 Reducible Loading RediReducible Loading Reduction=° Storage Loading ReductStorage Loading Reduction=0 Parking Loading ReduclParking Loading Reduction=0 Page 48 of 53 Design Strip: Punching Checks Plan - 48 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Soil Bearing Design: Max Soil Bearing Pressure Plan Soil Bearing Design: User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; Latitude DS Designs; Longitude DS Designs; PC Designs; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:375 Soil Bearing Design - Area Spring Vertical Reactions Plot (Maximum Values) 1111111.111111111111=1111.=--- =:=11:11.111 300 600 900 1200 1500 1800 2100 2400 2700 Min Value = 124.9 psf (126.8,38.75) Max Value = 3086 psf @ (19.1,15.25) 00 1500; 1120 15007• 1200? - 0 21200.. 150020 •00, 01200500 1500 00! 120 (120 L900 20 —8 1500 1200 90 Page 49 of 53 Soil Bearing Design: Max Soil Bearing Pressure Plan - 49 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Design Status: Status Plan Design Status: User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; Span Design Numbers; Span Design Status; Latitude DS Designs; Longitude DS Designs; DS Design Numb: Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:375 19C-3 19C-2 19C-1 162 -OK 69 -OK 61 ---OK Sg 18C.4 18C•3 OK non-standard section)K non-standard sectionOK nonstandard section 18C-2 18C-1 ( ) ( ( ). (non-standard section) 5 O tlo )ta 7----sect-OK------- 56- t3K— __. w OK (non-standard sectionJtandard section , 55 UP .. _�. .,�L (non-standard section)i standard section) 17C-7 ' 1 OK6 OK 17 S x ^' O O O -A' 52 Oi.• O '. > OK 53 __._........__. F N OK (non-standard section) 140.1 45 0 OK (non-standard section) O 13C-1 x' 13C-2 :- OK OK 12C-2 ok 24 OK j M• ° 19 OK U a 9 OK ‘i?.; OK 10C-1' OK 8C-5 OK 50-3 OK 4 OK (non-standard section) 44 OK 38 OK 31 OK 23 OK .5 M° 15 OK 8, A OK U Y ,7, OK OK 13C-3 OK 12C-3 OK 11C-2 OK 10C-2 OK &C-4 OK 5C.2 OK 17C-4 17C-3 51 OK 49 IOK 50 j OK IOK 1 OK 1- 36 OK o 25 OK 011" 13C-4 OK �Y rY 3C-5 39 OK 40 OK OK M ° 12C-4 .......__._... OK 35 OK 11C-3 OK 10C-3 22 1 OK OK U Y 13 OK tj n ° 8C-3 OK 26 OK X 15C -t OK 13C-6 I OK IO O OK 33 OK O 0 hY O o M 29 OK 17C-2 OK 48 O¢ic ^G;` OK OK 1 i 6. 04• 1)C•1 CfY MO 47� 16COK (non-standard section) OK 46 OK 130-7.- O j 13C-8 ............... 13G.-9,................1 OK " 41 OK 42 OK I OK OK (non-standard section) 11 C-5 OK 28 OK 12C-7 OK 11C-6 OK On 37 OK 30 OK U Y mo 12C-8 OK 32 OK YY U ° X i 27 OK V x p cvi o o Y ° UO M 21 OK 0n F-� 14 OK O^ S N 10C-4 OK 8C-2 OK 18 OK VY I� O 10 OK 100.-5...__ OK 80.1 OK OC -6 OK 17 • OK 3, OK OK OK w zy NO ° Uy 3C-1..-...__ __ ..... ___ - _-___ ....._.4C-1.. ..._... ......._ ....._..._____'.404 OK �- OK OK U Y U Y U Y U Y OK 3.8 Page 50 of 53 10C-7 0K 9C•1 OK 6C-1 OK 4Ca OK ° iG OK U Y o OK 10C-8 OK 90,2 OK 11 OK (non-standard section) 16 OK ° 6C-2 OK AC -3 OK tj Y oo O 7C-1 4C-4 OK Design Status: Status Plan - 50 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Design Status: Top Reinforcement Plan Design Status: User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; Span Design Top Bars; Span Design Bar Descriptions; Latitude DS Designs; Longitude DS Designs; DS Des Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Reinforcement: Top Face Concentrated Reinf.; Both Faces Concentrated Reinf.; Auto Face Concentrated Reinf.; Concentrated Reinf. Descriptions; Top Face Distributed Reinf.; Both Faces Distributed Reinf.; Auto Face Scale = 1:375 1x8 T. 0; rm 4#8 T. 20 08 T. 1- r1 - 48 T. 2#8T. 0 11 I 0 ❑ I 0 r. - 0 228 T. 0 trimming error. review ::. oaf top stress plan 1Fows top mat is sjfficient 0 0 0 0 0 0 Page 51 of 53 Design Status: Top Reinforcement Plan - 51 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Design Status: Bottom Reinforcement Plan Design Status: Usfs( Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; Span Design Bottom Bars; Span Design Bar Descriptions; Latitude DS Designs; Longitude DS Designs; DS Drawing Import: Lar Lines; User Notes; User Dimensions; Element: Wall Elernints Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Reinforcement: Bottom Face Concentrated Reinf.; Both Faces Concentrated Reinf.; Auto Face Concentrated Reinf.; Concentrated Reinf. Descriptions; Bottom Face Distributed Reinf.; Both Faces Distributed Reinf.; Aul Scale = 1:375 Page 52 of 53 Design Status: Bottom Reinforcement Plan - 52 Sterling South - MAT Foundation typica edge stepjan 18.cpt - 1/9/2018 Design Status: Punching Shear Status Plan Design Status: User Lines; User Notes; User Dimensions; PC Designs; PC Design Numbers; PC Design Status; PC Design Stress Ratios; PC Design Sections; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:375 62� _ 60 61 59 OK (non-standard section)K (non-standard section OK (non-standard section)[ (non-standard section)....... -_., USR=0.582 USR=0.462 USR=0.53 --------USR=0.63. - 6r---. .._.OK (non-standard sectionhandard section). an .---.,.. non-standard section - USR=0.521 USR 0.458 ( - , .-)� standard section) USR=0.322 USR=0.315 52; OK (non-standard section) USR=0.507 45, OK (non-standard section) USR=0.232 24.,1 OKI USR=0.499 53 OK ] USR=0.85 44 I OK USR=0.914 I 38 I OK USR=0.885 31 OK USR=0.621 23 OK USR=0.6811 54 I9-1(;., USR=.844, 51, OK IUSR=0.831 49 50 1 OK OK USR=0.811 !USR-0.614 36 OK USR=0.749 25, OK OK IUSR=0.681 USR=0.594 39, j 40, OK1 OK USR=0.6921 USR=0.928 1 48 OK USR=0.811 47\ OK (non-standard section) 46 USR=0.252 OK USR=0.56 I OKI I OKI USR=0.1040 0 USR=0.114 0 0 OK] USR=0.619 OK USR=0.575 15_ I OK 1 USR=0.521! O8K I 1 USR=0.688 7 OK section USRUSR=0.917 OK (non-standard7l 91 L_ 22 OK IUSR=0.881 , 13 OK IUSR=0.764 3 [OK USR=0.83 21 OK USR=0.8811 14 j OK USR=0.798 29 I OK USR=0.104 18 OK USR=0.686 10, OK USR=0.555 41_ OK USR=0.781 34 - ]OK USR=0 28 - OK USR=0.905 17 - OK USR=0.642 42 j ',.--k3 OK OK (non-standard section) USR=0.649 USR=0.991 37 1 OK ! IUSR=0.846] 30 OK USR=0.708 20 OK USR=0.81 ........OK..... I 12 1 USR=0.81 IOK (non-standard section) n..._............._,i US0=0.578 !32 11OK USR=0.557 27 ] 1OK USR=0.508 16 111)< USR=0.417 OK 1 l OK ] USR 0 USR-0866 Page 53 of 53 r0 -fOF�C USR=0.749 USR=0.783 Ill Design Status: Punching Shear Status Plan - 53 ihr ALIA RESIDENTIAL BM Alliance Residential Company - Pacific Northwest Bui 1325 4th Avenue, Suite 1005 Seattle, Washington 98101 Phone: (206) 330-0620 r EAVED AUb I) 8 2018 LLoaDI'I. oas-. ezq ?,3 TON INC Distribution t cn Sumi`IIary ubmittal #03 0000-9.0 03 0000 - Concrete Project: Marvelle at Southcenter 415 Baker Boulevard Tukwila, Washington 98188 Distributed on 05/11/2018 by Cara Mattson () To: Austin Conger (CECO Concrete Construction LLC), Jarrett Payton (CECO Concrete Construction Message: Additional Attachments: LLC) Jarrett - Approved as Submitted. Thank you! FILE NAME RESPONSE ATTACHMENTS COMMENT Anthony Sorentino (DCI Engineers) Approved 03 0000-9.0 Shotcrete Mix Please note that shotcrete was proposed after the release of The last set. Please reference added section for shotcrete requirements to be issued as part of the IFC set. Design(DCI).pdf 03 0000 C Alex Dalzell (Urbal Architecture) For Record Only 03 0000-9.0 Shotcrete Mix DATE CREATED: Design(DCI)(UA).pdf ISSUE DATE: TYPE: Product Information BALL IN COURT: DISTRIBUTION: COST CODE: 03-306 - Concrete Structure SV -6-4 S Anthony Sorentino (DCI Engineers) , James Wander (Alliance Residential Company) Del Bennett (Alliance Residential Company) , Dean Hunter (Alliance Residential Company) , Evan Lawler (Alliance Residential Company) , Aya Rojnuckarin (Urbal Architecture) , Randy Wentworth (Alliance Residential Company) DESCRIPTION: Attached is the Shotcrete Mix Design, for your review and approval. RECEIVED CITY OF TUKWILA ATTACHMENTS: 03 0000-9.0 Shotcrete Mix Design.pdf AUG 0 3 2018 SUBMITTAL WORKFLOW PERMIT CENTER # NAME SUBMITTER/ APPROVER Mix Design NW r - C I__/ I E r V E I�r-ekEVVE nEvSPEC MIDE COMPLIANCE e CREATED BY: SECTION: 03 0000 C STATUS: Closed APPROVED DATE CREATED: 05/09/201: , ISSUE DATE: 05/09/2018 }@ REVISION: 0 RESPONSIBLE CONTRACTOR: CECO Con �(�y— {� ete Con ftht4t�od-L5�u'o RECEIVED FROM: Jarrett P.,i 1- AU(i 1 2U018 4 U RECEIVED DATE: 05/08/2018SUBMIT City -of Tukwila BUILDING DIVISION BY: 05/09/20 8 DDLETON, INC FINAL DUE DATE: 05/21/2018 LOCATION: [� Sterling fi SSouf!WV TYPE: Product Information BALL IN COURT: DISTRIBUTION: COST CODE: 03-306 - Concrete Structure SV -6-4 S Anthony Sorentino (DCI Engineers) , James Wander (Alliance Residential Company) Del Bennett (Alliance Residential Company) , Dean Hunter (Alliance Residential Company) , Evan Lawler (Alliance Residential Company) , Aya Rojnuckarin (Urbal Architecture) , Randy Wentworth (Alliance Residential Company) DESCRIPTION: Attached is the Shotcrete Mix Design, for your review and approval. RECEIVED CITY OF TUKWILA ATTACHMENTS: 03 0000-9.0 Shotcrete Mix Design.pdf AUG 0 3 2018 SUBMITTAL WORKFLOW PERMIT CENTER # NAME SUBMITTER/ APPROVER SENT DATE DUE DATE RETURNED DATE RESPONSE ATTACHMENTS COMMENTS 1 Alex Dalzell Approver 5/11/2018 5/21/2018 5/11/2018 For Record Only 03 0000-9.0 Shotcrete Mix Design(DCI)(UA) .pdf Alliance Residential Company - Pacific Northwest Builders Page 1 of 2 `Orne38Qo8pM ALLI RESIDENTIAL BUILDERS Submittal #03 0000-9.0 03 0000 - Concrete # NAME SUBMITTER/ APPROVER SENT DATE DUE DATE RETURNED DATE RESPONSE ATTACHMENTS COMMENTS 2 Anthony Sorentino Approver 5/11/2018 5/18/2018 5/11/2018 Approved 03 0000-9.0 Please note that shotcrete was proposed after the release of the last set. Please reference added section for shotcrete requirements to be issued as part of the IFC set. Shotcrete Mix Design(DCI).pdf This review is for general conformance with contract documents only and does not relieve the subcontractor/ supplier from responsibility of compliance with applicable drawings, specifications and code. BY Alliance Residential Company - Pacific Northwest Builders DATE COPIES TO Page 2 of 2 Printed On: 08/03/2018 01 :08 PM ALLIANCE RESIDENTIAL COMPANY Sterling / Marvelle SUBMITTAL TRANSMITTAL Subcontractor: Ceco Submittal No.: 03 0000-9.0 Date Submitted: 05/08/18 Requested Response Date: 5/21/18 Submittal Description: Shotcrete Mix Design Any Resubmittal comments addressed? N/A Substitution Notes (see attached pages): Submittal Reviewer's Checklist YES NO N/A Reviewed Specifications and/or Drawings? © 0 0 Any Resubmittal comments addressed? 0 ❑ta Professional Engineer Stamp Required? ❑ 0 CD Spot checked dims, unit weights, quantities, size, etc? ❑x 0 0 Samples of correct quantity, size, type, and properly labeled? 0 0 io Reviewed By: Cara L. Mattson Date: 5/9/2018 Alliance Pacific Northwest Builders Ceco submittal #16 This review is for general conformance with contract documents only and does not relieve the subcontractor/ supplier from responsibility of compliance with applicable Drawings, Specifications and Code. Architect Approval: Engineer Approval: _ NO EXCEPTIONS TAKEN _ REVISE AND RESUBMIT _ APPROVED AS NOTED _ REJECTED X NOT REVIEWED -OUTSIDE ARf7RTECFS SCOPE Architect's review is for general conformance with the design concept of the project and the Information given In the Contract Documents. The Contractor is solely responsible for, and this review does not include: confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating the work with that of other trades and performing ail work in a safe and satisfactory manner. Corrections or comments made on this submittal during this review do not relieve Contractor from compliance with the requirements of the Contract Documents or with Its responsibilities listed above. URBAL ARCHITECTURE, PLLC By; Alex Dalzell Date: 05/11/2018 DCI ENGINEERS X No Exceptions Taken Note Markings Revise 8 Resubmit By: asoremino Date: 85/11!3818 THIS RENEW IS FOR GENERAL CONFORMANCE TO THE DESIGN CONCEPT AND CONTRACT DOCUMENTS AS TO THE STRUCTURAL ELEMENTS DESIGNED BY OCI ENGINEERS. REVIEW OF ANY NON-STRUCTURAL ELEMENTS DEPICTED IN THIS SUBMITTAL HAS BEEN SOLELY FOR THE PURPOSE OF EVALUATING THE IMPACT ON THE STRUCTURAL ELEMENTS DESIGNED BY OCT ENGNEERS. REVIEW OF THE SPECIALTY STRUCTURAL ENGINEERS (55EI 0'c0GN IS FOR CONFORMANCE TO DESIGN CRITERIA AND COMPATIBILITY WITH THE DESIGN OF THE BUILDING AND DOES NOT RELIEVE THE SSE OF RESPONSIBILITY FOR THAT DESIGN. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM COMPLIANCE WITH THE CONTRACT DOCUMENTS. THE CONTRACTOR REMAINS RESPONSIBLE FOR DETAILS AND ACCURACY; FOR CONFIRMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS; FOR SELECTING FABRICATION PROCESSES; FOR TECHNIQUES OF ASSEMBLY; AND FOR PERFORMING WORK INA SAFE MANNER Consultant Approval: ilEINaMini SiMEN CECO Ceco Concrete Construction, LLC 18000 72nd Ave Kent, WA98032 PH: (253) 852-2400 • FAX: (253) 852-2992 SUBMITTAL PACKAGE Date: 05/08/2018 From: Jarrett Payton To: Alliance Pacific Northwest Builders E-mail: jarrett.payton@cecoconcrete.com 1325 4th Avenue Suite 1005 Seattle, WA 98101 Submittal No: 0016 — Attn: Cara Mattson Project: Sterling Southcenter Job #: P506918031 Reference: Airplace Concrete Submittals WE TRANSMIT: PLEASE REVIEW ATTACHED MATERIAL AND TAKE ACTION REQUESTED: Action Requested: • For Approval REMARKS / NOTES: Due 5/22/18 ITEMS: 00015 Concrete Mixes Airplace Concrete Submittals ATTACHED FILES: Filename Item Note Airplace Concrete Submittal.pdf 00015 P-50-69-18-031 SubmittalPackage 0016.docx 00015 www.cecoconcrete.com Letter Of Transmittal 05/07/2018 3:07:36PM Report Description Report: 162471 Submittal #11796 for Project: Sterling at Southcenter Detailed Data for Submittal #11796 Backup Data for Mix:575371ST of Submittal #11796 for Project: Sterling at Southcenter Backup Data for Mix:575371ST of Submittal #11796 for Project: Sterling at Southcenter 1992 - 2018 Quadrel, Inc. Stone way Concrete here Quafity Coup uu6ttl vrrvur.a SEATTLE, WA 98108 OFFICE: (425) 226-1000 FAX: (425)228-4924 Page 1 Quadrel iService SM Air Placed Concrete Project: Sterling at Southcenter Dear Sir/Madam: In accordance with your request, we are submitting the following mix design(s) for the above project Mix Code Number Plant Use Stoneway Concrete Where Qacality, Counts 9216 8th AVENUE S SEATTLE, WA 98108 OFFICE: (425) 226-1000 FAX: (425) 228-4924 Date Issued: 5/7/2018 575371ST 11 Seattle Shotcrete 575371ST 14 Houser Shotcrete A structural concrete statistical analysis report, based on mix design performance in the field, is included for your review, along with mix design proportions. This report is in accordance with ACI 318-14 specifications. Stoneway concrete warrants (as its exclusive warranty) the compressive strength of test specimens tested for acceptance in accordance with ASTM will meet the design strength for each mix design. The historical mix design strength test data represents the results of compressive tests of concrete specimens, not the strength of concrete in place. Because Stoneway Concrete does not control the means and methods of placement, it does not accept responsibility for the workability, strength of in place concrete or for concrete test specimens not tested in accordance with ASTM. If requested, Stoneway Concrete is prepared to recommend modifications to this proposed mix design to take into consideration the contractor's means and methods, subject to appropriate price adjustments. Stoneway Concrete requests copies of concrete compressive strength test results within three (3) working days of performance of said tests and written notice of deficient concrete compressive strength test results within 24 hours in accordance with our standard terms and conditions and in accordance with ASTM C 94-13a, Section 14.4. Stoneway Concrete does not profess to be a licensed architect, civil engineer or structural engineer. Accordingly, any advice or specifications supplied by Stoneway Concrete shall be used at the sole risk of those requesting or receiving the same. Stoneway Concrete assumes no responsibility for the design or construction of any structure in which its products are used. Any review of plans, specifications building applications or production applications by Stoneway Concrete is not to be construed as approval thereof by Stoneway Concrete. Sincerely, STONEWAY CONCRETE Technical Services 1992 - 2018 Quadrel, Inc. Page 2 Quadrel iService SM Date Issued: 5/7/2018 Supplier: Customer: Project: Mix ID: Stoneway Concrete Air Placed Concrete Sterling at Southcenter 575371ST Mix Code must be used when ordering concrete. Plant: 11 Seattle Stoneway Concrete Where Quality, Counts Usage: Shotcrete 9216 8th AVENUE S SEA I I LE, WA 98108 OFFICE: (425) 226-1000 FAX: (425)228-4924 Material Source Description ASTM Spec. Gravity oz. cu.ft. Weight(Ib) # 8 Cal Portland Pit # B-335 AASHTO #8 (3/8) C33 2.69 0.00 5.25 882 Fine Aggregate Cal Portland Pit # B-335 Concrete Sand C33 2.66 0.00 11.07 1,839 Type I-II Ash Grove Cement C150 3.15 0.00 3.59 705 Air Entrainer W.R. Grace Daravair 1000 C260 1.10 3.95 0.00 Slag LAFARGE Lafarge GGBFS C989 2.87 0.00 0.47 85 Air 1.77 Specified F'c : Specified Slump: Specified Air: Designed Air: 6,000 1.00 To 4.00 3.50 To 6.50 6.5 PSI in. °/U TOTAL 27.20 Designed Unit Weight: Designed W/C + P Ratio: Designed Volume: 140.7 0.40 27.20 NOTES: Stoneway Concrete has no knowledge or authority regarding where this mix is to be placed, therefore it is the responsibility of the project architect/engineer, and or contractor to insure that the above designed mix parameters of compressive strength, water cement ratio, cement content, and air content, are appropriate for the anticipated environmental conditions (ie. ACI -318 sections 4.1-4.3, and the local Building Codes). Chemical admixtures are added in accordance with the manufacturer's recommendations. Stoneway Concrete reserves the right to adjust these dosages to meet the changes in jobsite demands. Designed mix cementitious content, is stated as a minimum, and Stoneway Concrete reserves the right to increase cementitious content. COMMENTS: * Recycled water to be used at a maximum of 50%. * Test specimens for this mix are cores from job site test panels. Required F'c is 85% of design strength. Technical Services t 992 - 2018 Quadrel, Inc. Page 3 3,826 lbs./cu.ft. cu.ft. Quadrel iService SM Date: 5/7/2018 Stone way Concrete Where Quality Counts Mix Name: 575371ST PSI Strength and Strength Fit vs Maturity 10000 9000 8000 7000 6000 5000 4000 3000 0 200 400 600 800 1000 Maturity Hours 10000 9000 8000 7000 6000 5000 4000 PSI # of Occ. 1200 10.00 8.00 6.00 4.00 2.00 9216 8th AVENUE S SEATTLE, WA 98108 OFFICE: (425)226-1000 ISA X,(425)228-4924 Histogram for 28 Day Strength Units : US %a/PSI 0.05 0.04 0.04 0.03 0.02 0.01 3000 0.00.-__....1llllLL 0:00 1200 1400 4000 4500 5000 5500 6000 6500 7000 7500 8000 8500 9000 PSI 95% of tests lie above cross -hatched area STRENGTH SUMMARY, Compression Prisms Strengths No. Of Avg Avg Avg 3 Avg 7 Avg 28 Avg 56 Avg Acc Accept Tests Slump Air Day Day Day Day Age Age 30 2.77 .00 3780 4890 6530 8030 6530 28 Std AC1318 Dev Req'd 710 7060 Mix Test Number Number Date DETAILED STRENGTH, Compression Prisms Plant Slump Spread Air Strengths 3 Day 7 Day 28 Day 56 Day A 575371ST 390204 12/6/2016 11 Seat 2.75 575371ST 390205 12/6/2016 11 Seat 3.00 575371ST 790233 1/12/2017 11 Seat 2.75 575371ST 728576 1/21/2017 11 Seat 3.00 575371ST 730810 1/31/2017 11 Seat 3.00 575371ST 731018 2/1/2017 11 Seat 3.00 575371ST 732051 2/7/2017 11 Seat 4.00 575371ST 732092 2/7/2017 11 Seat 3.75 575371ST 734894 2/21/2017 11 Seat 3.00 575371ST m7161158-1 3/16/2017 11 Seat 2.75 575371ST m7161158 3/24/2017 11 Seat 2.50 575371ST m7161158-2 3/27/2017 11 Seat 2.75 575371ST 792340 4/12/2017 11 Seat 2.75 575371ST 792486 4/21/2017 11 Seat 2.50 575371ST 792527 4/26/2017 11 Seat 2.50 575371ST m7151271 5/2/2017 11 Seat 2.75 1992 - 2018 Quadrel. Inc. 5570 6820 5260 7350 3740 6030 5630 6540 4500 6030 4760 5930 4560 6540 6180 8680 4620 6380 5260 6850 7940 5460 7750 9220 5410 8240 8250 5180 6210 4250 5880 5860 6930 4610 6050 6700 Page 4 Quadrel iService SM Mix Number Test Number Date DETAILED STRENGTH, Compression Plant Prisms Slump Spread Air Strengths 3 Day 7 Day 28 Day 56 D 575371ST 575371ST 575371ST 575371ST 575371ST 575371ST 575371ST 575371ST 575371ST 575371ST 575371ST 575371ST 575371ST 575371ST m7161635-1 m7161635-2 m7161635 17228cbr11 09617228cb m717119711 m717119711 m717119711 m717119711 822756 833043 836692 836981 837899 5/17/2017 5/18/2017 7/5/2017 11/6/2017 11/9/2017 12/15/2017 1/2/2018 1/10/2018 1/11/2018 1/19/2018 2/22/2018 3/2/2018 3/5/2018 3/7/2018 11 Seat 2.50 11 Seat 2.50 11 Seat 2.50 11 Seat 11 Seat 1.75 11 Seat 2.50 11 Seat 3.00 11 Seat 2.50 11 Seat 2.75 11 Seat 2.50 11 Seat 2.50 11 Seat 2.75 11 Seat 2.75 11 Seat 3.00 1992 - 2018 Quadrel, Inc. Page 5 3780 6250 3840 5610 4770 6190 4670 5930 4770 5700 4620 6110 5120 6170 5650 6990 5420 6310 5340 7300 4550 6430 3950 5810 4240 5880 3920 7150 Quadrel iService SM Date Issued: 5/7/2018 Supplier: Customer: Project: Mix ID: Stoneway Concrete Air Placed Concrete Sterling at Southcenter 575371ST Mix Code must be used when ordering concrete. Plant: 14 Houser Stoneway Concrete Where Quality Courts Usage: Shotcrete 9216 8th AVENUE S SEATTLE, WA 98108 OFFICE: (425)226-1000 FAX: (425)228-4924 Material Source Description Spec. ASTM Gravity oz. cu.ft. Weight(Ib) # 8 Quality Aggregates AASHTO #8 (3/8) C33 2.69 0.00 5.20 874 Fine Aggregate Quality Aggregates Class 2/Concrete San C33 2.63 0.00 11.00 1,806 Type I-II Ash Grove Type I-11 C150 3.15 0.00 3.59 705 Air Entrainer W.R. Grace Daravair 1000 C260 1.10 3.95 0.00 Slag LAFARGE Lafarge GGBFS C989 2.87 0.00 0.47 85 City City Water C1602 1.00 0.00 5.05 315 Air 1.76 Specified F'c : Specified Slump: Specified Air: Designed Air: 6,000 PSI 1.00 To 4.00 in. 3.50 To 6.50 % 6.5 % TOTAL 27.06 Designed Unit Weight: 139.8 Designed W/C + P Ratio: 0.40 Designed Volume: 27.06 3,784 lbs./cu.ft. cu.ft. NOTES: Stoneway Concrete has no knowledge or authority regarding where this mix is to be placed, therefore it is the responsibility of the project architect/engineer, and or contractor to insure that the above designed mix parameters of compressive strength, water cement ratio, cement content, and air content, are appropriate for the anticipated environmental conditions (ie. ACI -318 sections 4.1-4.3, and the local Building Codes). Chemical admixtures are added in accordance with the manufacturer's recommendations. Stoneway Concrete reserves the right to adjust these dosages to meet the changes in jobsite demands. Designed mix cementitious content, is stated as a minimum, and Stoneway Concrete reserves the right to increase cementitious content. COMMENTS: * Recycled water to be used at a maximum of 50%. " Test specimens for this mix are cores from job site test panels. Required F'c is 85% of design strength. Technical Services 1992 - 2018 Quadrel. Inc. Page 6 Quadrel iService SM Date: 5/7/2018 Stone way Concrete W here Quality Count Mix Name: 575371ST PSI 9000 8000 7000 6000 5000 4000 3000 Strength and Strength Fit vs Maturity • • • • 0 200 400 600 800 PSI # of Occ. 9000 12.00 8000 10.00 7000 8.00 6000 6.00 5000 4.00 4000 2.00 9216 8th AVENUE S SEATTLE, WA 98108 OFFICE: (425)226-1000 P.A\:(425)228-4924 Histogram for 28 Day Strength Units : US %/PSI 0.06 0,05 0.04 0:03 0.02 0.01 3000 0.00 __ --°7111111 0.00 1000 1200 1400 1600 4500 5000 5500 6000 6500 7000 7500 8000 8500 9000 Maturity Hours PSI 95% of tests lie above cross -hatched area STRENGTH SUMMARY, Compression Prisms Strengths No. Of Avg Avg Avg 3 Avg 7 Avg 28 Avg 56 Avg Acc Accept Tests Slump Air Day Day Day Day Age Age 30 2.33 .00 4970 6730 7250 6730 28 Std ACI318 Dev Req'd 650 6920 Mix Test Number Number Date DETAILED STRENGTH, Compression Prisms Plant Slump Spread Air Strengths 3 Day 7 Day 28 Day 56 Day A 575371ST 575371ST 575371ST 575371ST 575371ST 575371ST 575371ST 575371ST 575371ST 575371ST 575371ST 575371ST 575371ST 575371ST 575371ST 575371ST 383726 680906 56120 388632 388977 388994 56610 707954 389205 389204 389345 389449 389466 712946 713466 715333 1992 - 2018 Quadrel. inc. 6/14/2016 6/22/2016 8/24/2016 9/21/2016 10/6/2016 10/7/2016 10/12/2016 10/14/2016 10/18/2016 10/18/2016 10/25/2016 10/28/2016 10/31/2016 11/4/2016 11/8/2016 11/16/2016 14 Hous 2.00 14 Hous 2.25 14 Hous 2.50 14 Hous 2.25 14 Hous 2.00 14 Hous 2.00 14 Hous 2.50 14 Hous 2.00 14 Hous 2.00 14 Hous 2.00 14 Hous 2.00 14 Hous 2.00 14 Hous 2.00 14 Hous 2.00 14 Hous 2.00 14 Hous 2.00 5370 6900 7470 4890 6220 7650 6960 5120 6780 7560 5110 6550 5380 6700 4460 5530 5410 6980 4970 6540 5140 7020 5630 7090 5110 6390 5790 7210 4130 6590 6360 7180 5320 7080 Page 7 Quadrel iService SM ' Mix Test Number Number Date DETAILED STRENGTH, Compression PrLsms Plant Slump Spread Air Strengths 3 Day 7 Day 28 Day 56 D 575371ST 390154 12/5/2016 14 Hous 2.00 5580 6880 575371ST 722372 12/17/2016 14 Hous 2.00 4490 6640 575371ST 722802 12/20/2016 14 Hous 6.00 5380 7170 575371ST 390774 12/29/2016 14 Hous 2.50 4300 6710 575371ST 728328 1/20/2017 14 Hous 2.00 4100 5790 575371ST 734490 2/17/2017 14 Hous 2.00 5290 7520 575371ST 734261 2/17/2017 14 Hous 2.00 4330 5700 575371ST 743009 3/23/2017 14 Hous 2.50 5320 7930 575371ST 742711 3/23/2017 14 Hous 2.50 3980 5560 575371ST 745613 4/3/2017 14 Hous 2.50 4700 6890 575371ST 792445 4/20/2017 14 Hous 2.75 4180 6080 6330 575371ST 755862 5/15/2017 14 Hous 2.50 5010 8480 575371ST m7161374 5/31/2017 14 Hous 2.50 6350 575371ST 836517 3/2/2018 14 Hous 2.50 4360 6440 1992 - 2018 Quadrel, Inc. Page 8 Quadrel iService SM National Ready Mixed Concrete Association NRMCA Certificate of Conformance For Concrete Production Facilities THIS IS TO CERTIFY THAT Seattle Plant, Seattle, WA Stoneway Concrete has been inspected by the undersigned licensed professional engineer for conformance with the requirements of the Check List for Ready Mixed Concrete Production Facilities. As of the inspection date, the facilities met the requirements for production by Central Mixing with Automatic Batching and Recordings of Cemen aterials, Aggregate, Water, and Chemical Admixtures -CaLi Signature of Licensed Professional Engineer October 06, 2016 October 17, 2018 Inspection Date Certification Expiration Date will maintain these facilities in compliance with the Check List requirements and will tly any deficiencies which develop. 5 Signature of Company Official Title of Company Official NOTICE: The Check List indicates only that plant facilities are satisfactory for the production of concrete when properly operated. Conformance of the concrete hsetf with specification requirements must be verified by usual inspection methods in accordance with sales agreements. This certificate is issued by the National Ready Mixed Concrete Association on verification that the production facility conforms to the requirements of the NRMCA Certification of Ready Mixed Concrete Production Facilities, QC3. Unauthorized reproduction or misuse of this certificate may result in legal action. Plant ID #: 801273 Certification ID #: 20519 © 1965, 1992, 2001, 2002, 2006, 2007, 2012 National Ready Mixed Concrete Association 900 Spring Street • Silver Spring • Maryland 20910 National Ready Mixed Concrete Association NRMCA Certificate of Conformance For Concrete Production Facilities THIS IS TO CERTIF'Y THAT Houser Plant, Renton, WA Stoneway Concrete has been inspected by the undersigned licensed professional engineer for conformance with the requirements of the Check List for Ready Mixed Concrete Production Facilities. As of the inspection date, the facilities met the requirements for production by Central Mixing with Automatic Batching and Recordings of Cementitious Materials, Aggregate, Water, and Chemical Admixtures wwf Signature of Licensed Professional Engineer October 05, 2016 October 17, 2018 Inspection Date Certification Expiration Date .1 his company will maintain these facilities in compliance with the Check List requirements and will correct - om, tly any deficiencies which develop. Ir 4e -s ! d' C K Signature of Company Official Title of Company Official NOTICE: The Check List indicates only that plant fadlities are satisfactory for the production of concrete when property operated. Conformance of the concrete itself with specification requirements must be verified by usual inspection methods in accordance with sales agreements. This certificate is issued by the National Ready Mixed Concrete Association on verification that the production facility conforms to the requirements of the NRMCA Certification of Ready Mixed Concrete Production Facilities, QC3. Unauthorized reproduction or misuse of this certificate may result in legal action. Plant ID #: 802812 © 1965, 1992, 2001, 2002, 2006, 2007, 2012 Certification ID #: 20518 National Ready Mixed Concrete Association 900 Spring Street • Silver Spring • Maryland 20910 J ASH GROVE CEMENT COMPANY "WESTERN REGION" 11811 N.E. First Street, Suite A310 Bellevue, WA 98005 Sales Office: (425) 688-0110 Toll Free: 1-800-665-4382 Fax: (425) 688-0122 January 5, 2018 Greg McKinnon Stoneway Concrete 9216 8th Ave. S. Seattle, WA 98108 Dear Greg: This letter is issued to certify that the cement we supply for your use is in conformance with the requirements of ASTM C-150 for Type I, II and III cement. We further certify that our cement meets the requirements of the Washington DOT specification, FAA, Corp. of Engineers, and AASHTO M-85 for Type I and Type II low alkali as well. Attached you will find our Mill Analysis dated Nov 30, 2017, Certification No. 2017-19 for Type I-II cement which is typical of the cement we manufacture at our plant in Seattle, Washington. We further certify that this cement meets all the requirements of the "Buy American Act." If you should have any questions regarding the use of our product, please feel free to contact the undersigned. Sincerely yours, Dave Burg Technical Services Manager Attachment LAFARGE NORTH AMERICA Cement Dear Sirs, January 3, 2018 RE: Lafarge Cements Certificate of Compliance (2018) This is to certify that the Lafarge portland cements produced at Richmond BC and Exshaw Alberta comply with ASTM C-150 and AASHTO M-85 for Types I, II, III, V and ASTM C-595 and AASHTO M-240 for Type IL(15). MaxCem produced in Seattle, WA complies with ASTM C-595 and AASHTO M-240 Type IT(L15)(S30). The portlandcements produced at the Lafarge Richmond and Exshaw plants contain 5% pre -consumer bi-products. The NewCem (ground granulated blast furnace slag) meets ASTM C-989 and AASTHO M-302 specifications. Furthermore, Centralia and Sundance fly ash and Kamloops Pumice meet the specifications of ASTM C-618 and AASHTO M-295. NewCem Slag, Sundance and Centralia fly ash are 100% pre -consumer bi-products. The total chloride content of Lafarge products are <0.03% by mass. Should you have any questions, please feel free to call me. Sincerely, Rob Shogren, PE, Ph.D. Technical Service Engineer Lafarge North America (206)-923-9953 WESTERN REGION 5400 West Marginal Way SW, Seattle, Washington 98106-1517 Office: 206.923.0098 or 800.477.0100 Fax: 206.923.0388 9/26/2017 Aggregate Source Approval Report Washington State -fir Department of Transportation WSDOT MATERIALS LAB 09/26/2017 Aggregate Source Approval Report Owner: Glacier Northwest Aggregate Source: PS -B-335 Lessee: Known as: DuPont Pit Located in: A part of Section 22 and 23 Section 23 T19N R1E County: Pierce Remarks: Mineral Agg. and Surfacing: Test Date: 02/19/2015 Absorption: 0.88 Apparent Sp. G.: 2.754 Deg: 75 LA: 13 Remarks: Expiration Date: 02/19/2020 Bulk Sp. G. (SSD): 2.712 Bulk Sp. G.: 2.689 Currently approved as a source of aggregate for: ATB Ballast BST Crushed Cover Stone BST Crushed Screenings Crushed Surfacing Base Course Crushed Surfacing Key Stone Gravel Backfill for Foundation Class A for Crushed Surfacing Top Course HMA Other Courses Foundat HMA Wearing Course Maintenance Rock Permeable Ballast Acceptance tests need to be performed as necessary. Portland Cement Concrete Aggregates: Test Date: 02/08/2016 Expiration Date: 02/08/2021 ASR - 14 Day : 0.56 ASR - One Year: 0.03 CCA Absorption: 1.09 CCA Sp.G: 2.695 Deg: 77 FCA Absorption: 1.56 FCA Organics: 1 FCA Sp. G: 2.656 LA: 10 Mortar Strength: Petrographic Analysis: Remarks: 1 -Year ASR Results Expire 02/01/2022 Currently approved for: Coarse Concrete Aggregates Fine Concrete Aggregates Acceptance tests need to be performed as necessary NOT APPROVED AS A SOURCE OF AGGREGATE FOR: Riprap, Quarry Spalls, Rock for Rock Wall, Erosion and Scour Protection: Test Date: Absorption: Apparent Sp. G.: Deg: LA: Remarks: Bulk Sp. G. (SSD): Expiration Date: Bulk Sp. G.: NOT Approved for: Quarry Spalls Riprap Rock for Erosion and Scour Protection http://www.wsdot.wa.gov/biz/mats/ASA/ASAReport. cfm?prefix=B&pit_no=335 1/2 9/26/2017 Aggregate Source Approval Report ' Rock for Rock Walls Stone 9-27.3(6) Streambed Aggregates: Absorption: 0.88 Deg: 75 Remarks: Currently Approved for: Streambed Aggregate Test Date: 02/19/2015 Apparent Sp. G.: 2.754 LA: 13 Expiration Date: 02/19/2020 Bulk Sp. G. (SSD): 2.715 Bulk Sp. G.: 2.689 Gravel Borrow for Structural Earth Walls: Test Date: Expiration Date: Bulk Sp. G. (SSD): Deg: LA: Remarks: NOT Approved for: Gravel Borrow for Str Earth Walls ALL OTHER PIT RUN MATERIALS: Project Engineer may request preliminary samples but Aggregate Source Approval is not required. AGGREGATE MATERIALS NOT REQUIRING ASA APPROVAL : Aggregate for Gravel Base 9-03.10 Gravel Backfill for Foundation Class B 9-03.12(1)B Gravel Backfill for Walls 9-03.12(2) Gravel Backfill for Pipe Zone Bedding 9-03.12(3) Gravel Backfill for Drains 9-03.12(4) Gravel Backfill for Drywells 9-03.12(5) Backfill for Sand Drains 9-03.13 Sand Drainage Blanket 9-03.13(1) Gravel Borrow 9-03.14(1) Select Borrow 9-03.14(2) Common Borrow 9-03.14(3) Native Material for Trench Backfill 9-03.15 Foundation Material Class A and B 9-03.17 Foundation Material Class C 9-03.18 Bank Run Gravel for Trench Backfill 9-03.19 http://www.wsdot.wa.gov/biz/mats/ASA/ASAReport.cfm?prefix=B&pit_no=335 2/2 4/23/2018 Washington State ar Department of Transportation Aggregate Source Approval Report WSDOT MATERIALS LAB 04/23/2018 Aggregate Source Approval Report Owner: Quality Aggregates LLC Lessee: Located in: NW 1/4 SE 1/4 Section 33 T23N R6E Aggregate Source: PS -A-458 Known as: Lake Francis Pit County: King Remarks: Mineral Agg. and Surfacing: Absorption: 0.97 Deg: 76 Remarks: Test Date: 08/11/2016 Apparent Sp. G.: 2.758 LA: 17 Currently approved as a source of aggregate for: ATB BST Crushed Screenings Crushed Surfacing Top Course HMA Wearing Course Expiration Date: 08/11/2021 Bulk Sp. G. (SSD): 2.712 Ballast Crushed Surfacing Base Course Gravel Backfill for Foundation Class A Maintenance Rock Acceptance tests need to be performed as necessary. BST Crushed Cover Stone Crushed Surfacing Key Stone HMA Other Courses Permeable Ballast Bulk Sp. G.: 2.686 Portland Cement Concrete Aggregates: Test Date: 08/25/2016 Expiration Date: 08/25/202.1 ASR - 14 Day : 0.46 ASR - One Year: 0.03 CCA Absorption: 0.69 kCCA Sp.G: 2.734 Deg: 77 LA: 14 FCA Absorption: 1.65 Remarks: 1 -Year ASR results expire 04/19/2023 Currently approved for: Coarse Concrete Aggregates Fine Concrete Aggregates Acceptance tests need to be performed as necessary FCA Organics: 2 FCA Sp. G: 2.669 Riprap, Quarry Spalls, Rock for Rock Wall, Erosion and Scour Protection: Test Date: Absorption: Deg: Remarks: NOT Approved for: Quarry Spalls Rock for Rock Walls Apparent Sp. G.: LA: Riprap Stone 9-27.3(6) Bulk Sp. G. (SSD): Expiration Date: Bulk Sp. G.: Rock for Erosion and Scour Protection http://www.wsdot.wa. gov/biz/mats/ASA/ASAReport. cfm?prefix=A&pit_no=458 1/2 4/23/2018 Aggregate Source Approval Report Streambed Aggregates: Test Date: 08/25/2016 Absorption: 0.69 Apparent Sp. G.: 2.767 Deg: 77 LA: 14 Remarks: Currently Approved for: Streambed Aggregate Expiration Date: 08/25/2021 Bulk Sp. G. (SSD): 2.734 Bulk Sp. G.: 2.715 Gravel Borrow for Structural Earth Walls: Bulk Sp. G. (SSD): 2.734 Test Date: 08/25/2016 Expiration Date: 08/25/2021 Deg: 77 LA: 14 Remarks: Contact RME to determine if Resistivity, pH, Chlorides, and Sulfates testing is required Currently Approved for: Gravel Borrow for Str Earth Walls Gravel Borrow for Str Earth Walls ALL OTHER PIT RUN MATERIALS: Project Engineer may request preliminary samples but Aggregate Source Approval is not required. AGGREGATE MATERIALS NOT REQUIRING ASA APPROVAL : Aggregate for Gravel Base 9-03.10 Gravel Backfill for Foundation Class B 9-03.12(1)B Gravel Backfill for Walls 9-03.12(2) Gravel Backfill for Pipe Zone Bedding 9-03.12(3) Gravel Backfill for Drains 9-03.12(4) Gravel Backfill for Drywells 9-03.12(5) Backfill for Sand Drains 9-03.13 Sand Drainage Blanket 9-03.13(1) Gravel Borrow 9-03.14(1) Select Borrow 9-03.14(2) Common Borrow 9-03.14(3) Native Material for Trench Backfill 9-03.15 Foundation Material Class A and B 9-03.17 Foundation Material Class C 9-03.18 Bank Run Gravel for Trench Backfill 9-03.19 http://www.wsdot.wa.gov/biz/mats/ASA/ASAReport.cfm?prefix=A&pit_no=458 2/2 PRODUCT INF OR M ATION Daravair® 1000 Description Daravair® 1000 is a liquid air -entraining admixture that provides freeze -thaw resistance, yield control, and finishability performance across the full range of concrete mix designs. Daravair 1000 is a clean, light -orange product designed to generate specification -quality air systems. Based on a high-grade saponified rosin formulation, Daravair 1000 is chemically similar to vinsol- based products, but with increased purity and supply dependability. Uses Daravair 1000 air -entraining admixture may be used wherever the purposeful entrainment of air is required by concrete specifica- tions. Formulated to perform across the entire spectrum of production mixes, Daravair 1000 generates quality, freeze -thaw resistant air systems in concrete conditions that include the following: • Low Slump • Paving • Central Mix • Extruded Slip Form • Mixes Containing Hot Water and Accelerators • Precast Air -Entraining Admixture ASTM C 260, AASHTO M 154 • High Cement Factor • Fly Ash and Slag • Superplasticizers • Manufactured Sands Air -Entraining Action Air is incorporated into the con- crete by the mechanics of mixing and stabilized into millions of dis- crete semi -microscopic bubbles in the presence of a specifically designed air -entraining admixture such as Daravair 1000. These air bubbles act much like .flexible ball bearings increasing the mobility, or plasticity and workability of the concrete. This can permit a reduction in mixing water with no loss of slump. Placeability is improved. Bleeding, plastic shrinkage and segregation are minimized. Through the purposeful entrain- ment of air, Daravair 1000 markedly increases the durability of concrete to severe exposures particularly to freezing and thaw- ing. It has also demonstrated a remarkable ability to impart resis- tance to the action of frost and deicing salts as well as sulfate, sea and alkaline waters. GRAGE Construction Products Compatibility with Other Admixtures Daravair 1000 air -entraining admixture is fully effective and compatible in concrete with other admixtures. EACH ADMIX- TURE, HOWEVER, SHOULD BE ADDED TO THE CON- CRETE SEPARATELY. Addition Rate There is no standard addition rate for Daravair 1000 air -entraining admixture. The amount to be used will depend upon the amount of air required for job conditions, usually in the range of 4 to 8%. Typical factors which might influence the amount of air - entraining admixture required are, temperature, cement, sand gradation, and the use of extra fine materials such as fly ash and microsilica. Typical Daravair 1000 addition rates range from 50 to 200 mL/100 kg (3/4 to 3 fl oz/100 lbs) of cement. The air -entraining capacity of Daravair 1000 is usually increased when other concrete admixtures are contained in the concrete, particularly water - reducing admixtures and water - reducing retarders. This may allow up to a two-thirds reduc- tion in the amount of Daravair 1000 required. Mix Adjustment Entrained air will increase the volume of the concrete making it necessary to adjust the mix pro- portions to maintain the cement factor and yield. This may be accomplished by a reduction in water requirement and aggregate content. Dispensing Equipment A complete line of accurate auto- matic dispensing equipment is available. These dispensers can be located to discharge into the water line, the mixer, or on the sand. Packaging Daravair 1000 air -entraining admixture is available in bulk, delivered by metered tank trucks and in 210 L (55 gal) drums. Daravair 1000 contains no flam- 14415 Visit our web site at: www.gcp-grace.com mable ingredients. Daravair 1000 will freeze at about -1°C (30°F) but its air -entraining properties are completely restored by thawing and thorough mechanical agitation. Architects' Specifications Concrete shall be air entrained concrete, containing 4 to 8% entrained air. The air contents in the concrete shall be determined by the pressure method (ASTM Designation C 231) or volumetric method (ASTM Designation C 173). The air -entraining admix- ture shall be a completely neutral- ized rosin solution, such as Daravair 1000, as manufactured by Grace Construction Products, or equal, and comply with standard specification for air - entraining admixtures (ASTM Designation C 260). The air - entraining admixture shall be added at the concrete mixer or batching plant at approximately 50 to 200 mL/100 kg (3/4 to 3 fl oz/100 lbs) of cement, or in such quantities as to give the spec- ified air contents. tit printed on recycled paper W.R. Grace & Co. -Conn. 62 Whittemore Avenue Cambridge, MA 02140 Daravair is a registered trademark of W.R. Grace & Co. -Conn. We hope the information here will be helpful. Ir is based on data and knowledge considered ro be true and accurate and is offered for the users' consideration, investigation and verification, but we do not warrant the results to be obtained. Please read all statements, recommendations or suggestions in conjunction with our conditions of sale, which apply ro all goods supplied by us. No statement, recommendation or suggestion is intended for any use which would infringe any patent or copyright. W. R. Grace & Co. -Conn.. 62 Whittemore Avenue, Cambridge, MA 02140. In Canada, W. R. Grace & Co. Canada, Ltd. 294 Clements Road, West, Ajax, Ontario, Canada LIS 3C6. This product may be covered by patents or patents pending. Copyright 1999. W.11. Grace & Cu. -Conn. AIR -7C Printed in U.S.A. 4/99 F.4/GPS/SM L DARASET® 400 Set -accelerating admixture ASTM C494 Type C Product Description Darasee 400 is a non -corrosive, non -chloride admixture for concrete. It accelerates cement hydration resulting in shortened setting times and increased early compressive and flexural strengths. Daraset 400 does not contain calcium chloride and is non -corrosive to reinforcing steel, to metal decks and to metal components of admixture storage and dispensing systems. It is formulated to comply with ASTM C494 Type C, and can be used at any dosage to comply with ACI 318 guidelines for chloride content of concrete. Daraset 400 weighs approximately 11.5 lbs/gal (1.38 kg/L). Uses Daraset 400 may be used wherever it is desir- able to reduce the setting time of concrete and/or to increase its early compressive and flexural strengths. For mixes designed with pozzolans, such as fly ash or slag, Daraset 400 can help offset the retarding effects of these materials, especially in cooler temperatures. In cold weather, Daraset 400 may be used to Product Advantages • Accelerates setting time • Increases early compressive and flexural strengths • Offsets the retarding effects of pozzolans such as slag or fly ash • Non -corrosive • Complies with ASTM C494 Type C reduce the time that it takes the concrete to set, prior to finishing. Typical results show that when concrete containing Daraset 400 is poured at 50°F (10°C), the concrete will set up to 2 hours faster than the reference concrete. When used in the manufacture of precast concrete, Daraset 400 speeds the concrete's strength development allowing for earlier form removals and more efficient production. Daraset 400 can also be used in masonry mortar to obtain higher early strengths and accelerated setting time effects. Special Feature Daraset 400 non -corrosive, non -chloride set accelerator provides setting time results and early strength development similar to that provided by calcium chloride, but without the potential corrosive effects. Daraset 4N can, therefore, at recommended dosage rates, safely be used where the potential corrosion of embedded or stressed steel must be avoided. It can also be used in concrete that is to be placed on steel clad or zinc coated steel decks where corrosion must be similarly avoided. Performance In concrete mixtures, Daraset 400 accelerates the chemical reaction between Portland cement and water. It speeds up the formation of gel—the binder that bonds concrete aggre- gates together. Accelerated gel formation in turn shortens the setting time of concrete, compensates for the set -slowing effects of cooler weather, and contributes to the devel- opment of higher early strengths. Addition Rates The amount of Daraset 400 used will depend on specific job conditions, on local materials and on the degree of set acceleration and early strength development required. Typical addition levels range from 10 to 60 fl oz/100 lbs (650 to 3910 mL/100 kg) of cement. Higher dosage rates may be used for select applica- tions after consulting with your local Grace sales representative. Compatibility with Other Admixtures and Batch Sequencing Daraset 400 is compatible with most Grace admixtures as long as they are added sepa- rately to the concrete mix, usually through the water holding tank discharge line. In general, it is recommended that Daraset 400 be added to the concrete mix near the end of the batch sequence for optimum performance. Different sequencing may be used if local testing shows better performance. Please see Grace Techni- cal Bulletin TB -0110, Admixture Dispenser Discharge Line Location and Sequencing for Concrete Batching Operations for further recommendations. Daraset 400 should not come into contact with any other admixture before or during the batching process, even if diluted in mix water. Pretesting of the concrete mix should be performed before use, and as conditions and materials change in order to assure compati- bility, and to optimize dosage rates, addition times in the batch sequencing and concrete performance. For concrete that requires air www.graceconstruction.com entrainment, the use of an ASTM C260 air - entraining agent (such as Daravaie or Darex® product lines) is recommended to provide suitable air void parameters for freeze -thaw resistance. Please consult your Grace repre- sentative for guidance. Packaging & Handling Daraset 400 is currently available in bulk quantities by Grace metered systems, or in 55 gal (210 L) drums. Daraset 400 freezes at approximately -10°F (-23°C), but its set acceleration, strength gain and non -corrosive properties are completely restored by thawing and thorough agitation. Dispensing Equipment A complete line of accurate dispensers is available. While Daraset 400 may be added to the mix on the sand or in the water, for great- est effectiveness, we recommend Daraset 400 be added at the end of the batch cycle. Similar to all concrete admixtures, Daraset 400 should not come into contact with other admixtures prior to entering the concrete. Specifications The set -accelerating admixture shall be Daraset 400, non -corrosive, non -chloride set accelerator, as manufactured by Grace Construction Products. The admixture shall be used in strict accordance with the manu- facturers' recommendations. The admixture shall comply with ASTM Designation: C494 Type C and will not contain purposely added chlorides or contribute to steel corrosion. Certification of compliance will be made available upon request. Concrete shall be proportioned in accordance with Recommended Practice for Selecting Proportions for Normal Weight Concrete, ACI 211.1 or Recommended Practice for Selecting Proportions for Structural Light- weight Concrete, ACI 211.2, or in accordance with ACI 318. Note to Specifier: Daraset 400 is not for use in freeze protection. North American Customer Service: 1-877-4AD-MIX1 (1-877-423-6491) Daraset, Daravair and Darex are registered trademarks of W. R. Grace & Co.—Conn. We hope the information here will be helpful. It is based on data and knowledge considered to be true and accurate and is offered for the users' consideration, investigation and verification, but we do not warrant the results to be obtained. Please read all statements, recommendations or suggestions in conjunction with our conditions of sale, which apply to all goods supplied by us. No statement, recommendation or suggestion is intended for any use which would infringe any patent or copyright. W. R. Grace & Co.—Conn., 62 Whittemore Avenue, Cambridge, MA 02140. In Canada, Grace Canada, Inc., 294 Clements Road, West, Ajax, Ontario, Canada L1S 3C6. This product may be covered by patents or patents pending. Copyright 2010. W. R. Grace & Co.—Conn. DS -31D Printed in U.S.A. 08/10 FA/PDF PR ODUCT INF OR M ATION Recover" Description Recover® is a ready -to -use aque- ous solution of chemical com- pounds specifically designed to stabilize the hydration of portland cement concretes. The ingredients are factory pre -mixed in exact proportions under strict quality control to provide uniform results. One Liter weighs approxi- mately 1.15 kg (one gal weighs approximately 9.6 lbs). Recover is approved by ASTM C 494 as a Type D retarder, and favorably evaluated by ICBG (International Conference of Building Officials, Report # 4886) as a hydration stabilizer. Uses Recover is used to stabilize mixer wash water and returned or left- over concrete for extended peri- ods, allowing for reuse of the materials when required. It is also used where controlled set of con- crete is needed. Hydration Stabilizer ASTM C 494, Type D Wash Water For wash water applications, Recover is used to eliminate the need to discharge wash water from the mixer. This allows the wash water to be used as mix water in the next batch of con- crete produced, and prevents the residual plastic concrete from hardening. Stabilization of up to 96 hours is possible depending on dosage rate. Returned Concrete For returned or leftover concrete, Recover is used to prevent plastic concrete from reaching initial set. This allows the concrete to be stored in a plastic state and then reused when required. Reuse may require the addition of freshly batched' concrete and/or an accel- erator such as Daraccel® or PolarSet®. Stabilization of con- crete for up to 96 hours is possi- ble depending on dosage rate. Use prevents the waste of unused concrete. Construction Products Set Time Control Recover is also used in situations where a controlled set time exten- sion is required. Examples include: extended hauls, large continuous pours or pre -batching of concrete for later use. How Recover Works Recover stabilizes the hydration process of portland cement pre- venting it from reaching initial set. This stabilization is not per- manent and is controlled by dosage rate. For wash water, the Recover treated water is mixed or sprayed in a specific manner to thoroughly coat the interior of the mixer. The water is used as mix water in the next batch of con- crete produced, which then scours the unhardened material from the interior of the mixer. Stabilization of returned or leftover concrete with Recover maintains the plas- ticity of the concrete for the desired storage duration. This sta- bilized concrete then resumes nor- mal hydration when the Recover dosage effects subside, or when it is activated by the addition of fresh concrete and/or an accelera- tor. The result is concrete with normal plastic and hardened properties. Compatibility Recover is compatible in wash water and concrete with all ASTM C 494 approved admix- tures and ASTM C 260 approved air entraining admixtures. It is necessary to make a preliminary evaluation of the desired proper- ties and to make product adjust- ments accordingly. Addition Rates Addition rates of Recover for wash water range from 180 to 3800 mL (6 to 128 fl oz) per treatment. The amount used will depend on the specific materials involved, mixer type, and stabi- lization period. Addition rates for returned or leftover concrete will range from 195 to 8350 mL/ 100 kg (3 to 128 fl oz/100 lbs) of cement. The amount used will depend on the specific materials involved, concrete age, tempera- ture conditions, and stabilization period. For set time extension, applications, dosages range from 130 to 3260 mL/100 kg (2 to 50 oz/100 lbs) of cement. Proper dosage rate selection can only be achieved through pretest- ing. Consult your local Grace admixture representative. Dispensing Equipment A complete line of Grace dispens- ing equipment is available for Recover. This includes the Reach 360TM System which uses an inno- vative spray wand technology to simplify wash water procedures. Packaging Recover is available in bulk, deliv- ered by metered tank trucks and 208 L (55 gal) drums. It contains no flammable ingredients. Recover will freeze, but will return to full effectiveness after thawing and thorough mechanical agitation. U.S. Patent Nos. 4964917; 5203919; 5427617 and corresponding patents outside of the United States. /1/ib Visit our web site at: www.gcp-grace.com I t; printed on recycled paper W.R. Grace & Co. -Conn. 62 Whittemore Avenue Cambridge, MA 02140 Recover, Daraccel and PolarSet are registered trademarks and Reach 360 is a trademark of W.R. Grace & Co. -Conn. We hope the information here will be helpful. It is based on data and knowledge considered to be true and accurate and is offered for the users' consideration, investigation and verification, but we do not warrant rhe results to be obtained. Please read all statements, recommendations or suggestions in conjunction with our conditions of sale, which apply to all goods supplied by us. No statement, recommendation or suggestion is intended for any use which would infringe any patent or copyright. W. R. Grace & Co. -Conn.. 62 Whittemore Avenue, Cambridge, MA 02140. In Canada, W. R. Grace & Co. Canada. Ltd. 294 Clements Road, West, Ajax, Ontario, Canada LIS 3C6. This product may be covered by patents or patents pending. Copyright 1999. W.R. Grace & Co. -Conn. Recover -SD Printed in U.S.A. 5/99 FA/GPS/3M Construction Products CMU WALL & REINF PER PLAN #5 DOWEL W/ STD HOOK TO MATCH VERT REINF (2) #4 AT BOT COURSE T/SLAB PER PLAN z J d cc W g�L1.0kAG MAT SLAB & REINF PER PLAN I I'-1 I-1 1 I NOTE: DOWELS MAY BE POST INSTALLED WITH APPROVED ADHESIVE AT CONTRACTOR'S OPTION. EMBED DOWEL 8" INTO MAT SLAB. CMU WALL AT MAT SLAB SCALE: 3/4" = 1'-0" ©Copyright 06.2018 D'Amato Conversono Inc. All Rights Reserved nnn barmen C.nnaneaana °Wrenn 4wnex,:an mr.an lwn. any rannaminalty 0e, ran, ,ietn1i.:.< 111111111111111 E` G1flEEFlS® 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455-4448 www.dci-engineers.com CIVIL / STRUCTURAL PROJECT NAME: STERLING SOUTHCENTER Cori. 0 330 PROJECT NO: 17041-0175 DATE: 7.30.2018 DESCRIPTION: Q DETAIL 11/S3.01 - CMU WALL AT MAT SLAB - REVISED *5-463 17041-0124—S45.dwg 18—Jun-18 0:53 AM opovolny BY: AWS SHEET NO: Reid iddleton August 10, 2018 File No. 262017.005/006101, Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100\ Tukwila, WA 98188 Subject: Building Permit Plan Review — Revision #1 Final Submittal Marvelle (formerly Sterling) Southcenter — Foundation Only (D17-0330) Dear Mr. Hight: CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING We reviewed the proposed project for compliance with the structural provisions of the 2015 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. Drawing Revisions New structural drawing sets were submitted in response to our plan review. These sets are enclosed and should replace any previous sets submitted with the original permit submittal. The new drawing sets are dated August 10, 2018. Special Inspections, Submittals, Tests, and Structural Observation The submittal is a post permit revision. Requirements for structural special inspections, structural deferred submittals, structural tests, and structural submittals have been provided in the original review. Please refer to our letter dated January 12, 2018, for further information. Special inspections and tests should be performed by qualified special inspectors. Reports, certificates, and other documents related to structural special inspections and tests should be submitted to the city of Tukwila. 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. EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development August 10, 2018 File No. 262017.005/00610b Page 2 Enclosed are the drawings, structural calculations, and other submittal documentation. If you have any questions or need additional clarification, please contact us. Sincerely, Reid, Middleton, Inc. Katherine R. Brawner, P.E. Project Engineer Enclosures Corbin M. Hammer; P.E., S.E. Principal cc: Chad Lorentz, Urbal Architecture (by e-mail) Anthony Sorentino, DCI Engineers (by e-mail) James Wander, Alliance. Residential Company (by e-mail) James Endicott, Alliance Residential Company (by e-mail) Jerry Hight, City of Tukwila (by e-mail and surface mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Lee Sipe, City of Tukwila (by email) ehw\O:\Plan Review \Tukwila\17\TK17 006R10b.docx\krb Reid iddleton_ Reid iddleton August 8, 2018 File No. 262017.005/00610a Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING RECEIVED I\U 314 2O 1B COMMUNITY DEVELOYM1-I T Subject: Building Permit Plan Review — Revision #1 Second Submittal Marvelle (formerly Sterling) Southcenter — Foundation Only (D17-0330) Dear Mr. Hight: We reviewed the proposed project revisions for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. The design team should address the comments below. The permit applicant should provide responses to the review comments in an itemized letter. The structural engineer should resubmit the following documents: a. One set of full-sized revised and new structural sheets for insertion into the original structural drawing sets. Complete structural drawing sets may be submitted in place of individual new and revised sheets. b. Three complete full-sized sets of updated structural drawings. c. One copy of supplemental structural calculations. The applicant should resubmit documentation directly to Reid Middleton, Inc. Structural 1. No additional comments. 2. No additional comments. 3. No additional comments. 4. No additional comments. 5. No additional comments. 6. It appears that the drawings approved by the City of Tukwila for construction vary from the drawings received beyond the clouded items. It appears previous revisions were made with a mark of B 1. Provide a summary of the design changes between the drawings approved by the City of Tukwila and the current drawings set. Provide supplemental calculations as required for review. It appears revisions have been made EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development August 8, 2018 File No. 262017.005/00610a Page 2 in multiple locations that require supplemental calculations, including but not limited to: a. Changes to footings and slab on Sheet S 1.01 A between grids B.4 -F/1- 4.6. b. A revision to a partial height wall or nearby slab at Grids A/8 on Sheet S1.01B. c. Foundations revisions on Sheet S 1.01 B along Grid 8. d. The revision of a column to a concrete shear wall on Sheet S 1.01 B at Grids B.2/7.2. 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. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Katherine R. Brawner, P.E. Project Engineer Enclosures Corbin M. Hammer, P.E., S.E. Principal cc: Chad Lorentz, Urbal Architecture (by e-mail) Anthony Sorentino, DCI Engineers (by e-mail) James Wander, Alliance Residential Company (by e-mail) James Endicott, Alliance Residential Company (by e-mail) Jerry Hight, City of Tukwila (by e-mail and surface mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Lee Sipe, City of Tukwila (by email) sah\O:\Plan Review\Tukwila\17\TK17 006R10a.docx\krb Reid iddleton Reid iddleton July 27, 2018 File No. 262017.005/00610 CIVIL ENGINEERING STRUCTURAL ENGINEERING RLANNING SURVEYING L-i.D AUG 01218 Mr. Jerry Hight, Building Official Community City of Tukwila, Department of Community Development 6300 Southcenter. Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Revision #1 First Submittal Marvelle (formerly Sterling) Southcenter — Foundation Only (D17-0330) Dear Mr. Hight: Development We reviewed the proposed project revisions for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. The design team should address the comments below. The permit applicant should provide responses to the review comments in an itemized letter. The structural engineer should resubmit the following documents: a. One set of full-sized revised and new structural sheets for insertion into the original structural drawing sets. Complete structural drawing sets may be submitted in place of individual new and revised sheets. b. Three complete full-sized sets of updated structural drawings. c. One copy of supplemental structural calculations. The applicant should resubmit documentation directly to Reid Middleton, Inc. Structural 1. The Shotcrete notes on Sheet S0.02 include multiple references to IBC Section 1910. Section 1908 of the 2015 International Building Code (IBC) is titled Shotcrete; there is no Section 1910. The drawings should be revised to reference the appropriate section. 2. Note 10 of Detail 20/S3.01 references Detail 19/S4.02 for lap splice and development length (reinforcement) requirements for 6,000 psi concrete. Sheet S4.02 was not providedin this submittal. Previously submitted Sheet S4.02 includes Detail 19; however, the detail is a section of a concrete column and does not provide requirements for reinforcement for 6,000 psi concrete. The drawings should be revised to include correct references and details for lap splice and development length (reinforcement) requirements for 6,000 psi concrete. EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 • www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development July 27, 2018 File No. 262017.005/00610 Page 2 3. Provide supplementalcalculations for the design of the thickened slab corner between Grids 1/2.4 and I/J on Sheet S1.01A. It appears that the intent is for the slab to act similar to a cantilever in order to alleviate load at the corner because Geopiers cannot be installed due to existing utilities. The additional top bars do not appear to be adequate to allow the corner slab to act as a cantilever. Thus, loads will be imparted on the corner, which lacks adequate soil capacity because the Geopiers are not present. 4. Provide supplemental calculations documenting the design of the revised foundation along Grid J on Sheet S 1.01B. The calculation package provided does not appear to include documentation of required reinforcing for the revised design. 5. Provide supplemental calculations documenting the design of the revised foundation at the building corner near Grid J between Grids 2.4/3.8 on Sheet S 1.01 A. The calculation package provided does not appear to include documentation of required reinforcing for the revised design. 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. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Katherine R. Brawner, P.E. Project Engineer Corbin M. Hammer, P.E., S.E. Principal cc: Chad Lorentz, Urbal Architecture (by e-mail) Craig Crowley, DCI Engineers (by e-mail) David Van Thiel, Geopier Northwest, Inc. (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\17\TK17 006R10.docx\krb Reid iddleton City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director July 23, 2018 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D17-0330 Revision #1 — 407 Baker Blvd Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2015 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, /-611\ill) Rachelle pley Permit Technician enc! File: DI7-0330 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Reid iddleton January 12, 2018 File No. 262017.005/00603 Mr: Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300: Southcenter Boulevard, Suite 100 Tukwila, WA 98188 . Subject: Building Permit Plan Review — Final Submittal. Sterling Southcenter —. Foundation. Only (D17-0330) Dear Mr. Hight: 'CIVIL:ENGINEERING . STRUCTURAL ENGINEERING- ,PLANNING `: SURVEYING RECEIVED CITY OF TUKWILA JAN 17 2018 PERMIT CENTER We reviewed the proposed project for compliance with the structural provisions of the 2015 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. Drawing Revisions New structural drawing sets were submitted in response to our plan review. These sets are enclosed and should replace any previous sets submitted with the original permit application. The new drawing sets are dated January 10, 2018. The submittal is a phased project and includes several details that have been provided for information only. These details are applicable to the floor levels above the foundation and will be reviewed in the next phase of the project, Revelle at Southcenter (D17-0300). Special Inspections, Submittals, Tests, and Structural Observation The submittal is a phased project. Requirements for structural special inspections, structural deferred submittals, structural tests, and structural submittals required beyond those noted for the foundation will be provided in the review of the next phase of the project, Revelle at Southcenter (D17-0300). See below for requirements specific to. this phase of the project. Special inspections and tests should be performed by qualified special inspectors. Reports, certificates, and other documents related to structural special inspections and tests should be submitted to the city of Tukwila. EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development January 12, 2018 File No. 262017.005/00603 Page 2 Geotechnical special inspections: Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by PanGEO, Inc., dated May 4, 2017. The following is a summary: 1. Soil bearing pressures, including excavation and compaction. See IBC Table 1705.6. 2. Installation and testing of ground -improvement systems. See IBC Sections 110.1 and 1705.1.1. Structural special inspections: Special inspections by qualified special inspectors should be provided. Please reference the special inspections indicated in the drawings. The special inspections provided should include but not be limited to the following summary: 1. Concrete placement at concrete construction: continuous. 2. Reinforcement at concrete construction: periodic. 3. Installation of mechanical couplers at concrete reinforcement, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC -ES). 4. Welding of concrete reinforcement other than at the seismic -force -resisting system, where applicable: periodic. Structural tests: Tests by qualified special inspectors should be conducted. The following is a summary: 1.j Testing of concrete for specified compressive strength, fc', air content, and slump. Structural submittals: Reports, certificates, and other documents related to structural special inspections and tests should be submitted to the City of Tukwila. The certificates of compliance are required to state that the work was performedin accordance with the approved construction documents. The following is a summary: 1. 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. Structural Observation: Structural observation during construction is required for this project per IBC Section 1704.6. The section of the structural general notes on Structural Observation, Sheet S0.01, specifies structural observation by the structural engineer. Corrections and comments made during the review process do not relieve the permit Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development January 12, 2018 File No. 262017.005/00603 Page 3 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 the drawings, geotechnical report, structural calculations, and other submittal documentation. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. ke„ Katherine R. Brawner, P.E. Corbin M. I4ammer, P.E., S.E. Project Engineer Principal- Engineer Enclosures cc: Chad Lorentz, Urbal Architecture (by e-mail) Craig Crowley, DCI Engineers (by e-mail) Jon Rehkopf, PanGEO, Inc. (by e-mail) David Van Thiel, Geopier Northwest, Inc. (by e-mail) `Jerry Hight, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley,. City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Lee Sipe, City of Tukwila (by e-mail) ehw\Ot:\Plan Review\Tukwila\17\TK17 006R03.docx\krb Reid iddleton City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director December 11, 2017 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D17-0330 Sterling Southcenter — Foundation Only — 415 Baker Blvd Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2015 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, f(i tL6\t/11 Rachelle Ripley Permit Technician encl File: D17-0330 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0330 DATE: 07/16/18 PROJECT NAME: STERLING SOUTHCENTER SITE ADDRESS: 407 BAKER BLVD Original Plan Submittal Revision # Response to Correction Letter # before Permit issued X Revision # 1 after Permit Issued DEPARTMENTS: kr cb 1( Building ivision Public Works A -M AU/4- Fire Prevention II 9-0 wows Structural PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: Planning Division Permit Coordinator DATE: 07/17/18 Structural Review Required DATE: El APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 08/14/18 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping 0 PW 0 Staff Initials: • 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0330 DATE: 12/11/17 PROJECT NAME: STERLING SOUTHCENTER SITE ADDRESS: 415 BAKER BLVD X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division •u lic Works M tL *'\ i Fire Prevention I Af 1-17H0 Structural 4, A Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWERQS INITIALS: DATE: 12/12/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: DUE DATE: Approved with Conditions ryl Denied (ie: Zoning Issues) 01/09/18 REVIEWERcS INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping 0 PW ❑ Staff Initials: 12/18/2013 PROJECT NAME: t SITE ADDRESS: 1 07 ee PERMIT NO: b 1 - C33 d ORIGINAL ISSUE DATE: 4 -?m --f 6 REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF IN,�TIALS Y _ -'14-10 tig, Summary of R visionG 4el -e v� si, T? v P h ��`_ ovvif �0-�� ^'� 4e Pt www �: t F {. e4s-evrtc v^' - ,e vac tiVacA t4 v t &v .eceived by: t\-rmv& U,_).4, 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 print) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 2018/07/16 Plan ChecWPermit Number: D17-0330 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ▪ Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Marvelle Southcenter (Formerly Sterling Southcenter) Project Address: 407 Baker Boulevard (formerly 415 Baker Blvd) Contact Person: Alex Dalzeli Phone Number: 206-676-5649 Summary of Revision: Spread footings at the entry site wall, Northeast comer, and Southeast corner have been revised to an "L" shaped footing so that the extents of the footing are outside of existing utility easements. Structural details have been revised for the "L" footings. Structural General Notes have been revised. Structural Calculations have been revised to include these revisions as well. The Geopier design has been revised so that there aren't any geopiers within the utility easements. Revisions are tagged with a delta 3 RECEIVED Cdr Y OF TUKWILA JUL 16 2018 PERMIT CEN T ER Sheet Number(s): A1.01, S0.01, S0.02, S0.03, S0.04, S1.01A, S1.01B, S3.01, S3.02, GP0.1, GP1.1, GP1.2 "Cloud" or highlight all areas of revision including date of rexision Received at the City of Tukwila Permit Center by: [t—Entered in TRAKiT on -7 - (. -(6 W:\Permit Center \Templates\Forn s\Revision Submittal Form.doc Revised: August 2015 ALLIANCE PACIFIC NW BLDRS T T .0 Horne. Espanol Contact Safety & Health Claims & Insurance Washington State Department of jp Labor & Industries Search L&I Page 1 of 2 A -Z Index Help My L&I Workplace Rights Trades & Licensing ALLIANCE PACIFIC NW BLDRS LLC Owner or tradesperson HARRISON, BRETT ROBERT Principals HARRISON, BRETT ROBERT, PARTNER/MEMBER CT CORPORATION, AGENT WA UBI No. 603 221 710 2525 E. Camelback Road Suite 500 PHOENIX, AZ 85016 206-330-0618 Business type Limited Liability Company 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. ALLIAPN871LK Effective — expiration 06/12/2013— 06/12/2019 Bond .. Cincinnati Ins Co Bond account no. 0548995 $12,000.00 Received by L&I Effective date 06/12/2013 07/12/2012 Expiration date Until Canceled Insurance ....._..................._ Gemini Ins Co $1,000,000.00 Policy no. VGGP003077 Received by L&I Effective date 01/31/2018 01/31/2018 Expiration date 01/31/2019 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603221710&LIC=ALLIAPN871 LK&SAW= 4/24/2018 ALLIANCE PACIFIC NW BLDRS T .LC No L&I tax debts are recorded for this contr license during the previous 6 year period, but some s may be recorded by other agencies. License Violations ..........................................._....... No license violations during the previous 6 year period. Workers' comp No active workers' comp accounts during the previous 6 year period. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid .............................._............................_............................. No debarments have been issued against this contractor. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 02/08/2017 Inspection no. 317943117 Location 1001 James street Seattle, WA 98104 Inspection results date 01/29/2016 Inspection no. 317939075 Location 124 Denny Way Seattle, WA 98109 No violations No violations Page 2 of 2 h Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603221710&LIC=ALLIAPN871 LK&SAW= 4/24/2018 OUTHCENTER, A TUKWILA ACTIVE ADULT RESIDENCE CORNER OF BAKER BLVD & ANDOVER PARK E, RENDERING FOR ILLUSTRATIVE PURPOSES ONLY PROJECT DIRECTORY OWNER/DEVELOPER ALLIANCE RESIDENTIAL COMPANY 1325 4TH AVE., STE. 1005 SEATTLE, WA 98101 PHONE: 206.567.7230 CONTACT: EVAN LAWLER E-MAIL: elawler@allresco.com ARCHITECT URBAL ARCHITECTURE 1938 FAIRVIEW AVE E, SUITE 100 SEATTLE, WA 98102 PHONE: 206.676.5640 CONTACT: AYA ROJNUCKARIN E-MAIL: ayar@urbalarchitecture.com CIVIL ENGINEER DAVIDO CONSULTING GROUP 15029 BOTHELL WAY NE #600 LAKE FOREST PARK, WA 98155 PHONE: 206.523.0024 CONTACT: ERIC SCHOSSOW E-MAIL: erics@dcgengr.com LANDSCAPE ARCHITECT FAZIO ASSOCIATES 2244 NW MARKET ST, SUITE B SEATTLE, WA 98107 PHONE: 206.774.9490 CONTACT: ROBERT J. FAZIO E-MAIL: rob@fazioassociates.com STRUCTURAL ENGINEER DCI ENGINEERS 707 W 2ND AVENUE SPOKANE, WA 99201 PHONE: 509.227.5733 CONTACT: ANTHONY SORENTINO E-MAIL: asorentino@dci-engineers.com GROUND IMPROVEMENT GEOPIER NORTHWEST 40 LAKE BELLEVUE, SUITE 100 BELLEVUE, WA 98005 PHONE: 425.646.2995 CONTACT: DAVID VAN THIEL E-MAIL: dvanthiel@geopiernorthwest.com MECHNICAL/ PLUMBING OCEAN PARK MECHANICAL INC. 14900 INTERURBAN AVENUE, SUITE 283 SEATTLE, WA 98168 PHONE: 206-674-4553, EXT 103 CONTACT: DARREN LOWE E-MAIL: darren@oceanpm.com ELECTRICAL STATESIDE POWER 10636 NE 123RD ST KIRKLAND, WA 98034 PHONE: 425-466-4162 CONTACT: PATRICK WILKIE E-MAIL: pat@sspwa.com ADDRESS 407 BAKER BOULEVARD TUKWILA, WA 98188 ASSESSOR'S PARCEL NUMBER 022310-0080 LEGAL DESCRIPTION ANDOVER INDUSTRIAL PARK #2 POR NLY & ELY OF LN RNG S 01-34-33 W 235 FT FR PT ON N LN TR 8 DIST 354.10 FT ELY FR NW COR SD TR TH S 88-25-27 E 224.93 FT TO E LN TR 9 PROJECT INFORMATION DESCRIPTION: CONSTRUCTION OF A SEVEN (7) STORY, 166 UNIT, AGE RESTRICTED APARTMENT COMMUNITY. BUILDING DESIGN TO INCLUDE FIVE (5) LEVELS OF WOOD -FRAMED, RESIDENTIAL UNITS OVER TWO (2) LEVELS OF STRUCTURED PARKING AND COMMON AMENITY SPACE. EXISTING BUILDING AND IMPROVEMENTS TO BE DEMOLISHED. THIS IS IS A FOUNDATION ONLY SUBMITTAL FOR THE DESCRIBED PROJECT. ASSOCIATED PERMIT #: D17-0300 PLEASE NOTE THAT ITEMS CLOUDED AND TAGGED 'Yk IN STRUCTURAL DRAWINGS ARE CORRECTIONS MADE PER COMMENTS BY REID MIDDLETON, DECEMBER 1ST, 2017 (FILE NO. 262017.005100401) PERTAINING TO BUILDING PERMIT DRAWINGS SUBMITTED NOVEMBER 1ST, 2017, TUKWILA PERMIT #: D17-0300. DRAWING INDEX 0 - ARCH DATA (CDs) A0.00 1 -SURVEY SURVEY 2 - CIVIL CO3 TITLE SHEET SURVEY GRADING PLAN 4 - ARCHITECTURAL (CDs) A1.00 SITE PLAN A1.01 FLOOR PLAN - LEVEL 1 OVERALL 6 -STRUCTURAL S0.01 S0.02 S0.03 S0.04 S1.01 A S1.01 B S3.01 S3.02 10 - ELECTRICAL E1.0 11- PLUMBING P1.1 12 - GEOPIER GP0.1 GP1.1 GP1.2 GENERAL NOTES GENERAL NOTES GENERAL NOTES SPECIAL INSPECTIONS LEVEL 1 FOUNDATION PLAN - NORTH LEVEL 1 FOUNDATION PLAN - SOUTH FOUNDATION DETAILS FOUNDATION DETAILS LEVEL 1 ELECTRICAL PENETRATIONS LEVEL 1 PLUMBING PENETRATIONS GEOPIER CONSTRCUTION NOTES & DETAILS GEOPIER FOUNDATION PLAN GEOPIER FOUNDATION PLAN FOUNDATION ONLY 07.16.2018 ..EhI i;QUI `.DrChi: mddianical EI,ctrtcal (�iumbing I 1 Gas Piping City of Tukwila � y `� �a FILE COPY Plf mt No. PIi/ J2727O Plan review approval is subject to errors and c:-'czions. Approval of construction documents docs no: c.:'t ;Lrizo the violation of any adopted coda c, or•.: ilar:o2. of approved Field Copy and condor is Date: (3O (t'S REVIS1 Cid.! of Tu,'zwi!a BUILDING DIVISION ____�_ REVISIONS No changes shall be ripple to the scope of work without prior approval of Tukwila Building D"v'ision • E Revisions will require a r=',',! plan submittal I�OT,�: i and may include additional plan re`r?vi fa s REVIEWED FOR CODE COMPLIANCE APPROVED AUG 17 2018 12M CA -.1 City of ukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 16 2018 PERMIT CENTER ARCHITECTURE UfBf.I1UAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license 9776 REGISTERED ARCHITECT CHAD A ENTZ STATE OF WASHINGTO 07/16/2018 consultant logo project name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 98188 key plan submittals/revisions 100% SD PROGRESS PRINT 09.07.2017 BUILDING PERMIT SET 10.31.2017 FOUNDATION ONLY PERMIT F1 12.06.2017 BP CORR. 1 / 60% CD CHECK SET / \ 01.10.2018 BID SET REVISIONS g� 02.09.2018 BP CORR. 2 / 2 \ 03.02.2018 100% CD 03.09.2018 SMOKE CONTROL SUBMITTAL 03.29.2018 ISSUED FOR CONSTRUCTION SET06.15.2018 drawing title TITLE SHEET drawing information DATE 07.16.2018 SCALE 12" = 1'-0" DRAWN AJR/AJD JOB # 17-004 copyright © 2017 Urbal Architecture, PLLC ' Urbal Architecture, PLLC reserves common law copyright and other property rights in this document. All drawn and written information incorporated herein, is an instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. sheet number A0.00 P 15'-1" BAKER BLVD 0 E.3 0 0 0 0 FOUNDATION ONLY 07.16.2018 195'-10" 12'-4 1/2" 14'-612" 8'-512" 17'-0" 9'-512" 6'-21/2" 34'-11" 18'-7" 91'-912" • I II ■■■■r>r■-wpa . ■r>r■©©�■■■■rmoewo■■■I■r�■©� rte■■■■ ®moo v� ■■■■■■■■■■■■■■__ -4d 0 '�© © tom/ ,4 � � 4-� � off: ow4 1 ■■■■�I■° v v v v A 1■t�■ v v v v 111111.1111111 ■ L= v v d v v i ■�� I ■■�■■ _v d v v. 1111=-710 ■1�■■■■■■■■ �� -�' vvcvcvv vvvvvvvv cvvcvvav vvvvv ovvcvvvvcvvavv �■ ■I■1�■■11 ■■■■■■■■■111■■■■ ■■■■■■ ■■■■■IME11■II1 ■■■■■■■1111■■■■kms ,�28'-111M11111111111111111111111111111111111111110"0" ■1 ■■■1I ■■■■■■■■■!■■■ _ _Ai■■■■■■ I■_■r -��_ _ 1■■■�� 1111■■■■■■■11■■I i mi_ ,, ■■�nnimmi��- ��!dd J� TAT �� 1�w��L ��'�� A •ii&.,_ iip- awl 11111111111111111111111111111111111 leir W 1 ■ umilll itIMINNIE - — RAMP DN MANAGER'S OFFICE ASSIST. ENTRY VESTIBULE 249 SF CONFERENCE ROOM SECONDARY PARKING P1006 —WOMENS 3298 SF FIRE PLACE PER ID BISTRO / WINE BAR 688 SF VAN 51'-8 3/4" 3 STD. STALLS + 2 ADA STALLS STAIR A S100A 192 SF L:r �\ 11.11111111111111r9 ICE MA SINK HINE & ID 000 000000 ern r,000 0000 000000 000000 0000 000000 0000013 79 STALLS TOTAL GREAT ROOM 104 1519 SF CATERING KITCHEN O N P100A 000000. 000070. 0. 00 000 00 00- 70. 0 000000 000000 000000 000000 000000 25'-0" DRIVE AISLE 1/A1.01A' MATCHLINE — - 1 / A1.01 B 62'-10" 25'-0" DRIVE AISLE 5 STD STALLS + 1 COM STALL 430 SF TRASH/ RECYCLE ELEV. LOBBY 550 SF S100c 276 SF SWITCH RM. ili .4.,":444,":11:::::10►� irJrn kw ma 444,0761 pio-umor,4 Aims I C 1 , 11 -� 1::::: MIME Milill s ,'��'i 0710a■`KM 4uIflUL �■■■�■1 ■■■�rl� 1 / A1.01 A 1 / A1.01 B 14, rte--®Pt--ar=c s 161 SF TRANSFORMER, �CLR. 10'-0" 10DA-3 69'-0 EMPLOYEE PARKING: 3 STD STALLS 1'-11 1/2" 6'-012" 11'-7" 6-4" 8'-10" 14'-2" 15'-1" 36'-3" 15'-0" 15'-0" 16'-11" 23'-0" 13'-712" 9'-412" 23'-0" 195'-10" 2'-612"- LEVEL 1 OVERALL 3/32" = 1'-0" 8'-3 3'-2 6'-212" 34'-11" @C) 0 - ANDOVER PARK E REVIEWED FOR CODE COMPLIANCE APPROVED AUG 172018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 16 2018 PERMIT CENTER L_ LA�1 ARCHITECTURE' UBAfRUAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com 111■1■00i m, Do's ' 131313 n■ ❑000_0__ TRANSFORMER, �CLR. 10'-0" 10DA-3 69'-0 EMPLOYEE PARKING: 3 STD STALLS 1'-11 1/2" 6'-012" 11'-7" 6-4" 8'-10" 14'-2" 15'-1" 36'-3" 15'-0" 15'-0" 16'-11" 23'-0" 13'-712" 9'-412" 23'-0" 195'-10" 2'-612"- LEVEL 1 OVERALL 3/32" = 1'-0" 8'-3 3'-2 6'-212" 34'-11" @C) 0 - ANDOVER PARK E REVIEWED FOR CODE COMPLIANCE APPROVED AUG 172018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 16 2018 PERMIT CENTER L_ LA�1 ARCHITECTURE' UBAfRUAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 9776 STATE DATE license ' REGISTERED ARCHITECT CHAD A ENTZ OF WASHINGTO 07/16/2018 consultant logo project name MARVELLE SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 98188 key plan j /1 ',44 A/Ai submittals/revisions 100% SD PROGRESS PRINT 09.07.2017 BUILDING PERMIT SET 10.31.2017 FOUNDATION ONLY PERMIT F1 12.06.2017 BP CORR. 1 / 60% CD CHECK SET / \ 01.10.2018 BID SET REVISIONSA 02.09.2018 BP CORR. 2 / 2 \ 03.02.2018 100% CD 03.09.2018 SMOKE CONTROL SUBMITTAL 03.29.2018 ISSUED FOR CONSTRUCTION SET 3 06.15.2018 drawing title FLOOR PLAN - LEVEL 1 OVERALL drawing information DATE 07.16.2018 SCALE As indicated DRAWN Author JOB # 17-004 copyright © 2018 Urbal Architecture, PLLC Urbal Architecture, PLLC reserves common law copyright and other property rights in this document. All drawn and written information incorporated herein, is an instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. sheet number STRUCTURAL - GENERAL NOTES GENERAL REQUIREMENTS GOVERNING CODE: The design and construction of this project is governed by the "International Building Code (IBC)", 2015 Edition, hereafter referred to as the IBC, as adopted and modified by the City of Tukwila, WA understood to be the Authority Having Jurisdiction (AHJ). REFERENCE STANDARDS: Refer to Chapter 35 of 2015 IBC. Where other Standards are noted in the drawings, use the latest edition of the standard unless a specific date is indicated. Reference to a specific section in a code does not relieve the contractor from compliance with the entire standard. DEFINITIONS: The following definitions cover the meanings of certain terms used in these notes: "ArchitectlEngineer" - The Architect of Record and the Structural Engineer of Record. • "Structural Engineer of Record" (SER) - The structural engineer who is licensed to stamp & sign the structural documents for the project. The SER is responsible for the design of the Primary Structural System. • "Submit for review" - Submit to the Architect/Engineer for review prior to fabrication or construction. • "Per Plan" - Indicates references to the structural plans, elevations and structural general notes. • "Seismic Force Resisting System (SFRS)" - A recognized structural system of components (beams, braces, drags, struts, collectors, diaphragms, columns, walls, etc) of the primary structure that are specially designed and proportioned to resist earthquake -induced ground motions and maintain stability of the structure. Fabrication and installation of components designated as part of the SFRS require the general contractor, subcontractor, or supplier who is responsible for any portion of SFRS fabrication or installation to comply with special requirements (including, but not limited to, material control, compliance certifications, personnel qualifications, documentation, reporting requirements, etc) and to provide the required Quality Control including the required coordination of Special Inspections (Quality Assurance - QA). Special provisions apply to any member designated as part of the SFRS. Refer to plans, elevations, details, Design Criteria and Symbols and Legends for applicable members and connections. • "Specialty Structural Engineer" (SSE) - A professional engineer (PE or SE), licensed in the State where the project is located, (typically not the SER), who performs specialty structural engineering services for selected specialty -engineered elements identified in the Contract Documents, and who has experience and training in the Specialty. Documents stamped and signed by the SSE shall be completed by or under the direct supervision of the SSE. • "Bidder -designed" - Components of the structure that require the general contractor, subcontractor, or supplier who is responsible for the design, fabrication and installation of specialty -engineered elements identified in the Contract Documents to retain the services of an SSE. Submittals of "Bidder -designed" elements shall be stamped and signed by the SSE. OTHER DRAWINGS: Refer to the architectural, mechanical, electrical, civil and plumbing drawings for additional infor- mation including but not limited to: dimensions, elevations, slopes, door and window openings, non-bearing walls, stairs, finishes, drains, waterproofing, railings, elevators, curbs, depressions, mechanical unit locations, and other nonstructural items. STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project and are not intended to show all details of the work. Use entire detail sheets and specific details referenced in the plans as "typical" wherever they apply. Similarly, use details on entire sheets with "typical" in the name wherever they apply. STRUCTURAL RESPONSIBILITIES: The structural engineer (SER) is responsible for the strength and stability of the primary structure in its completed form. COORDINATION: The Contractor is responsible for coordinating details and accuracy of the work; for confirming and corre- lating all quantities and dimensions; for selecting fabrication processes; for techniques of assembly; and for performing work in a safe and secure manner. PRE -CONSTRUCTION MEETINGS: The Contractor is responsible for coordinating pre -construction meetings prior to com- mencing work. Pre -con meetings, scheduled approximately two weeks prior to the start of the relevant work, are re- quired for the following phases of construction: Post -tensioned slabs. Attendees for pre -construction meeting are to include contractor, relevant subcontractors, fabricators, inspectors, architect/engineer, and representative of the Authority Having Jurisdiction where required. Meeting agendas are to include review of the work scope, project schedule relevant to the work, contact information of responsible parties, inspection points, review of materials and any special cases or issues, procedures for clarifications if required, testing and acceptance, etc. MEANS, METHODS and SAFETY REQUIREMENTS: The contractor is responsible for the means and methods of con- struction and all job related safety standards such as OSHA and DOSH (Department of Occupational Safety and Health). The contractor is responsible for means and methods of construction related to the intermediate structural conditions (i.e. movement of the structure due to moisture and thermal effects; construction sequence; temporary bracing, etc). BRACING/SHORING DESIGN ENGINEER: The contractor shall at his discretion employ an SSE, a registered professional en- gineer for the design of any temporary bracing and shoring. TEMPORARY SHORING, BRACING: The contractor is responsible for the strength and stability of the structure during construction and shall provide temporary shoring, bracing and other elements required to maintain stability until the struc- ture is complete. It is the contractor's responsibility to be familiar with the work required in the construction documents and the requirements for executing it properly. CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads as noted in DE- SIGN CRITERIA & LOADS below or the capacity of partially completed construction as determined by the Contractor's SSE for Bracing/Shoring. CHANGES IN LOADING: The contractor has the responsibility to notify the SER of any architectural, mechanical, electri- cal, or plumbing load imposed onto the structure that differs from, or that is not documented on the original Contract Doc- uments (architectural / structural / mechanical / electrical or plumbing drawings). Provide documentation of location, load, size and anchorage of all undocumented loads in excess of 400 pounds. Provide marked -up structural plan indicat- ing locations of any new equipment or loads. Submit plans to the Architect/Engineer for review prior to installation. NOTE PRIORITIES: Plan and detail notes and specific loading data provided on individual plans and detail drawings supplements information in the Structural General Notes. DISCREPANCIES: In case of discrepancies between the General Notes, Specifications, Plans/Details or Reference Standards, the Architect/Engineer shall determine which shall govern. Discrepancies shall be brought to the attention of the Architect/Engineer before proceeding with the work. Should any discrepancy be found in the Contract Documents, the Contractor will be deemed to have included in the price the most expensive way of completing the work, unless prior to the submission of the price, the Contractor asks for a decision from the Architect as to which shall govern. Accordingly, any conflict in or between the Contract Documents shall not be a basis for adjustment in the Contract Price. SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts between the draw- ings and actual site conditions shall be brought to the attention of the Architect/Engineer before proceeding with the work. ADJACENT UTILITIES: The contractor shall determine the location of all adjacent underground utilities prior to earth- work, foundations, shoring, and excavation. Any utility information shown on the drawings and details is approximate and not necessarily complete. ALTERNATES: Alternate products of similar strength, nature and form for specified items may be submitted with ade- quate technical documentation (proper test report, etc.) to the Architect/Engineer for review. Alternate materials that are submitted without adequate technical documentation or that significantly deviate from the design intent of materials spec- ified may be returned without review. Alternates that require substantial effort to review will not be reviewed unless au- thorized by the Owner. DESIGN CRITERIA AND LOADS OCCUPANCY: Risk Category of Building per 2015 IBC Table 1604.5 = Ii WIND DESIGN: MAIN WIND FORCE RESISTING SYSTEM 20 50 100 500 Ultimate Design Wind Speed, VOLT (MPH) -37.1 110 -32.3 Exposure Category -25.4 B -58.3 Internal Pressure Coefficient Cpi = +l- 0.18 -41.8 Topographic Factor Kzt = 1.0 -70.7 Wind Analysis procedure used: -58.3 Directional WIND DESIGN: COMPONENTS & CLADDING PRESSURES FOR DESIGN (PSF, ULTIMATE) 1 1 t 1 2 ! ZONE 1 t_ J L 3 2 2 L_ J 3 .2a. ISOMETRIC VIEW PLAN VIEW 2 ! ZONE 1 -J L 2 L_ 2 i ▪ 3 ISOMETRIC VIEW PLAN VIEW EFFECTIVE WIND AREA (SQ. FT) a =19'-6" 10 20 50 100 500 ZONE 1 -37.1 -35.1 -32.3 -30.2 -25.4 ZONE 2 -58.3 -55.4 -51.5 -46.6 -41.8 ZONE 3 -79.4 -75.7 -70.7 -37.0 -58.3 ZONE 4 -25.4 -25.4 -24.0 -20.0 -20.7 ZONE 5 -46.5 -46.5 -41.2 -37.2 -27.7 1) Components and Cladding Wind Pressures are based on ASCE 7-10 Chapter 30 Part 3: Buildings with h > 60 ft. 2) Components and Cladding zone locations are based on ASCE 7-10 Table 30.7-2 for Flat Roofs 0 < 10 deg. 3) For parapets around the perimeter of the roof equal to or higher than 3 ft, Zone 3 shall be treated as Zone 2. 4) All Parapet Components and Cladding Wind Pressures shall be determined through ASCE 7-10 Figure 30.7-1. SEISMIC Seismic Design Category: SDC = D DESIGN: (2) F2.0 (PSF) UNO Snow Drift Loading required by Authority Having Jurisdiction? Basic Structural System Bearing Wall (1) Seismic Force Resisting System Podium = Wood = Special Reinforced Concrete Shear Walls Light Framed Wall With Wood Struct Panel 1 s = Response Modification Factor: Podium R = Wood R = 5 6.5 Vehicle Barrier System Over Strength Factor Podium Omega = Wood Omega = 2.5 3 TILT-UP/PRECAST CONCRETE WALL Deflection Amplification Factor Podium Cd = Wood Cd= 5 4 2000 lbs Site Classification per IBC 1613.3.2 & ASCE 7-10, Ch. 20 Site Class = E 100 Seismic Importance Factor per ASCE 7-10 Table 1.5-2 le = 1.0 Corridors above first Floor Spectral Response Acceleration (Short Period) So = 1.442 g SHEAR WALL SYMBOL (REFER TO SHEAR WALL SCHEDULE) Spectral Response Acceleration (1 -Second Period) Si = 0.536 g 1.5 times the live load for area served. Not req'd to exceed 100 psf. Spectral Design Response Coefficient (Short Period) Sos = 0.865 g 40 Spectral Design Response Coefficient (1 -Second Period) SOI = 0.858 g Kitchens Seismic response coefficient(s) Podium Cs = Wood Cs = 0.174 0.1334 Redundancy Factor (North/South Direction) NIS rho= 1.0 PANEL NUMBER (REFER TO TILT UP/ Redundancy Factor (East / West Direction) EMI rho= 1.0 100 Design Base Shear (North/South Direction) (KIPS) Podium Wood 3100 790 Mechanical Rooms Design Base Shear (East/ West Direction) (KIPS) Podium Wood 3100 790 Base shear governed by: seismic CMU WALL REINFORCING SYMBOL Seismic Analysis procedure used: Equivalent Lateral Force (ELF) SNOW LOAD: (1) Flat Roof Snow Load, (PSF) p r= 25 (2) F2.0 (PSF) UNO Snow Drift Loading required by Authority Having Jurisdiction? Handrails & Pedestrian Guardrails No (1) 0 Snow Load Importance Factor 1 s = 1.0 (3) 5) Snow Load is un -reducible and includes 5 psf rain -on -snow surcharge where ground snow load is greater than zero and 20 psf or less per ASCE 7-10 Section 7.10. 6) Snow Load based on WABO/SEAW White Paper in Low -Lying Puget Sound Basin. 7) Snow Load Importance Factor per ASCE 7-10 Table 1.5-2. DESIGN LIVE AREA LIVE LOADS REMARKS & FOOT - NOTES (6) LOADS F2.0 (PSF) UNO I Handrails & Pedestrian Guardrails 50 PLF or 200 LB (1) 0 Stairs & Exits 100 PSF or 300 LB Stair treads per note (2) PILE CAP SCHEDULE) Vehicle Barrier 6000 lbs Applied horizontally at both 18" and 27" above the level (3) TILT-UP/PRECAST CONCRETE WALL Lobbies 100 2000 lbs CONNECTION SYMBOL (REFER TO Corridors at First Floor 100 STRUCTURAL RESUBMITTAL S2 01.10.18 CONNECTION DETAIL) Corridors above first Floor - Same as occupancy served SHEAR WALL SYMBOL (REFER TO SHEAR WALL SCHEDULE) Balconies & Decks --- 1.5 times the live load for area served. Not req'd to exceed 100 psf. REVISION TRIANGLE Parking Garage - Passenger Vehicles only 40 3000 Ib wheel (4) Kitchens 150 Commercial Dining Rooms & Restaurants 100 PANEL NUMBER (REFER TO TILT UP/ Retail (Stores) - First Floor 100 1000 Ib Mechanical Rooms 150 Light Storage Area 125 CMU WALL REINFORCING SYMBOL Roofs 20 PSF or 300 LB Area load is reducible. Point load per note (2), See above for Snow Load Roof Decks/Gardens/Assembly 100 Live load (Reducible) is separate from land- scape materials. (1) Top rail shall be designed to resist 50 PLF line load or 200 ib point load applied in any direction at any point. Interme- diate rails (all those except the handrail), balusters and panel fillers shall be designed to withstand a horizontally ap- plied normal load of 50 LB on an area not to exceed 1 ft square. These three Toads are to be considered separately with worst case used for design. (2) Place 300 Ib concentrated load over 2"x2" area at any point to produce maximum stress. Area load and concentrat- ed load are to be considered separately with worst case used for design. (3) Need not apply concurrently with other handrail and guardrail loads; applied over not more than 1 square foot. (4) Apply concentrated wheel load over 4-1/2"x4-1/2" square area. (5) Floors for Business Group B (Offices) Occupancy shall be designed with a basic floor Live Load plus an additional 15 PSF (minimum) live loading for moveable partitions. (6) Unless otherwise noted, point loads to be distributed over a 2.5ft x 2.5ft area and located to produce maximum load effects on structural members. DESIGN DEAD BIDDER DESIGN DEAD LOADS REMARKS & FOOTNOTES LOADS F2.0 IPSF) UNO I Wood Tie -Down System As Noted on Shear Wall Key Plans 0 Gyperete Topping 12 PSF 1 % per Architect SUBMITTALS SUBMIT FOR REVIEW: SUBMITTALS of shop drawings, and product data are required for items noted in the individual ma- terials sections and for bidder designed elements. SUBMITTAL REVIEW PERIOD: Submittals shall be made in time to provide a minimum of TWO WEEKS or 10 WORKING DAYS for review by the Architect/Engineer prior to the onset of fabrication. GENERAL CONTRACTOR'S PRIOR REVIEW: Prior to submission to the Architect/Engineer, the Contractor shall review the sub- mittal for completeness. Dimensions and quantities are not reviewed by the SER, and therefore, must be verified by the General Contractor. Contractor shall provide any necessary dimensional details requested by the Detailer and provide the Contractor's review stamp and signature before forwarding to the Architect/Engineer. SHOP DRAWING REVIEW: Once the contractor has completed his review, the SER will review the submittal for general conformance with the design concept and the contract documents of the building and will stamp the submittal according- ly. Markings or comments shall not be construed as relieving the contractor from compliance with the project plans and specifications, nor departures there from. The SER will return submittals in the form they are submitted in (either hard copy or electronic). For hard copy submittals, the contractor is responsible for submitting the required number of copies to the SER for review. SHOP DRAWING DEVIATIONS: When shop drawings (component design drawings) differ from or add to the require- ments of the structural drawings they shall be designed and stamped by the responsible SSE. DEFERRED SUBMITTALS BIDDER -DESIGNED ELEMENTS Submit "Bidder -Designed" deferred submittals to the Architect and SER for review. The deferred submittals shall also be submitted to the city for approval, if required by the city. Design of prefabricated, "bidder designed", manufactured, pre-engineered, or other fabricated products shall be comply with the following requirements: 1) Design considers tributary dead, live, wind and earthquake loads in combinations required by IBC. 2) Design within the Deflection Limits noted herein and as specified or referenced in the IBC. 3) Design shall conform to the specifications and reference standards of the governing code. 4) Submittal shall include: a. Calculations prepared, stamped and signed by the SSE demonstrating code conformance. b. Engineered component design drawings are prepared, stamped and signed by the SSE. c. Product data, technical information and manufacturer's written requirements and Agency approvals as applicable. d. SSE may submit to the Architect/Engineer, a request to utilize relevant alternate design criteria of similar nature and generally equivalency which is recognized by the Code and acceptable to the Au- thority Having Jurisdiction. Submit adequate documentation of design. DRAWING LEGEND MARK DESCRIPTION MARK DESCRIPTION F2.0 FOOTING SYMBOL (REFER TO SPREAD FOOTING SCHEDULE) I INDICATES WIDE FLANGE COLUMN PILE CAP SYMBOL (REFER TO 0 INDICATES HOLLOW STRUCTURAL SECTION (HSS) COLUMN OR 1P) DC PILE CAP SCHEDULE) TUBE STEEL (TS) COLUMN t WGIWEC 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455-4448 www.dci-engineers.com C1V1L / STRI-ICTIJ © Copyright 10/2017 D'Amato Conversano Inc. Al Rights Reserved Ths document, and the ideas and designs may not be reused, in whole in pan, without wrdlen permissbn from D'Amato Conversano Inc. D'Amato Conversano Ino. disclaims any responsibility for ds unauthoraed use. TILT-UP/PRECAST CONCRETE WALL project name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 98188 INDICATES HOLLOW STRUCTURAL 0 CONNECTION SYMBOL (REFER TO o SECTION (HSS) COLUMN OR STRUCTURAL RESUBMITTAL S2 01.10.18 CONNECTION DETAIL) BP COORDINATION 2 / 100% CD SET 03.09.18 STEEL PIPE COLUMN 2W4 I SHEAR WALL SYMBOL (REFER TO SHEAR WALL SCHEDULE) ® INDICATES WOOD POST IsAd /to REVISION TRIANGLE m INDICATES BUNDLED STUDS JOB # 17041-0175 TILT-UP/PRECAST CONCRETE WALL sheet number 1 PANEL NUMBER (REFER TO TILT UP/ INDICATES CONCRETE COLUMN PRECAST CONCRETE WALL ELEVATIONS' CMU WALL REINFORCING SYMBOL INDICATES PRECAST O (REFER TO CMU WALL REINFORCING SCHEDULE) CONCRETE COLUMN CL3'...ti CONTINUITY PLATE LENGTH (REFER TO TYPICAL DETAIL) INDICATES MOMENT FRAME CONNECTION ®_ INDICATES DOUBLE SHEAR INDICATES CANTILEVER <11:1> CONNECTION (REFER TO THE DOUBLE SHEAR PLATE CONNECTIONS DETAIL) C- CONNECTION INDICATES REINFORCING TYPE OOTB (REFER TO THE REINFORCING INDICATES DRAG CONNECTION ®- SCHEDULE) INDICATES NUMBER OF STUD RAIL INDICATES WOOD OR STEEL STUD CM REQUIRED AT COLUMN (REFER TO STUD RAIL DETAILS) WALL ' 7 ROOF/FLOORDIAPHRAGM NAILING 0 SYMBOL (REFER TO DIAPHRAGM NAILING SCHEDULE) `e ''/ / 4 INDICATES MASONRY/CMU WALL STEEL/CONCRETE COLUMN SYMBOL (REFER TO STEEL INDICATES CONCRETE/TILT-UP C1 4r-"'''''. =-` "" COLUMN SCHEDULE) CONCRETE WALL fT/FTG =X -X' ELEVATION SYMBOL (T/ REFERS TO COMPONENT THAT THE ELEVATION REFERENCES) INDICATES WOOD OR STEEL STUD SHEAR WALL © STUD BUBBLE (INDICATES NUMBER OF STUDS REQUIRED IF EXCEEDS ____ $ INDICATES BEARING WALL BELOW NUMBER SPECIFIED IN PLAN NOTE) INDICATES STEP IN FOOTING (REFER TO TYPICAL STEP IN jr j. INDICATES EXISTING WALL FOOTING DETAIL) X ' DETAILS OR SECTION CUT fi----S POST -TENSION DEAD END (PLAN) SX.X (DETAIL NUMBER/SHEET NUMBER) rilIN 00 DETAILS OR SECTION CUT IN PLAN POST -TENSION STRESSING END (PLAN) ♦,,,I S0.0 VIEW (DETAIL NUMBER/SHEET NUMBER) INDICATES LOCATION OF CONCRETE 3 POST TENSION PROFILE (PLAN) XX/SXXXX WALLS, SHEAR WALLS OR BRACED_ FRAME ELEVATIONS (IN INCHES) SPAN INDICATOR (INDICATES EXTENTS --e--w- OF FRAMING MEMBERS OR OTHER INTERMEDIATE STRESSING (PLAN) 1 I -F -i STRUCTURAL COMPONENTS) �� INDICATES DIRECTION OF DECK SPAN ABBREVIATIONS L Angle EXT Exterior PSF Pounds per Square AB Anchor Bolt FD Floor Drain Foot ADDL Additional FDN Foundation PSI Pounds Per Square ADH Adhesive FIN Finish Inch ALT Alternate FLR Floor PSL Parallel Strand ARCH Architectural FRP Fiberglass Reinforced Plastic Lumber B or BOT Bottom FRT Fire Retardant Treated P -T Post -Tensioned B/ Bottom Of FTG Footing PT Pressure Treated BLDG Building F/ Face of R Radius BLKG Blocking GA Gage RD Roof Drain BMU Brick Masonry Unit GALV Galvanized REF Refer/Reference BP Baseplate GEOTECH Geotechnical FiEINE Reinforcing BRBF Buckling Restrained GL Glue Laminated Timber REQD Required Braced Frame GWB Gypsum Wall Board RET Retaining BRG Bearing HDR Header SCBF Special Concentric BTWN Between HF Hem -Fir Braced Frame C Camber HGR Hanger SCHED Schedule CL Centerline HD Hold-down SFRS Seismic Force - CLT Cross -Laminated HORIZ Horizontal Resisting System Timber HP High Point SHTHG Sheathing CB Castellated Beam HSS = TS (Hollow Structural Section) SIM Similar CIP Cast in Place IBC International Building SMF Special Moment CJ Construction or Code Frame Control Joint ID Inside Diameter SOG Slab on Grade CJP Complete Joint IE Invert Elevation SP Southern Pine Penetration IF Inside Face SPEC Specification CLR Clear INT Interior SQ Square CLG Ceiling k Kips SR Studrail CMU Concrete Masonry KSF Kips Per Square Foot SF Square Foot Unit LF Lineal Foot SST Stainless Steel COL Column LL Live Load STAGG Stagger/Staggered CONC Concrete LLH Long Leg Horizontal STD Standard CONN Connection LLV Long Leg Vertical STIFF Stiffener CONST Construction LP Low Point STL Steel CONT Continuous LONGIT Longitudinal STRUCT Structural C'SINK Countersink LSL Laminated Strand Lumber SWWJ Solid Web Wood CTRD Centered LVL Laminated Veneer Lumber Joist DIA Diameter MAS Masonry SYM Symmetrical DB Drop Beam MAX Maximum T Top DBA Deformed Bar Anchor MECH Mechanical T/ Top Of DBL Double MEZZ Mezzanine T&B Top & Bottom DEMO Demolish MFR Manufacturer TC AX LD Top Chord Axial Load DEV Development MIN Minimum TCX Top Chord Extension DF Douglas Fir MISC Miscellaneous TDS Tie Down System DIAG Diagonal NIC Not In Contract T&G Tongue & Groove DIST Distributed NLT Nail -Laminated THKND Thickened DL Dead Load Timber THRD Threaded DN Down NTS Not To Scale THRU Through DO Ditto OC On Center TRANSV Transverse DP Depth/Deep OCBF Ordinary Concentric Braced TYP Typical DWG Drawing Frame UBC Uniform Building (E) Existing OD Outside Diameter Code EA Each OF Outside Face UNO Unless Noted EF Each Face OPNG Opening Otherwise EL Elevation OPP Opposite URM Unreinforced ELEC Electrical OWSJ Open Web Steel Joist Masonry Unit ELEV Elevator OWWJ Open Web Wood Joist VERT Vertical EMBED Embedment PL Plate W Wide EQ Equal PAF Powder Actuated Fastener W/ With EQUIP Equipment PC Precast W/0 Without EW Each Way PERP Perpendicular WHS Welded Headed Stud EXP Expansion PLWD Plywood WP Working Point EXP JT Expansion Joint PP Partial Penetration WWF Welded Wire Fabric PREFAB Prefabricated ± Plus or Minus REVIEWED This plan was reviewed for general conformance with the following, as amended by the jurisdiction: NStructural Provisions of the International Building Code Non -Structural Provisions of the International Building Code. ❑ Others: The protect applicant is responsible for conformance with all applicable codes. conditions of approval, and permit requirements subject to the requitement: and interpretations of the governing authority. 'I his revs dors not relieve the Architect and Engineers of Record of the responsibility lion a complete design in accordance with die taws of the governing jurisdiction and the State of Washington. Jurisdiction (U1'.( j 'tf 1 t,(� By1 1 Q P,Q.>t CJ (L, Date 845 REID M1DDIFFON. INC. Code Review Consultant REVIEWED FOR CODE COMPLIANCE APPROVED AUG 17 2018 City of Tukwila BUILDING DIVISION �v � r'� �� 4 d 1 1..-., ARCHITECTURE URBArRURAL31 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license CRo 44.L.,.\.("F WA O 314 ��-I4�NA [ �� consultant logo WsSe RA. L - DC t WGIWEC 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455-4448 www.dci-engineers.com C1V1L / STRI-ICTIJ © Copyright 10/2017 D'Amato Conversano Inc. Al Rights Reserved Ths document, and the ideas and designs may not be reused, in whole in pan, without wrdlen permissbn from D'Amato Conversano Inc. D'Amato Conversano Ino. disclaims any responsibility for ds unauthoraed use. or project name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 98188 key plan submittals/revisions BUILDING PERMIT SET 10.31.17 FOUNDATION ONLY PERMIT F1 12.06.17 STRUCTURAL RESUBMITTAL S1 12.18.17 STRUCTURAL RESUBMITTAL S2 01.10.18 STRUCTURAL BID SET Al 02.02.18 BP COORDINATION 2 / 100% CD SET 03.09.18 ISSUED FOR CONSTRUCTION SETS 06.15.18 drawing title GENERAL NOTES drawing information DATE 12.06.17 SCALE 12" =1'-0" DRAWN BSD JOB # 17041-0175 copyright © 2016 Urbal Architecture, PLLC Urbal Architecture, PLLC reserves common law copyright and other property rights in this document. All drawn and written information incorporated herein, is an instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. sheet number A DEFLECTION VERTICAL LIMIT LIMITS FOR SSE i BIDDER DESIGNED ELE- MENTS: Notes (1 to 8 Typical UNO) Roof Members, Dead + Live or Snow or Wind, Total Load (TL) Deflection L / 240, where (L is span length,inches) 28 Roof, Live or Snow or Wind Load (RLL) L / 360 - HORIZONTAL LIMIT and FOOTNOTE Exterior Slabs on Grade & Sidewalks Members Supporting Brittle Finishes L / 240 (1) 1" Members Supporting Flexible Finishes L / 180 (1) 5% Members Supporting Masonry L / 600 @ 0.7 x Cladding Wind or 0.7E (1) (1) Wind Load is reducible to 0.42 times the Component and Cladding Loads per Table 1604.3 footnote f. GENERAL CONTRACTOR'S PRIOR REVIEW: Once the contractor has completed his review of the SSE component drawings, the SER will review the submittal for general conformance with the design of the building and will stamp the submittal accordingly, Review of the Specialty Structural Engineer's (SSE) shop drawings (component design drawings) is for compliance with design criteria and compatibility with the design of the primary structure and does not relieve the SSE of responsibility for that design. All necessary bracing, ties, anchorage, proprietary products shall be furnished and installed per manufacturers instructions or the SSE's design drawings and calculations. These elements include but are not limited to: • Steel Stairs • Handrails, Guardrails and Balcony Rail Anchorages • Roof Mounted Components: Skylights, hatches • Mechanical, Electrical, Plumbing & Sprinkler Hanger Plans • Temporary Shoring Systems • Wood Hold-down Systems • Reshoring for PT Slabs • Rammed Aggregate Piers • Bolt -on Decks INSPECTIONS, QUALITY ASSURANCE VERIFICATIONS AND TEST REQUIREMENTS INSPECTIONS: Foundations, footings, under slab systems and framing are subject to inspection by the Building Official in accordance with IBC 110.3. Contractor shall coordinate all required inspections with the Building Official. SPECIAL INSPECTIONS, VERIFICATIONS and TESTS: Special Inspections, Verifications and Testing shall be done in accordance with IBC Chapter 17, the STATEMENT AND SCHEDULES OF SPECIAL INSPECTIONS on S0.03, and the AHJ STATEMENT OF SPECIAL INSPECTION STRUCTURAL OBSERVATION: per IBC Section 1704.6 Structural Observation is the visual observation of the structural system by a registered design professional for general conformance to the approved construction documents. It is not always required on a project, does not include or waive the responsibility for the special inspections and tests required by a Special Inspector per IBC Chapter 17, is not continu- ous, and does not certify conformance with the approved construction documents. CONTRACTOR RESPONSIBILITY: Prior to issuance of the building permit, the Contractor is required to provide the Au- thority Having Jurisdiction a signed, written acknowledgement of the Contractor's responsibilities associated with the above Statement of Special Inspections addressing the requirements listed in IBC Section 1704.4. Contractor is referred to IBC Sections 1705.12.5 and 1705.12.6 for architectural and MEP building systems that may be subject to additional inspections (based on the building's designated Seismic Design Category listed in the CRITERIA), including anchorage of HVAC ductwork containing hazardous materials, piping systems and mechanical units containing flammable, combus- tible or highly toxic materials, electrical equipment used for emergency or standby power, exterior wall panels and sus- pended ceiling systems. SOILS AND FOUNDATIONS REFERENCE STANDARDS: Conform to IBC Chapter 18 "Soils and Foundations." GEOTECHNICAL REPORT: Recommendations contained in Proposed Development 415 Baker Boulevard Tukwila, WA Project No. 17-120 by Pan Geo Incorporated dated May 4, 2017 were used for design. CONTRACTOR'S RESPONSIBILITIES: Contractor shall be responsible to review the Geotechnical Report and shall fol- low the recommendations specified therein including, but not limited to, subgrade preparations, pile installation proce- dures, ground water management and steep slope Best Management Practices." GEOTECHNICAL SUBGRADE INSPECTION: The Geotechnical Engineer shall inspect all sub -grades and prepared soil bearing surfaces, prior to Placement of foundation reinforcing steel and concrete. Geotechnical Engineers shall provide a letter to the owner stating that soils are adequate to support the "Allowable Foundation Bearing Pressure(s)" shown below. DESIGN SOIL VALUES: Safety Factor per Soils Report Allowable Foundation Bearing Pressure Design Subgrade Modulus Passive Lateral Pressure Coefficient of Sliding Friction 1.5 4000 Max PSF - Improved 150 PCI - Improved 350 PSF/FT 0.4 FOUNDATIONS and FOOTINGS: Foundations shall consist a mat slab bearing on improved soil per the Geotechnical Report. Exterior perimeter footings shall bear not less than 18 inches below finish grade, unless otherwise specified by the geotechnical engineer and/or the building official. FOOTING DEPTH: Tops of footings shall be as shown on plans with vertical changes as indicated with steps in the foot- ings; locations of steps shown as approximate and shall be coordinated with the civil grading plans to ensure that the exterior perimeter footings bear no less than 18 inches below finish grade, or as otherwise indicated by the geotechnical engineer or building official. CAST -1N -PLACE CONCRETE REFERENCE STANDARDS: Conform to: (1) ACI 301-10 "Specifications for Structural Concrete" (2) IBC Chapter 19 "Concrete" (3) ACI 318-14 "Building Code Requirements for Structural Concrete" (4) ACI 117-10 "Specifications for Tolerances for Concrete Construction and Materials" FIELD REFERENCE: The contractor shall keep a copy of ACI Field Reference manual, SP -15, "Standard Specifications for Structural Concrete (ACI 301) with Selected ACI and ASTM References." CONCRETE MIXTURES: Conform to ACI 301 Section 4 "Concrete Mixtures" and IBC Section 1904.1. MATERIALS: Conform to ACI 301 Section 4.2.1 "Materials" for requirements for cementitious materials, aggregates, mix- ing water and admixtures. SUBMITTALS: Provide all submittals required by ACI 301 Section 4.1.2. Submit mix designs for each mix in the table below. Substantiating strength results from past tests shall not be older than 24 months per ACI 318 Section 26.4.3.1 (b). TABLE OF MIX DESIGN REQUIREMENTS Member Type/Location Strength f'c (psi) Test Age (days) Nominal Maximum Aggregate Exposure Class Max W/C Ratio Air Con- tent Notes (1 to 8 Typical UNO) Mat Foundations 5000 28 1" - - - Exterior Slabs on Grade & Sidewalks 3000 28 1" - 045 5% - PT Beams and Slabs (Level 3) 6000 3000 28 stressing 34. C1 040 - 9 PT Beams & Slabs (Level 2) 5000 3000 28 stressing 4e C1 0.40 5% 9 Mild Reinforced Beams & Slabs (Level 2) 5000 28 3/,,, C1 0.40 5% 9 Shear Walls 4500 56 3/4" - 0,45 - - Exposed Shear Walls 4500 56 i/,'.." F2 0.45 6% - Misc Interior Building Walls 3000 28 1" - _ - - Stem Walls & Curbs- 3000 28 1" - - Exterior Stem Walls & Curbs 3000 28 1" F1 0.45 6% - Columns 5000 56 3/1, _ - - - Table of Mix Design Requirements Notes: (1) W/C Ratio: Water-cementitious material ratios shall be based on the total weight of cementitious materials. Maxi- mum ratios are controlled by strength noted in the Table of Mix Design Requirements and durability requirements given in ACI 318 Section 19.3. (2) Cementitious Materials: a. The use of fly ash, other pozzolans, silica fume, or slag shall conform to ACI 318 Sections 19.3.2 and 26.4.2.2. Maximum amount of fly ash shall be 25% of total cementitious content unless reviewed and ap- proved otherwise by SER. b. For concrete used in elevated floors, minimum cementitious-materials content shall conform to ACI 301 Ta- ble 4.2.2.1. Acceptance of lower cement content is contingent on providing supporting data to the SER for review and acceptance. c. Cementitious materials shall conform to the relevant ASTM standards listed in ACI 318 Section 26.4.1.1.1(a). (3) Air Content: Conform to ACI 318 Section 19.3.3.1. Minimum standards for exposure class are noted in the table. If freezing and thawing class is not noted, air content given is that required by the SER. Tolerance is ±1 -1/2%. Air content shall be measured at point of placement. (4) Aggregates shall conform to ASTM C33. (5) Slump: Conform to ACI 301 Section 4.2.2.2. Slump shall be determined at point of placement. (6) Chloride Content: Conform to ACI 318 Table 19.3.2.1. (7) Non- chloride accelerator Non -chloride accelerating admixture may be used in concrete placed at ambient temper- atures below 50°F at the contractor's option. (8) ACI 318, Section 19.3.1.1 exposure classes shall be assumed to be FO, SO, PO, and CO unless different exposure classes are listed in the Table of Mix Design Requirements that modify these base requirements. (9) Shrinkage Limit: Concrete used in elevated slabs and beams shall have a shrinkage limit of 0.045% at 28 days measured in accordance with ASTM C157. Submit laboratory test results to SER for approval prior to construc- tion. FORMWORK & RESHOR1NG: Conform to ACI 301 Section 2 "Formwork and Form Accessories." Removal of Forms shall conform to Section 2.3.2 except strength indicated in Section 2.3.2.5 shall be 0.75 f' c. Reshoring shall conform to Section 2.3.3. In addition, mild reinforced (non post -tensioned) slabs shall be continuously reshored for a minimum of 14 days following placement of concrete or 7 days after concrete has reached 0.75 f'c, whichever is longer. Contractor shall submit formwork removal and reshore installation procedure and drawings as applicable sealed by a professional engi- neer licensed in the state where the project is located for the SER's information. MEASURING, MIXING, AND DELIVERY: Conform to ACI 301 Section 4.3. HANDLING, PLACING, CONSTRUCTING AND CURING: Conform to ACI 301 Section 5. In addition, hot weather con- creting shall conform to ACI 305R-10 and cold weather concreting shall conform to ACI 306R-10. CONSTRUCTION JOINTS: Conform to ACI 301 Sections. 2.2.2.5, 5.2.2.1 and 5.3.2.6. Construction joints shall be locat- ed and detailed as on the construction drawings. Submit alternate locations per ACI 301 Section 5.1.2.3a for review and approval by the SER two weeks minimum prior to forming. Use of an acceptable adhesive, surface retardant, portland cement grout or roughening the surface is not required unless specifically noted on the drawings. EMBEDDED ITEMS: Position and secure in place expansion joint material, anchors and other structural and non- structural embedded items before placing concrete. Contractor shall refer to mechanical, electrical, plumbing and archi- tectural drawings and coordinate other embedded items. GROUT: Use 7000 psi non -shrink grout under column base plates. GROUTED REBAR: See Post -Installed Anchors to Concrete. POST -INSTALLED ANCHORS to CONCRETE: Anchor location, type, diameter and embedment shall be as indicated on drawings. Reference the POST INSTALLED ANCHORS section for applicable Post -Installed Anchor Adhesives. An- chors shall be installed and inspected in strict accordance with the applicable ICC -Evaluation Service Report (ESR). Special inspection shall be per the TESTS and INSPECTIONS section. TOPPING SLABS: Conform to ACI 301 and the recommendations of ACI 302.1R-15 "Guide for Concrete Floor and Slab Construction" for Class 3 (unbonded topping floors. BONDING AGENT: Use MasterEmaco ADH 326. Apply in accordance with manufacturer's instructions. JOINT COMPOUND: Provide acid resistant silicone caulk where noted on the drawings. Submit product data for review. SHRINKAGE: Conventional and post -tensioned concrete slabs will continue to shrink after initial placement and stressing of concrete. Contractor and subcontractor shall coordinate jointing and interior material finishes to provide adequate tol- erance for expected structural frame shrinkage and shall include, but not be limited to: curtain wall, dryvit, storefront, sky- light, floor finish, and ceiling suppliers. Contact Engineer for expected range of shrinkage. FLOOR FINISHES: The contractor must provide and correctly install an isolation membrane and properly detailed expan- sion joints to help minimize cracking of finishes with cementitious setting beds or finish properties (tile, stone, terrazzo, concrete topping, etc). The expansion joints shall be sized for an expected shortening movement of 0.01 inches per foot. CLADDING CONNECTIONS and SLAB SHORTENING: At the time of installation, the cladding connection design shall accommodate a typical future vertical movement at each floor of 1/2 inch or 11600, whichever is greater, due to variable live loading and creep. This displacement will occur at the free end of cantilever beams and at midspan of edge slabs and beams. At the time of installation, the cladding connections shall accommodate shortening of the slab edge inwards due to shrinkage and post -tensioning. Calculation of the amount of shortening is the responsibility of the design / construction team as a whole and shall be agreed upon in a preconstruction meeting. The connections shall also accommodate typi- cal slab edge construction tolerance both inward and outward. The amount of tolerance shall be defined by the general contractor and agreed to by the cladding designer and formwork subcontractor prior to the design of the connections. The cladding shall be installed to the proper design plan location.] CONCRETE CRACK REPAIR AND MAINTENANCE PROGRAM: Concrete shrinks and continues to shrink for up to two years after construction and as a result, cracking will typically occur. These cracks do not typically impair the integrity of the structure. However, DCI recommends a one-time crack repair and maintenance program be implemented for those slabs exposed to water or chemicals. The maintenance program shall consist of: • Inspect slabs and supporting members two years after construction • Determine cracks in the structure to be repaired • Repair cracks The total length of cracking can be estimated at 0.009 feet of cracks per square feet of slab area. The owner should re- serve funds for this one time maintenance program, which is to take place two years after the completion of construction. Even though cracking is normal and most often not structurally significant, when cracking occurs during construction the contractor shall contact the Architect/Engineer for review. The contractor should budget 0.004 ft of epoxy injected crack repair per square foot of slab. STRENGTH TESTING AND ACCEPTANCE: Testing: Obtain samples and conduct tests in accordance with ACI 301 Section 1.6.3.2. Additional samples may be required to obtain concrete strengths at alternate intervals than shown below. • Cure 6 cylinders for 28 -day test age post -tensioned concrete. Test 2 cylinders at 2 or 3 days for post -tensioned concrete only, test 1 cylinder at 7 days, test 2 cylinders at 28 days, and hold 1 cylinder in reserve for use as the Engineer directs. After 56 days, unless notified by the Engineer to the contrary, the reserve cylinder may be discarded without being tested for specimens meeting 28 -day strength requirements. • The number of cylinders indicated above reference 6 by 12 in cylinders. If 4 by 8 in cylinders are to be used, additional cylinders must be cured for testing of 3 cylinders at test age per the table of mix design require- ments. Acceptance. Strength is satisfactory when: (1) The averages of all sets of 3 consecutive tests equal or exceed the specified strength. (2) No individual test falls below the specified strength by more than 500 psi. A "test" for acceptance is the average strength of two 6 by 12 in. cylinders or three 4 by 8 in. cylinders tested at the specified test age. CONCRETE PLACEMENT TOLERANCE: Conform to ACI 117-10 for concrete placement tolerance. FLOOR FLATNESS and FLOOR LEVELNESS: Minimum values of flatness, F(F) 30; and of levelness, F(L) 20; with mini- mum local values of flatness, F(F) 24; and of levelness, F(L) 15; for slabs -on -grade are required. Overall minimum val- ues of flatness, F(F) 30; with minimum local values of flatness, F(F) 24; for suspended slabs are required. Concrete slabs that will receive wood flooring shall have a minimum F(F) 35. The preceding values are minimums unless specifica- tions require higher values. Measured values shall be in accordance with ACI 117. OVER -FRAMING / STRUCTURAL FOAM FILL / RIGID INSULATION FOAM FILL: Structural foam fill / rigid insulation as shown on the drawings shall be InsulFoam GF, by InsulFoam LLC Engineered EPS, Type ASTM D6817, or approved equal. Provide in locations and thicknesses indicated on plans. Mini- mum Required Foam Properties are: Foam Type, InsulFoam EPS19; Density, 1.15 pcf; Compressive Resistance, 5.8 psi (at 1% deformation), 13.1 psi (at 5% deformation), and 16.0 psi (at 10% deformation). CONCRETE REINFORCEMENT REFERENCE STANDARDS: Conform to: (1) ACI 301-10 "Standard Specifications for Structural Concrete", Section 3 "Reinforcement and Reinforcement Sup- ports." (2) ACI SP -66(04) "ACI Detailing Manual" (3) CRSI MSP -09, 28th Edition, "Manual of Standard Practice." (4) ANSI/AWS 01.4: 2005, "Structural Welding Code - Reinforcing Steel." (5) IBC Chapter 19 -Concrete. (6) ACI 318-14 "Building Code Requirements for Structural Concrete." (7) ACI 117-10 "Specifications for Tolerances for Concrete Construction and Materials" SUBMITTALS: Conform to ACI 301 Section 3.1.1 "Submittals." Submit placing drawings showing fabrication dimensions and placement locations of reinforcement and reinforcement supports. MATERIALS: Reinforcing Bars ASTM A615, Grade 60, deformed bars. ASTM A706, Grade 60, deformed bars. .ASTM A706, Grade 80, deformed bars. Smooth Welded Wire Fabric ASTM A185 Deformed Welded Wire Fabric ASTM A497 Bar Supports CRSI MSP -09, Chapter 3 "Bar Supports." Tie Wire 16 gage or heavier, black annealed. Stud Rails ASTM A1044 Headed Deformed Bars ASTM A970 EARTHQUAKE REQUIREMENTS: Longitudinal Bars in ductile frames and shear walls and coupling beams of shear walls shall conform to ASTM A706, Grade 60 or shall conform to the following requirements: (1) Welding: Welding is not permitted except as specified in the drawings. Weld in accordance with AWS 01.4. (2) Mill Tests: Submit mill certificates indicating physical and chemical properties. (3) Yield Strength: 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 3000 psi.) (4) Ultimate Strength: The ratio of the actual tensile strength to the actual yield strength is not less than 1.25.] FABRICATION: Conform to ACI 301, Section 3.2.2. "Fabrication", and ACI SP -66 "ACI Detailing Manual." WELDING: Bars shall not be welded unless authorized. When authorized, conform to ACI 301, Section 3.2.2.2. "Welding", AWS 01.4, and provide ASTM A706, grade 60 reinforcement. PLACING: Conform to ACI 301, Section 3.3.2 "Placing." Placing tolerances shall conform to ACI 117. CONCRETE COVER: Conform to the following cover requirements unless noted otherwise in the drawings. Concrete cast against earth 3" Concrete exposed to earth or weather 2" Ties in columns and beams 1-1/2" Bars in slabs 3/4" Bars in walls %" Bars in walls (exposed) 1" Elevated PT Slab Top Reinforcing %" Uncoated Elevated PT Slab Bottom Reinforcing 2 3/8" Uncoated Beams and Drop Bands 2-3/8" to ties Uncoated -LI S: onform to 30 , Sec on 3. .2.7, plices". e er to Typical Lap Sp ice an. Deve opment Length Sched- ule" for typical reinforcement splices. "Shear Wall Reinforcing Splice Schedule" for those specific elements. Splices indi- cated on individual sheets shall control over the schedule. Mechanical connections may be used when approved by the SER. For reinforcing within the lateral system (shear walls, moment frames) and reinforcing connecting the diaphragm slab to the lateral system, mechanical splice strength is increased to develop 125 percent of the specified tensile strength of the splices bar. STUDRAILS: Where studrails are indicated on the drawings the following systems are acceptable. Studrails (also re- ferred to as punching shear resistor rails) shall conform to ASTM A1044 and be fabricated and installed in strict accord- ance with the applicable ICC -ESR report and manufacturer's instructions, using chairs provided by the manufacturer to position rails at the proper height. Submit current manufacturer's data and ICC ESR report of alternate systems to SER for approval. 1. Decon "Studrails" - ICC ESR -2494 2. Jobsite Stud Welding Punching Shear Resistor Shear Rail Assemblies - ICC ESR -3264 3. Conco Companies Headed Shear Stud (PSR) Reinforcement Assemblies - ICC ESR -3317 & 3619 FIELD BENDING: Conform to ACI 301 Section 3.3.2.8. "Field Bending or Straightening." Bar sizes #3 through #5 may be field bent cold the first time. Subsequent bends and other bar sizes require preheating. Do not twist bars. Bars shall not be bent past 45 degrees. TYPICAL CONCRETE REINFORCEMENT: Unless noted on the plans, concrete walls shall have the following minimum reinforcement. Contractor shall confirm minimum reinforcement of walls with SER prior to rebar fabrication. SHOTCRETE REFERENCE STANDARDS: Conform to: (1) IBC Section 1908 "Shotcrete", (2) ACI 506,2-13 "Specification for Shotcrete", (3) ACI 506R-16 "Guide to Shotcrete", (4) ACI 301-16 "Specifications for Structural Concrete." SUBMITTALS: Submit shop drawings for review including: (1) Proposed mix design shown below. Include data required by ACI 506.2 Sec. 1.5 "Submittals" (2) Preconstruction test panel results. After shooting, the special inspector shall submit core evaluation reports to en- sure that proper rebar encasement and nozzling techniques have been achieved. (3) Construction test specimen results. The special inspector shall submit core strength reports. MATERIALS: Conform to ACI 506.2 Sec. 2 "Materials" for Cement, Aggregate, Reinforcement, Water, Admixtures and Curing Materials. REINFORCEMENT: Conform to IBC Sec. 1908.4 "Reinforcement" and CONCRETE REINFORCEMENT section this sheet. SPLICES: Conform to IBC Sec. 1908.4.3, "Splices", for non -contact lap splices. PRECONSTRUCTION TESTS: Prepare preconstruction test panels, as defined by the SER, for each proposed mix de- sign and nozzelman in accordance with IBC Sec 1908.5 "Preconstruction Tests" and ACI 506.2 Sec. 1.6.1 "preconstruction Testing." Test panels will be cored at the most congested reinforcing and evaluated by the testing la- boratory. Each nozzelman must pass the evaluation before proceeding with the work. CONSTRUCTION TESTS: Conform to IBC Sec. 1908.10 "Strength Tests" and ACI 506.2 Sec. 1.6.2 "Construction Test- ing". Take core specimens for each 50 cu yds placed but not less than once each shift. The cores may be taken from the actual construction work or sample panels shot during the course of work. Location of cores taken from actual construc- tion work must be approved by the SER prior to commencing work. Sample panels shall be at least 12" x 12" x 7-1/4". Three cores shall be taken from each sample panel and the cores may be either fieid cured or laboratory cured. Labora- tory cured samples shall have an average strength equal to or greater than f'c with no individual sample breaking at less than 0.75 fc. Field cured samples shall have an average strength of at least 0.85 f'c with no individual samples breaking at less than 0.75 f'c. CONSTRUCTION: Conform to IBC Sec. 1908 and ACI 506.2 Sec. 3 "Execution" for Examination, Batching and Mixing, Surface Preparation, Joints, Alignment Control, Application, Finishing, Hot Weather, Cold Weather, Protection, Curing, and Tolerances. The contractor shall adhere to the following weather related precautions': • Ensure materials and surrounding air temperature maintained at minimum 40 degrees Fahrenheit prior to, during and 7 days after completion of work. • During freezing or near freezing weather, provide equipment arid cover to maintain minimum 40 degrees Fahren- heit to protect work completed or work in progress. • Suspend operations during high winds, rainy weather, or near freezing temperatures when work cannot be pro- tected INSPECTIONS & ACCEPTANCE: Conform to IBC Sec. 1908.10.3 "Acceptance Criteria." Provide "Special Inspections" during construction and "Visual Examination" when work is complete. Conform to ACI 506.2 Sec. 1.9 "Acceptance." POST -TENSIONED CONCRETE REFERE CE TANPRD RD : - _ _ _ -1 p ca s r ra nc , . es se. on e. 3 (2) ACI 423.7-14 "Specification for Unbonded Single Strand Tendon Materials" (3) PTI "Specification for Unbonded Single Strand Tendons", 2nd Edition (2000) (hereafter designated "PTI Specifica- tion"). e SUBMITTALS: Conform to ACI 301 Sec 3.1.1 "Submittals, Data, and Drawings." Submit the following items for review: (1) Coordination Drawings: Submit drawings showing size and location of all slab penetrations, blockouts, conduit, embeds and other items which may affect tendon placement. (2) Shop Drawings. Submit shop drawings in accordance with ACI 301 Sec. 9.1.2.1 "Drawings." include the following information: tendon support heights and chair sizes; location and profile of tendons throughout their length; size, location, details, materials and stress grade (where applicable) of tendons and accessories, including anchorages, stressing pockets, and couplers; jack clearances; jacking procedures; stressing sequence; initial tensioning forces, tendon elongation; details of reinforcing steel to prevent bursting and spelling; tendon trimming procedures and details or capping procedure; duct properties including size, material, thickness and support spacing. PT shop drawings shall be stamped by a structural engineer registered in the State of Washington. Stressing Records: Conform to PTI Specification Sec.1.5.7 "Stressing Records." Submit for review. The special inspector shall complete all stressing records. (4) Mill Test Reports: Conform to PTI Specification Sec. 1.5.1. Provide certified mill test reports for each coil or pack of strand. Contractor shall keep reports on file for duration of project. Anchorages and Couplers: Conform to PTI Specification Sec. 1.5.2. Contractor to keep reports on file for the du- ration of the project. (6) Sheathing and P -T Coating: Conform to PTI Specification Sec. 1.5.3 and 1.5.4. Contractor to keep reports on file for the duration of the project. Calculations: Submit calculations prepared by a SSE indicating: the force provided, the specified prestressing loss- es, the final working stresses and the stressing sequence. The design shown in the drawings is based on a final effective force in each tendon of 26.8 kips. (3) (5) (7) POST -TENSIONING MATERIALS: (1) Strand: ASTM A416, Grade 270, 1/2" diameter, low relaxation type. Conform to PTI Specification Sec. 2.1 "Prestressing Steel." Strands shall originate from a PTI certified plant. (2) Sheathing: Conform to PTI Specification Sec. 2.3 "Sheathing," including section 2.3.5 "Aggressive Environments." (3) Anchorages & Couplers: Conform to PTI Specification. Sec. 2.2 "Anchorages and Couplers", including Sec. 2.2.6 "Anchorages and Couplers in Aggressive Environments." Provide grease caps for all anchorages at all stressing ends. Tendon anchorages and couplings shall be designed to develop static and dynamic strength requirements of Section 2.2.1.1 and Section 2.2.1.2. Castings shall be nonporous and free of sand, blow holes, voids, and other defects. Provision shall be made for plastic cap to fit tightly and seal barred end on stressing side of anchor. Bear- ing side of anchor casting shall have provision for plastic sleeve, which shall prevent moisture leaks into anchor casting or tendon sheathing. For wedge type anchorages, wedge grippers shall be designed to precluded prema- ture failure of prestressing steel due to notch or pinching effects under static and dynamic test load conditions per Section 2.2.3, for low relaxation prestressing steel materials. Component parts from different manufacturers shall not be used without substantiating test data. (4) Repair Tape: Conform to PTI Specification Section 3.2.5. (5) Anchor Cap: Grease caps and clear/translucent greased trumpets (or the zero void system by General Technolo- gies Incorporated (GTI) or approved equivalent) at the P -T anchors shall be used to provide watertight connections between the P -T sheathing and anchors. (a) Stressing End: Plastic cap shall fit tightly, covering stressing end of barrel and wedges, and shall be fitted with sealing device. Cap shall allow minimum 1-1/4" protrusion of strand beyond wedges. (b) Intermediate Stressing Ends: Plastic cap similar to above shall be used with exception that cap shall be open to allow passage of strand with minimum %" chimney extension of cap. (c) Coating Material: Wedge area and plastic cap shall be completely filled with same grease used along length of strand. (6) Sleeve and Grommet: A grease filled plastic sleeve shall be used on bearing side of anchor casting which will pre- vent moisture leaks into anchor casting or tendon sheathing. Plastic sleeve shall be minimum 10" long. A grommet shall be used at stressing ends, split grommet at intermediate stressing points, to prevent moisture leaks into an- chor casting or tendon sheathing. CORROSION INHIBITING COATING: Conform to PTI Specification Sec. 2.4 "P -T Coating." OTHER MATERIALS: Conform to notes for CAST -IN-PLACE CONCRETE and CONCRETE REINFORCEMENT sec- tions, except all admixtures shall be chloride free unless approved by the Engineer. PRE -CONSTRUCTION MEETING: The contractor shall arrange a pre -construction meeting. The contractor, structural engineer -of -record, subcontractors involved with the post -tensioning work, representatives of the AHJ and representa- tives of the special inspection agency shall attend this meeting. HANDLING, STORAGE, SHIPPING: Conform to PTI Specification Sec. 1.6.2 and 1.7. INSTALLATION REQUIREMENTS: Conform to PTI Specification Sec.3.2 "Tendon Installation." (1) DRAPES: Place tendons parabolic between supports and conform to controlling points shown on the drawings unless noted. Dimensions shown on drawings locate the Center of Gravity (c.g.) of the tendon from the bottom of the slab or beam. Low points are at mid -span unless noted otherwise. (2) SUPPORTS: Tendons shall be firmly supported at intervals not to exceed 4 ft. to prevent displacement during plac- ing of concrete. (3) TENDON BUNDLES: Twisting or entwining of individual strands within the bundle is not permitted. (4) TOLERANCES: Vertical deviations in tendon location shall not exceed the following nor maximum cover devia- tions per ACI 117: a. ± 1/4" for member thickness less than 8" b. ± 3/8" for member dimensions from 8" to 24" c. ± 1/2" for member dimensions more than 24" SHEATHING REPAIR: Conform to PTI Specification Sec. 3.2.5 "Sheathing Inspection." (1) Restore tendon grease coating in damaged area and 2 inches beyond each end of damage. (2) Place piece of longitudinally split tubing around greased tendon. Split tubing overlap shall be on opposite side of sheathing tear. Length of split tubing shall extend past damaged area 3 inches at each end. Alternatively, use two pieces of overlapping slit sheathing. Align slits on opposite sides of tendon from each other. (3) Tape entire length of repaired area, spirally wrapping tape around repair to provide at least two layers of tape. Taping shall overlap repaired area by 3 inches at each end. Before taping, repair area shall be dry and free of grease. CONCRETE PLACEMENT: Conform to PTI Specification Sec. 3.3. TENDON STRESSING: Conform to PTI Specification Sec. 3.4 "Tendon Stressing." SCHEDULE: Stressing shall be performed within 96 hours of concrete placement unless approved by the Engineer. SEQUENCE: Stress temperature tendons first, followed by uniformly distributed tendons, additional slab tendons, and then beam or banded tendons. SHORING: Shoring shall remain in place until tendons are stressed. Shoring at closure strips and pour strips shall re- main in place until concrete placed in closure strip has attained design strength, unless noted otherwise on plan. RESHORING: When reshoring is required, reference "DEFERRED SUBMITTALS" above in these notes. CONCRETE STRENGTH: Compressive strength of the slab shall be not less than 3000 psi at time of stressing as de- termined by a testing laboratory. STRESSING JACKS: Conform to PTI Specification Sec. 3.4.1.3 "Stressing Jacks" and Sec 3.4.2 "Jack Calibration." Provide calibration certificates with each jack. Contractor shall keep certificates on file for duration of project. ELONGATIONS: Conform to PTI Specification Sec. 3.4.3 "Elongation Measurements." Measured elongations shall agree with calculated values within ±7%. Discrepancies exceeding 7% shall be resolved with the Engineer prior to cut- ting and capping the tendons. TENDON FORCES: Forces during and after stressing shall meet the following criteria: Maximum Force at Jacking 33.0 KIPS Maximum Force at Anchoring 28.9 KIPS Minimum Final Effective Force 26.8 KIPS TENDON FINISHING: Conform to PTI Specification Sec. 3.5 'Tendon Finishing." Finishing shall be completed within 3 days of acceptance of stressing records. CUTTING APPROVAL: Excess strand shall not be cut without approval of the Engineer. Transmit complete stressing reports to DCI as soon as possible after stressing has been completed. DCI will promptly review and indicate if cutting of tendons is acceptable. If all tendons are within tolerance, the contractor may cut excess strand at their own risk be- fore DCI approval is received. Basic elongation tolerance is ±7% from calculated. Out of tolerance tendons will be ap- proved by the EOR on a case by case basis. CUTTING: Conform to PTI Specification Sec. 3.5.1 "General." Tendons may be cut by means of oxyacetylene torch, abrasive wheel or hydraulic shears. When using oxyacetylene cutting do not direct flame toward wedges. Strand length protruding beyond the wedges after cutting shall be between 1/2" and W. COATING & CAPPING: Conform to PTI Specification Sec. 3.5.2 "Aggressive Environments." Install the grease -filled plastic caps as soon as possible. STRESSING POCKETS: Conform to PTI Spec. Sec. 3.5.3 "Stressing Pockets." (1) Preparation: Clean the inside surfaces of the pocket to remove laitance and grease. Coat inside surfaces with a resin bonding agent after cleaning at the contractor's discretion. (2) Filling: Fill pockets with non-metallic non -shrink grout. Grout shall not contain chlorides or other chemicals delete- rious to the prestressing steel. EMBEDS AND FASTENERS: Embeds and inserts for support of all non-structural elements, mechanical and other equipment shall be cast into the slab. Drilled or powder -driven fasteners will not be permitted except as noted below. Immediately before concrete is placed, the position of tendons shall be marked on the forms with a material which leaves a physical impression on the underside of the slab. Congested areas shall be entirely marked off. Contractor's proposed method of marking tendons shall be submitted and reviewed by the SER and architect before starting con- struction. Note: there may be areas where marking of the slab is not allowed for architectural and or concrete cover reasons. Drilled -in concrete anchors and powder -driven fasteners shall be placed a minimum distance equal to the slab thickness away from marked tendon locations. No anchors or fasteners shall be placed within a distance of five times the slab thickness from the face of any column. Exception: Powder -driven fasteners with 5/8 -inch maximum embedment may be installed at any location on the slab. No reinforcing steel, concrete, or post -tensioning tendons shall be damaged by anchors or fasteners. BRICK VENEER REFERENCE STANDARDS: Conform to: 1) IBC Chapter 14 "Exterior Walls." 2) TMS 402-13/ACI 530-13/ASCE 5-13 "Building Code Requirements for Masonry Structures.", Chapter 12 "Veneer" Herein referenced as MSJC. 3) TMS 602-13/ACI 530.1-13/ASCE 6-13 "Specification for Masonry Structures." Herein referenced as MSJC.1. SUBMITTALS: Submit product specific information on anchor size, type and capacities with corresponding ICC -ESR reports regarding wire ties, sheet metal connector pieces, screws, and expansion anchors to the Architect/Engineer for review. MATERIALS: 1) BRICK VENEER: Conform to ASTM C216 "Standard Specification for Facing Brick (Solid Masonry Units Made from Clay or Shale)", Grade MW. 2) Mortar: Conform to ASTM C270, Type S, and IBC Section 2103.2 "Mortar." 3) JOINT REINFORCING: Conforms to ASTM A951 "Standard Specification for Steel Wire for Masonry Joint Re- inforcement". All joint reinforcing shall be hot dip galvanized. 4) ANCHORS: Anchor ties shall be the Hohmann & Barnard seismic anchors. Anchor ties shall be adjustable two- piece anchors made of 14 gage or 12 gage galvanized metal and/or W2.8 (3/16" diameter) galvanized wire that shall be engineered to attach: • to the face of Masonry or concrete with a 1/4" expansion bolt or screw anchor for concrete or masonry em- bedded 2" minimum into the concrete or masonry, • to steel stud with two #12 (0.209" diameter) screws per anchor. • to wood stud with two #9 (0.177" diameter) screws per anchor embedded at least 1 %" into the wood stud. • or at channel slot anchor assemblies with a 305 Dovetail Anchor Slot embedded in the concrete and a 303 SV Seismic Notch Dovetail Anchor. All parts of the veneer anchorage system shall be fabricated of similar metals with similar coatings to reduce the possi- bility of galvanic corrosion occurring. Brick veneer in Seismic Design Category A, B, and C and all brick veneer not laid in a running bond pattem shall have continuous joint reinforcing of W1.7 (0.148" diameter) wires at a maximum vertical spacing of 20"oc. Lap wires 10" at splices. Brick veneer in Seismic Design Category D, E and F and all brick veneer not laid in a running bond pattern shall have continuous joint reinforcing of W1.7 (0.148" diameter) wires at a maximum vertical spacing of 16"oc. Lap wires 10" at splices. Pintle anchors shall have at least two pintle legs of wire size W2.8 (3/16" diameter) each and shall have an offset not exceeding 1/2" from the horizontal plane of the plate anchored to the structure. Anchors in Seismic Design Category D, E and F shall have a positive mechanical connection to the continuous wire joint reinforcing in the veneer. Both wire and sheet -metal anchors shall extend into the veneer a minimum of 1W and shall have a minimum of 5/8" mortar cover on the outside face. All anchors shall adjust 1-%" up or down to allow for different course heights and shall allow at least W horizontal in - plane and 3/4" vertical in -plane movement to accommodate expansion, contraction, shrinkage and other movement. Coordinate expansion joint locations with the architect prior to erection. Typically, expansion joints should be installed at 24" from comers on one side of the comer, at intersecting walls, at changes in wall height, at changes in wall thickness and at 20' maximum on center. CONSTRUCTION OVER STUDS: When applied over wood or metal stud construction, the studs shall be spaced a maximum of 16 inches on centers and approved paper shall first be applied over the sheathing or wires between studs except as otherwise provided in IBC Sections 1402-1405. An air space of at least 1-2 inch should be maintained be- tween the backing and the veneer. The air space must be kept free and clear of debris and mortar droppings. POST -INSTALLED ANCHORS (INTO CONCRETE AND MASONRY) REFERENCE STANDARDS: Conform to: 1) IBC Chapter 19 "Concrete" 2) ACI 318-11 "Building Code Requirements for Structural Concrete" 3) IBC Chapter 21 "Masonry" 4) ACI 530-11/ASCE 5-11/TMS402-11 "Building Code Requirements for Masonry Structures": - - POST -INSTALLED ANCHORS: Install only where specifically shown in the details or allowea by SER. All post -Installed anchors types and locations shall be approved by the SER and shall have a current ICC -Evaluation Service Report that provides relevant design values necessary to validate the available strength exceeds the required strength. Submit cur- rent manufacturer's data and ICC ESR report to SER for approval regardless of whether or not it is a pre -approved an- chor. Anchors shall be installed in strict accordance to ICC -ESR and the manufacturer's printed installation instructions (MPII) in conjunction with edge distance, spacing and embedment depth as indicated on the drawings. The contractor shall arrange for a manufacturer's field representative to provide installation training for all products to be used, prior to the commencement of work. Only trained installer shall perform post installed anchor installation. A record of training shall be kept on site and be made available to the SER as requested. Adhesive anchors installed in horizontally or up- wardly inclined orientation shall be performed by a certified adhesive anchor installer (AAI) as certified through ACl/ CRSI or approved equivalent. Proof of current certification shall be submitted to the engineer for approval prior to com- mencement of installation. No reinforcing bars shall be damaged during installation of post -installed anchors. Special inspection shall be per the TESTS and INSPECTIONS section. Anchor type, diameter and embedment shall be as indi- cated on drawings. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 17 2018 City of Tukwila BUILDING DIVISION P. "3 A t1C-_2) ,.., h' -'4,.a ARCHITECTURE URBAN R URAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license -0 • CROke- eQe • a voi • ..7,,,,% -,..:•::-. -., 0 314 consuttant logo RA Rights Reserved in whole Inc. ds unauthorized se L or DC enGneeR 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455-4448 www.dci-engineers.com c ivi L. i TFs1-J C-1-1-3 @ Copyright 10/2617 D'Amato Conversano Inc. All This document, and the ideas and designs may not be reused, in part, without written permission from D'Amato Conversano D'Arnato Comersano Inc. dWclaims any responsibility for use. project name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 98188 key plan submittals/revisions BUILDING PERMIT SET 10.31.17 FOUNDATION ONLY PERMIT F1 12.06.17 STRUCTURAL RESUBMITTAL S1 12.18.17 STRUCTURAL RESUBMITTAL S2 01.10.18 STRUCTURAL BID SET All\ 02.02.18 BP COORDINATION 2 / 100% CD SET 03.09.18 ISSUED FOR CONSTRUCTION SET /'\\ 06.15.18 drawing title GENERAL NOTES drawing information DATE 12.06.17 SCALE DRAWN BSD JOB # 17041-0175 copyright © 2016 Urbal Architecture, PLLC Urbal Architecture, PLLC reserves common law copyright and other property rights in this document All drawn and written information incorporated herein, is an instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. sheet number S 0 e 02 1. ADHESIVE ANCHORS: The following Adhesive -type anchoring systems have been used in the design and shall be used for anchorage to CONCRETE as applicable and in accordance with corresponding current ICC ESR report. Reference the corresponding ICC ESR report for required minimum age of concrete, concrete temperature range, moisture condition, light weight concrete, and hole drilling and preparation require- ments. Drilled -in anchor embedment lengths shall be as shown on drawings, or not less than 7 times the anchor nominal diameter (7D). Adhesive anchors are to be installed in concrete aged a minimum of 21 days, unless otherwise specified in the ICC ESR report. a. HILTI "HIT-HY 200" — ICC ESR -3187 for anchorage to CONCRETE with embedment depth less than or equal to 20 bar diameters b. HILTI "HIT -RE 500 V3" — ICC ESR -3814 for anchorage to CONCRETE with any embedment depth c. SIMPSON "SET -XP" — ICC ESR 2508 for anchorage to CONCRETE, IAPMO 265 for anchorage to MASONRY d. SIMPSON "SET" — ICC ESR -1772 for anchorage to UNREINFORCED MASONRY Only 2. EXPANSION ANCHORS: The following Expansion type anchors are pre -approved for anchorage to CON- CRETE or MASONRY in accordance with corresponding current iCC ESR report: a. HILTI "KWIK BOLT TZ" — ICC ESR -1917 for anchorage to CONCRETE Only b. SIMPSON "STRONG -BOLT 2" — ICC ESR -3037 for anchorage to CONCRETE Only 3. SCREW ANCHORS: The following Screw type anchor is pre -approved for anchorage to CONCRETE or MA- SONRY in accordance with corresponding current ICC ESR report: a. SIMPSON "TiTEN HD" — ICC ESR -2713 for CONCRETE Only and ICC ESR -1056 for MASONRY Only b. HILTI "KWIK HUS -EZ" — ICC ESR -3027 for anchorage to CONCRETE Only STRUCTURAL STEEL REFERENCE STANDARDS: Conform to: 1) IBC Chapter 22 — "Steel" 2) ANSI/AISC 303-10 "Code of Standard Practice for Steel Buildings & Bridges" 3) AISC - "Manual of Steel Construction", Fourteenth Edition (2010) 4) ANSI/AISC 360-10 — "Specification for Structural Steel Buildings" 5) AWS D1.1:2010 — "Structural Welding Code — Steel" 6) 2009 RCSC — "Specification for Structural Joints using High -Strength Bolts" SUBMITTALS: Submit the following documents to the SER for review: (1) SHOP DRAWINGS complying with AISC 360 Sections Mland N3 and AISC 303 Section 4. (2) ERECTION DRAWINGS complying AISC 360 Sections M1and N3 and AISC 303 Section 4. Make copies of the following documents "Available upon Request" to the SER or Owner's Inspection Agency in electronic or printed form prior to fabrication per AISC 360 Section N3.2 requirements: (1) Fabricator's written Quality Control Manual that includes, as a minimum: a. Material Control Procedures b. inspection Procedures c. Non-conformance Procedures (2) Steel & Anchor Rod suppliers' Material Test Reports (MTR's) indicating the compliance with specifications. (3) Fastener manufacturer's Certification documenting conformance with the specification. (4) Filler metal manufacturer's product data for SMAW, FCAW and GMAW indicating: a. Product specification compliance b. Recommended welding parameters c. Recommended storage and exposure requirements including baking d. Limitations of use (5) Welded Headed (Shear) Stud Anchors Manufacturer's certification indicating the meet specifications. (6) Weld Procedure Specifications (WPS's) for shop and field welding. (7) Manufacturer's Certificates of Conformance for electrodes, fluxes and gases (welding consumables). (8) Procedure Qualification Records (PQR's) for WPSts that are not prequalified in accordance with AWS. (9) Welding personnel Performance Qualification Records (WPQR) and continuity records conforming to AWS standards and WABO standards as applicable for Washington State projects. MATERIALS: Structural steel materials shall conform to materials and requirements listed in AISC 360 section A3 including, but not limited to: Wide Flange (W), Tee (WT) Shapes ASTM A992 Fy = 50 ksi Channel (C) & Angle (L) Shapes ASTM A36, Fy = 36 ksi Structural Plate (PL) ASTM A36, Fy = 36 ksi Hollow Structural Section — Square/Rect (HSS)ASTM A500, Grade B Fy = 46 ksi High Strength, Heavy Hex Structural Bolts ASTM A325/F1852, Type 1 or 3, Plain Heavy Hex Nuts ASTM A563, Grade and Finish per RCSC Table 2.1 Washers (Hardened Flat or Beveled) ASTM F436, Grade and Finish per RCSC Table 2.1 Anchor Rods (Anchor Bolts, typical) ASTM F1554, Gr. 36 Welded Headed (shear) Stud Anchors ASTM A108 — Nelson/TRW S3L Welded Headed Stud (WHS) Anchors . ASTM A108 — Nelson/TRW H4L Dowel Bar Anchors (DBA) ASTM A496 — Nelson/TRW D2L, Fy = 70 ksi STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS: 1) 2) 3) 4) 5) 6) 7) a) 9) ASTM A325 -N bolts — "threads NOT excluded in the shear plane". High-strength bolted joints have been designed as "BEARING" connections. Provide ASTM Bolt Grade and Type as specified in the Materials section above. Provide Washers over outer ply of slotted holes and oversize holes per RCSC Table 6.1. Provide Nut and Washer grades, types and finishes conforming to RCSC specification Table 2.1. Provide fastener assemblies from a single supplier. Joint Types shall be: a. ST - "Snug Tight", for typical beam end "shear" connections, unless noted otherwise. b. SC - "Slip Critical", where specifically indicated. Provide with Class A Faying surface. Install bolts in joints in accordance with the RCSC Specification Section 8 and Table 4.1. Inspection is per RCSC Section 9. ANCHORAGE to CONCRETE: 1) SHEAR STUDS on STEEL BEAMS for COMPOSITE CONSTRUCTION: Headed Shear Studs welded to tops of Wide Flange Beams, shall be 3/4" diameter WHS with nominal stud lengths as indicated. Unless noted otherwise, minimum shear std heightequal tothe (metal deck depth + 1 1/2") anda maximum shear stud height that allows for 1/2" of concrete cover over the stud. 2) EMBEDDED STEEL PLATES for Anchorage to Concrete: Plates (PL) embedded in concrete with studs (WHS) or dowel bar anchors (DBA) shall be of the sizes and lengths as indicated on the plans with minimum 1/2" dia. WHS x 6" long but provide not less than 3/4" interior cover or 1 1/2" exterior cover to the opposite face of concrete, unless noted otherwise. 3) COLUMN ANCHOR RODS and BASE PLATES: All columns (vertical member assemblies weighing over 300 pounds) shall be provided with a minimum of four 3/4" diameter anchor rods. Column base plates shall be at least %" thick, unless noted otherwise. Cast -in-place anchor rods shall be provided unless otherwise approved by the Engineer. Unless noted otherwise, embedment of cast -in-place anchor rods shall be 12 times the anchor diameter (12D). FABRICATION: 1) Conform to AISC 360 Section M2 "Fabrication" and. AISC 303 Section 6 "Shop Fabrication". 2) Quality Control (QC) shall conform to: a. AISC 360 Chapter N "Quality Control and Quality Assurance" and b. AISC 303 Section 8 "Quality Control". c. Fabricator and Erector shall establish and maintain written Quality Control (QC) procedures per AISC 360 section N3. d. Fabricator shall perform self -inspections per AISC 360 section N5 to ensure that their work is performed in accordance with Code of Standard Practice, the AISC Specification, Contract Documents and the Ap- plicable Building Code. e. QC inspections may be coordinated with Quality Assurance inspections per Section N5.3 where fabrica- tors QA procedures provide the necessary basis for material control, inspection, and control of the work- manship expected by the Special Inspector. WELDING: 1) Welding shall conform to AWS D1.1 with Prequalified Welding Processes except as modified by AISC 360 sec- tion J2 and AISC 341 as applicable. Welders shall be qualified in accordance with AWS D1.1 WABO, require- ments. 2) Use 70ksi strength, low -hydrogen type electrodes (E7018) or E71T as appropriate for the process selected. 3) Welding of high strength anchor rods is prohibited unless approved by Engineer. 4) Welding of headed stud anchors shall be in accordance with AWS 01.1 Chapter 7 "Stud Welding". ERECTION: 1) Conform to AISC 360 Section M4 "Erection" and AISC 303 Section 7 "Erection". 2) Conform to AISC 360 Chapter N "Quality Control and Quality Assurance" and AISC 303 Section 8. a. The Erector shall maintain detailed erection quality control procedures that ensure that the work is per- formed in accordance with these requirements and the Contract Documents. 3) Steel work shall be carried up true and plumb within the limits defined in AISC 303 Section 7.13. 4) High strength bolting shall comply with the RCSC requirements including RCSC Section 7.2 "Required Testing", as applicable and AISC 360 Chapter J, Section M2.5 and Section N5.6. 5) Welding of HEADED STUD ANCHORS shall be in accordance with AWS D1.1 Chapter 7 "Stud Welding. 6) Provide Headed (Shear) Stud Anchors welded through the metal deck to tops of beams denoted in plans. 7) The contractor shall provide temporary bracing and safety protection required by AISC 360 Section M4.2 and AISC 303 Section 7.10 and 7.11. PROTECTIVE COATING REQUIREMENTS: 1) SHOP PAINTING: Conform to AISC 360 Section M3 and AISC 303 Section 6.5 unless otherwise specified by the project Architect. 2) INTERIOR STEEL: a. Unless noted otherwise, do not paint any of the steel surfaces meeting the following conditions: • Concealed by the interior building finishes, • Fireproofed, • Embedded in concrete, • Specially prepared as a "faying surface" for Type -SC "slip -critical" connections including bolted connec- tions that form a part of the Seismic Force Resisting System governed by AISC 341 unless the coating conforms to requirements of the RCSC Bolt Specification and is approved by the Engineer. • Welded; if area requires painting, do not paint until after weld inspections and non-destructive testing requirement, if any, are satisfied. b. Interior steel, exposed to view, shall be painted with one coat of shop primer unless otherwise indicated in the project specifications. Field touch-ups to match the finish coat or as otherwise indicated per project Archi- tect. 3) EXTERIOR STEEL: Exposed exterior steel shall be protected by either: a. Paint with an exterior multi -coat system as per the project Architect. Field touch-up painting shall be per the project Architect. b. Galvanizing: Unless protected with a paint system, exposed steel (outside the building envelope) shall be hot -dipped galvanized, where noted on the plans or otherwise indicated by the finishes specified by the Archi- tect. Apply field touch-ups per project Architect. 4) Steel need not be primed or painted unless noted otherwise on the drawings or in the project Architect. Conform to AISC 360 Section M3 and AISC 303 Section 6.5 unless a multi -coat system is required per the project specifi- cations. COLD -FORMED STEEL FRAMING REFERENCE STANDARDS: Conform to: (1) AIS S100-12 "North American Specification for the Design of Cold -Formed Steel Structural Members" (2) AIS S200-12 "North American Standard for Cold Formed Steel Framing — General Provisions" (3) AIS S210-07 "North American Standard for Cold Formed Steel Framing — Floor and Roof System Design" (4) AIS S211/07/S1-12 "North American Standard for Cold Formed Steel Framing — Wall Stud Design" (5) AIS S212 -07/S1-12 "North American Standard for Cold Formed Steel Framing — Header Design" (6) AIS S213 -07/S1-09 "North American Standard for Cold Formed Steel Framing — Lateral Design" (7) AIS S214-12 "North American Standard for Cold Formed Steel Framing — Truss Design" (8) AiS S220-11 "North American Standard for Cold Formed Steel Framing — Nonstructural Members" (9) AWWC "Wall and Ceiling Standards" Sec. 9.8 "Exterior Steel Studs Wall Systems." (10)AWS D1.3 "Structural Welding Code - Sheet Steel." MATERIALS: Structural Sections Sheet Metal Screws Fasteners to Steel Fasteners to Concrete Weld Material 54, 68 and 97 -mil; ASTM A653, SS Grade 50 or ASTM A1003 Grade 50, Min Fy=50 KSI 33 and 43 -mil; ASTM A653, SS Grade 33, or ASTM A1003 Grade 33, Min Fy=33 KSI Grabber or Buildex Self -Drilling, #10 screws unless noted otherwise on drawings; ASTM C1513 or SER approved alternate Hilti X -U Power Actuated Fasteners — ICC ESR -2269 Hilti X -U Power Actuated Fasteners with 1/4" embedment— ICC ESR -2269 E60XX electrodes conforming to AWS D1.3 Studs and Track shall be galvanized in accordance with ASTM A653, G60, unless in contact with pressure treated wood. If in contact with pressure treated wood, use G90 or greater coatings. Fastenings not shown on the drawings shall be as recommended by the manufacturer. SIZE AND PROFILE: Cold -formed steel framing members shall be as specified in the Steel Stud Manufacturer's Associ- ation ICC Evaluation Report ESR -3064P and of the size and profile as shown on the drawings. Alternate members equiv- alent in shape, size, and strength by manufacturers not members of the Steel Stud Manufacturer's Association shall be subject to review and approval by the Architect/ Engineer. CONNECTORS and FASTENERS: Connectors shall be installed per the manufacturer's instructions. All screws shall be snug with the steel surface and shall penetrate into steel studs by a minimum of three exposed threads. Connections shall not be stripped. Screws shall be installed a minimum of 318" from steel edges and with no less than 3/4" o.c. spac- ing. When fastening to steel, Powder Actuated Fasteners shall be installed a minimum of 1/2" from steel edges and with no less than 1" o.c. spacing. When fastening to concrete, Powder Actuated Fasteners shall be installed a minimum of 3" from concrete edges and with no less than 4" o.c. spacing. Powder Actuated Fasteners shall not be used for hanging applications. FULL -HEIGHT NON -LOAD-BEARING STUD WALLS: Full height stud walls shall be attached to concrete slabs above with deflection track to allow for differential vertical floor deflections under live loads. Maintain 3/4ff gap between top of studs and slab unless noted otherwise on plan. MEMBER CONDITION: All structural cold -formed framing members must be in good condition. Damaged members, members with cracking in the steel at the bend radius locations, and members with significant red rusting or scaling of the protective coating are unacceptable and must be replaced, unless approved by the SER. Members not meeting tol- erances listed below shall be replaced prior to loading. ERECTION and TOLERANCES: Cold -formed steel framing shall be erected true and plumb per the requirements and within the specified tolerances listed below. For purposes of this section, camber is defined as the deviation from straightness of a member or any portion of a member with respect to its major axis, and sweep is defined as the devia- tion from straightness of a member or any portion of a member with respect to its minor axis. ■ For joists, track, and axial load bearing studs, out of plumbness and out of straightness (camber and sweep) shall not exceed 111000th of the member length (1/8" over 10'-0"). ▪ Erect framing in accordance with manufacturer's instructions. • Studs shall seat into top and bottom tracks. The gap between the end of the stud and the web of the track shall not exceed 1/16" for axial load bearing studs. • Joists and end stiffeners shall be located directly over studs. The use of a wall top track as a load distribution member is not permitted. FIELD CUTS AND NOTCHES: Field cuts and notches of any kind (including widening pre -punched holes) are NOT al- lowed in any structural cold -formed steel member without prior approval from SER. PERMANENT WALL BRACING AND BRIDGING: Double flat strap or channel bridging as specified on the structural drawings shall be installed at 4'-0" oc maximum unless noted otherwise on the plan notes or bridging details and con- nected prior to loading studs. Bridging anchorage design to be based on "All Steel Design" (mechanically braced) or "Sheathing Braced Design" per AISI S211. TEMPORARY BRACING: Reference "Temporary Shoring, Bracing" in the "General Requirements" section above. STEEL STAIRS REFERENCE STANDARDS: Conform to: 1) IBC Chapter 10 — "Means of Egress", IBC Table 1607.1 2) NAAMM — "Metals Stairs Manual" 3) ANSI/RISC 360-10 — "Specification for Structural Steel Buildings" 4) AISI S100-12 — "North American Specification for the Design of Cold -Formed Steel Structural Members" 5) AWS D1.1:2010 - `Structural Welding Code - Steel" 6) AWS D1.3:2008 - "Structural Welding Code - Sheet Steel" SUBMITTALS: Steel stairs are to be prepared by a SSE. Reference DEFINITIONS and DEFERRED SUBMITTALS above. Submit structural calculations and shop drawings (component design drawings) stamped by a professional Struc- tural Engineer registered in the state of Washington. MATERIALS: Structural WF Shapes ASTM A992 Steel Channels, Angles, Plates & Bar ASTM A36 Steel Rod ASTM A36 or A3or Bolts ASTM A325N A307, Welds, Structural Steel AWS D1.1 Welded Headed Studs (WHS) ASTM A108, AWS D1.1 STRUCTURAL REQUIREMENTS: (1) Scope: Include treads, risers, stringers, landings, railings and all connections including connections to the primary structure unless noted otherwise. All inserts required for attachment to the primary structure shall be designed and provided by the stair supplier. (2) Loads: Stair treads shall be designed for 100 PSF live load or a 300 lb. concentrated load placed to produce maxi- mum stress, whichever controls. Stringers and landings shall be designed for 100 PSF live load. Live load deflec- tion shall not exceed 1/360 of the span. The stair assembly and attachment to the main structure shall be de- signed for lateral loads per IBC Chapter 16. (3) Railings: The completed handrail, guardrail, and supporting structure and their connections shall be designed to resist loads as specified in IBC Section 1607.8. ARCHITECTURAL REQUIREMENTS: Conform to shape and configuration shown on the architectural drawings. Consult the project specifications for additional information. All steel shall be painted per project Architect with one coat of stand- ard shop primer unless noted otherwise on the drawings or in the specifications. WOOD FRAMING REFERENCE STANDARDS: Conform to: (1) IBC Chapter 23 "WOOD" (2) NDS - "2015 National Design Specification (NDS) for Wood Construction" (3) ANSI/AF&PA — SDPWA-15: Special Design Provisions for Wind and Seismic (4) APA D510C-12 Plywood Design Specification (5) APA Report TT -045B "Minimum Nail Penetration for Wood Structural Panel Connections Subject to Lateral Loads" SUBMITTALS: Submit shop drawings to the Architect/Engineer for review. Shop drawings shall include member size, spacing, camber, material type, grade, shop and field assembly details and connections, types and location of bolts and other fasteners. Supply shop drawings for the following: (1) Glued laminated members (2) PSL members (3) LSL members (4) Parallel Wood I Joists (Solid web -wood joists) (5) Panelized wood walls & connection details (6) Wood Tie -Down Systems DEFERRED SUBMITTALS: Submit product data and proof of ICC approval for framing members and fasteners that have been designed by others. Submit calculations prepared by the SSE in the state of Washington for all members and con- nections designed by others along with shop drawings. All necessary bridging, blocking, blocking panels and web stiffen- ers shall be detailed and furnished by the supplier. Temporary and permanent bridging shall be installed in conformance with the manufacturer's specifications. Deflection limits shall be as noted under DEFFERRED SUBMITTLALS section specific details. Products included are: • Solid web wood joists (I joists) • Wood Tie Down Systems: Continuous rod hold-down systems, with take-up devices, shall be as speci- fied. Take-up devices are required at each framing level. Additional framing members shall be provided per the system requirements. Refer to details and loading on the structural drawings. IDENTIFICATION: All sawn lumber and pre -manufactured wood products shall be identified by the grade mark or a cer- tificate of inspection issued by the certifying agency. MATERIALS: • Sawn Lumber: Conform to grading rules of WWPA, WCLIB or NLGA and Table below. Finger jointed studs ac- ceptable at interior walls only. TABLE of SOLID SAWN LUMBER Member Use Size Species Grade Wall Stud 2x4, 2x6 Doug Fir Larch No. 2 Sill Plate 2x4, 3x4, 2x6, 3x6 PT Doug Fir Larch No. 2 Post 4x6, 4x8 Doug Fir Larch No. 2 Floor or Roof Joist 2x6 through 2x12 Doug Fir Larch No. 2 Post or Timber 6x6, 6x8 Doug -Fir Larch No. 1 • Wood Structural Sheathing (Plywood): Wood APA -rated structural sheathing includes: all veneer plywood, oriented strand board, waferboard, particleboard, T1-11 siding, and composites of veneer and wood based material with T&G joint. Architect may disallow OSB. Confirm with Architect. Conform to "Construction and Industrial Ply- wood" based on Product Standard PS 1-09 by the U.S. Dept. of Commerce, and "Performance Standard for Wood - Based Structural -Use Panels" based on Product Standard PS 2-10 by the U.S. Dept. of Commerce and "Plywood Design Specification" based on APA D510C-12 by the American Plywood Association. Unless noted otherwise, sheathing shall comply with the following table: TABLE of SHEATHING - Use, Minimum Thickness and Minimum APA Rating Location Thickness Span Rating Plywood Grade Exposure Floor 23/32" T&G 24 OC STURD-I-FLOOR 1 Walls 15/32" 32/16 C -D 1 Roof 19/32" 40/20 C -D 1 Unless noted otherwise on drawings, install roof and floor panels with long dimension across supports and with panel continuous over two or more spans. End joints shall occur over supports. • Timber Connectors: Shall be "Strong Tie" by Simpson Company as specified in their latest catalog. Alternate con- nectors by other manufacturers may be substituted provided they have current ICC approval for equivalent or greater load capacities and are reviewed and approved by the SER prior to ordering. Connectors shall be installed per the manufacturer's instructions. Where connector straps connect two members, place one-half of the nails or bolts in each member. Where straps are used as hold-downs, nail straps to wood framing just prior to drywall appli- cation, as late as possible in the framing process to allow the wood to shrink and the building to settle. Premature nailing of the strap may lead to strap buckling and potential finish damage. Where connectors are in exposed exterior applications in contact with preservative treated wood (PT) other than CCA, connectors shall be either batch hot -dipped galvanized (HDG), mechanically galvanized (ASTM 8695, Class 55 minimum) stainless steel, or provided with 1.85 oz/sf of zinc galvanizing equal to or better than Simpson ZMAX finish. Nail straps to wood framing as late as possible in the framing process to allow the wood to shrink and the building to settle. Premature nailing of the strap may lead to strap buckling and potential finish damage. • Fasteners (nails, bolts, screws, etc) attaching timber connectors (joist hangers, post caps and bases, etc) to PT wood shall have similar corrosion resistance properties (matching protective treatments) as the protected connect- or. Fasteners (nails, bolts, screws, etc) attaching sawn timber members or sheathing (shear walls) to PT wood shall be corrosion resistant; nails and lag bolts shall be either HDG (ASTM A153) or stainless steel. Verify the suit- ability of the fastener protection/coating with the wood treatment chemical manufacturer/supplier. Provide washers under the heads and nuts of all bolts and lag screws bearing on wood. • Lag Bolts/Bolts: Conform to ASTM A307 and IBC Section 2304.10. • Nails and Staples: Conform to ASTM F1667 and IBC Sections 2303.6 and 2304.10. • Engineered Wood Products (TrusJoist): The following materials are based on lumber manufactured by TrusJoist and were used for the design as shown on the plans. Alternate products by other manufacturers may be substitut- ed provided they have current ICC approval for equivalent or greater load and stiffness properties and are re- viewed and approved by the Structural Engineer prior to ordering. a. Parallel Strand Lumber (PSL): Conform to ICC ES Report No. ESR -1387 or CCMC Report No. 11161—R. b. Laminated Strand Lumber (LSL): Conform to ICC ES Report No. ESR -1387 or CCMC Report No. 12627—R. TABLE of ENGINEERED WOOD Requirements Type Use Widths EI1oB) Fb Fv Fcll PSI PSI PSI PSI LSL Rimboard Rimboard or Stair Stringer 1IA" 1.3E 1,700 425 1,835 Timberstrand LSL Header, Beam or Col- umn < 9" depth 3'/z" 1.3E 1,700 424 1,835 Timberstrand LSL Rimboard, Header or Beam >_ 9" depth 1 3/4", 3 W 1.55E 2,325 310 2,170 Timberstrand LSL Wall Stud 2x4 & 2x6 11/2 1.3E 1,700 425 1,835 Wall Stud >2x6 1 '/z" 1.5E 2,525 505 2,105 Parallam PSL Header, Beam 3'/z", 5 t/", 7" 2.0E 2,900 290 2,900 NAILING REQUIREMENTS: Conform to IBC Section 2304.10 "Connections and fasteners." Unless noted on plans, nail per Table 2304.10.1. Nailing for roof/floor diaphragms/shear walls shall be per drawings. Nails shall be driven flush and shall not fracture the surface of sheathing. Alternate nails may be used but are subject to review and approval by the Structural Engineer. Substitution of staples for the nailing of rated sheathing is subject to review by the structural engi- neer prior to construction. STANDARD LIGHT -FRAME CONSTRUCTION: Unless noted on the plans, construction shall conform to IBC Section 2308 "Conventional Light -Frame Construction." NAILERS ON STEEL COLUMNS and BEAMS: Wood 3x nailers are generally required on all HSS columns and steel beams abutting or embedded within wood framing. Unless noted otherwise, attach with 5/8" diameter bolts or welded studs at 16" on centers. Wood nailers on beams supporting joist hangers shall not overhang the beam flange by more than 1/4" unless as specified on plan. WOOD SHRINKAGE AND EXPANSION: Wood materials will expand or contract based on relative changes in moisture. The contractor is responsible for means and methods of construction related to mitigating and managing the effects of changes in moisture. Structural design has taken into account the effects of shrinkage. MOISTURE CONTENT: Wood material used for this project shall have maximum moisture content of 19% except for the pressure -treated wood sill plate. Refer to TESTING & INSPECTIONS for the verification of these limits. The maximum moisture content required may be less than 19% when based on a particular cladding/insulation system. Refer to the Architect's drawings, and project specifications, or with cladding installer for maximum recommended moisture content. SHRINKAGE COMPENSATION FOR MECHANICAL, ELECTRICAL, AND PLUMBING SYSTEMS: MEP systems, in- cluding ductwork, pipes, and other elements that run continuously between levels shall be installed/designed in such a manner to accommodate shrinkage in the wood framing. Wood shrinkage amounts will vary depending on the construc- tion process and materials used. The anticipated shrinkage under typical conditions is expected to range between 1/8" and 1/4" per floor. CLADDING COMPATIBILTY: The Architect/Owner shall review the cladding and insulation systems proposed for the project with respect to their performance over wood studs with moisture contents greater than 19%. EIFS systems should be avoided on wood -framed projects due to problems with moisture proofing. PRESERVATIVE TREATMENT (PT): Wood materials that are required to be "treated wood" in accordance with IBC Sec- tion 2304.12. "Protection Against Decay and Termite Protection" shall conform to the appropriate standards of the Ameri- can Wood -Preservers Association (AWPA) for sawn lumber, glued laminated timber, round poles, wood piles and marine piles. Follow American Lumber Standards Committee (ALSC) quality assurance procedures. Products shall bear the ap- propriate mark. Fasteners or anchors in treated wood shall be of stainless steel or hot -dipped galvanized or as per IBC 2304.10.5. Mud sill plates in normally dry interior applications may be treated with Sodium Borate (DOT - Disodium Octaborate Tet- rahydrate) as recent studies have noted less connector corrosion potential than other available wood treatments or the original CCA treated sill plates. Wood treated with Sodium Borate shall be protected during shipment, storage and instal- lation to minimize leaching of the water-soluble preservative from the lumber. Sodium borate pressure treated plates do not require hot -dipped galvanized connectors. If using sill plates other than CCA or sodium borate, fasteners must be hot dipped galvanized or stainless steel. Fasten- ers (nails, bolts, screws, washers & lag screws) attaching timber connectors (joist hangers, post caps and bases, etc) to PT wood shall have similar corrosion resistance properties (matching protective treatments) as the protected connector; that is, use hot dipped galvanized or stainless steel fasteners. Fasteners (nails, bolts, screws, washers & lag screws) attaching sawn timber members or sheathing (shear walls) to Pressure Treated wood shall be corrosion resistant (hot dipped galvanized or stainless steel). Always verify the suitability of the fastener protection/coating with the wood treatment chemical manufacturer/supplier. Fire Retardant Treated (FRT) Wood: Wood material that is required to be Fire Retardant Treated Wood to conform to IBC section 2303.3 — "Fire Retardant Treated Wood." Submit ICC report to EOR for review and approval prior to con- struction. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 172018 City of Tukwila BUILDING DIVISION VEVIIEWIE AUG 16 2018 REID MIDDLETON, INC. ARCHITECTURE URBAN 1 RURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license � T CR0 � % �, WAS _ \' O 314 AiN 1 NALS consultant logo WS® Rights Reserved reused, in whole or Inc. its unauthorzed -DC IfGIWEC 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455-4448 www.dci-engineers.com CI\1L / STRUCTURAL © Copyright 10/2017 D'Amato Conversano Inc. AH Th's document, and the ideas and designs may not be in pad, without written permission from OAmato Conversano O'Amato Conversano Ina dsclaims any responsibility for use. project name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 98188 key plan submittals/revisions BUILDING PERMIT SET 10.31.17 FOUNDATION ONLY PERMIT F1 12.06.17 STRUCTURAL RESUBMITTAL S1 12.18.17 STRUCTURAL RESUBMITTAL S2 01.10.18 STRUCTURAL BID SET /"' \ 02.02.18 BP COORDINATION 2 / 100% CD SET 03.09.18 ISSUED FOR CONSTRUCTION SETS 06.15.18 drawing title GENERAL NOTES drawing information DATE 12.06.17 SCALE DRAWN BSD JOB # 17041-0175 copyright 0 2016 Urbal Architecture, PLLC Urbal Architecture, PLLC reserves common law copyright and other property rights in this document. All drawn and written information incorporated herein, is an instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. sheet number SPECIAL INSPECTIONS The following Statement and Schedules of Inspections are those Special Inspections and Tests that shall be per- formed for this project. Special Inspectors shall reference these plans and IBC Chapter 17 for all special inspec- tion requirements. The owner shall retain a WABO accredited Special Inspections agency to provide special inspections for this project. Special Inspectors shall be qualified persons per IBC1704.2.1. Special inspection reports shall be provided on a weekly basis. Submit copies of all inspection reports to the Architect/Engineer and the Authority Having Jurisdiction for review. In addition to special inspection reports and tests, submit reports and certificates noted in IBC 1704.5 to the Authority Having Jurisdiction. Final special inspection reports will be required by each special inspection firm per IBC 1704.2.4. STATEMENT OF SPECIAL INSPECTIONS: This statement of Special Inspections has been written with the understanding that the Building Official will: Review and approve the qualifications of the Special Inspectors Monitor the special inspection activity on the project site to assure that Special Inspectors are qualified and performing their duty as state within this statement. Review all Special Inspection Reports submitted to them by the Special Inspector Perform inspections as required by IBC Section 110.3. The following Special Inspections are applicable to this project: Special Inspections for Standard Buildings (per IBC 1705.1) REQUIRED Special Inspections for Seismic Resistance (per IBC 1705.12) REQUIRED Testing for Seismic Resistance (per IBC 1705.1) NOT REQUIRED Special Inspections for Wind Resistance (per IBC 1705.11) NOT REQUIRED SPECIAL INSPECTION OF SHOP FABRICATED GRAVITY LOAD-BEARING MEMBERS AND ASSEMBLIES: Special Inspection of shop fabricated Gravity Load Bearing Members Sr Assemblies shall be verified by the Special Inspector as stated in Section 1704.2.5. STRUCTURAL STEEL per IBC 1705.2.1. A qualified Special Inspector of an "approved agency" providing Quality Assurance (QA) Special Inspections for the project shall review and confirm the Fabricator and Erector's Quality Control (QC) procedures for completeness and adequacy relative to AISC 360-10 Chapter N, AISC 303-10 Code of Standard Practice, AWS D1.1-2010 Structural Welding Code, and 2015 IBC code requirements for the fabricator's scope of work. o QA Agency providing Special Inspections shall provide personnel meeting the minimum qualification re- quirements for Inspection and Nondestructive Testing NDT per AISC 360-10 Section N4. o Verify Fabricator and Erector QC Program per AISC 360-10 Section N2. o Inspection of welds and bolts by both QC and QA personnel shall be per the Schedule of Special Inspec- tions below. All provisions of AWS D1.1-2010 Structural Welding Code for statically loaded structures shall apply. o Nondestructive Testing (NDT) of welds: • Non -Destructive Testing (NDT) of welded joints per AISC 360-10 N5.5 • Risk Category for determination of extent of NDT per AISC 360 N5.5b is noted in the Design Criteria and Loads section of these General Requirements. • NDT performed shall be documented and reports shall identify the tested weld by piece mark and location of the piece. For field work, the NDT report shall identify the tested weld by location in the structure, piece mark and location of the piece. o Additional Inspection tasks per AISC 360-10 Section N5.7. o Inspection for Composite Construction shall be done per AISC 360-10 Section N6. POST -INSTALLED ANCHORS TO CONCRETE AND MASONRY: shall comply with IBC Section 1703. Inspections shall be in accordance with the requirements set forth in the approved ICC Evaluation Report and as indicated by the design requirements specified on the drawings. Refer to the POST INSTALLED ANCHORS section of these notes for anchors that are the basis of the design. Special inspector shall verify anchors are as specified in the POST IN- STALLED ANCHORS section of these notes or as otherwise specified on the drawings. Substitutions require approv- al by the SER and require substantiating calculations and current 2015 IBC recognized ICC Evaluation Services (ES) Report. Special Inspector shall document in their Special Inspection Report compliance with each of the elements required within the applicable ICC Evaluation Services (ES) Report. PREFABRICATED CONSTRUCTION: All prefabricated construction shall conform to IBC Section 1703. GROUND IMPROVEMENT SYSTEMS- Special Inspection shall be provided per IBC 1705.1 as required by the building official. SCHEDULES OF SPECIAL INSPECTIONS: TABLE 1705.6 REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS TYPE CONTINUOUS SPECIAL INSPEC- TION PERIODIC SPECIAL IN - SPECTION 1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity - X 2. Verify excavations are extended to proper depth and have reach proper material - X 3. Perform classification and testing of com- pacted fill materials - X 4. Verify use of proper materials, densities and list thickness during placement and compac- tion of compacted fill X - 5. Prior to placement of compacted fill, inspect subgrade and verify that site has been pre- pared properly - X TABLE 1705.3 REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION TYPE CONTINUOUS SPECIAL IN- SPECTION PERIODIC SPE- CIAL INSPEC- TION REFERENCED STANDARD IBC REFER ENCE 1. Inspection, reinforcement, including pre -stressing tendons, and verify placement. - X ACI 318 Ch. 20, 25.2, 25.3, 26.5.1-26.6.3 1908.4 2. Reinforcing bar welding: AISC 360-10 TABLE N5.4-1 2. Manufacturing certifications for welding consumables available P p a. Verify weldability of reinforcing - X 0 AISC 360-10 TABLE N5.4-1 bars other than ASTM A706 0 0 AISC 360-10 TABLE N5.4-1 5. Fit -up of groove welds (including joint geom- etry) • Joint preparation • Dimensions (alignment, root opening, root face, bevel) • Cleanliness (condition of steel surfac- es) • Tacking (tack welding quality and location) • Backing type and fit (if applicable) b. Inspect single pass fillet weldX 0 AISC 360-10 TABLE N5.4-1 AWS D1.4 _ maximum 5116", and - 7. Fit -up fillet welds • Dimensions (alignment, gaps at root) • Cleanliness (condition of steel surfac- es) • Tacking (tack weld quality and loca- tion) ACI 318: 26.6.4 O c. Inspect all other welds X - - AISC 360-10 TABLE N5.4-1 3. Inspect anchors cast in concrete - X ACI 318: 17.8.2 - 4. Inspect anchors post -installed in 0 AISC 360-10 TABLE N5.4-2 2. Control and handling of welding consuma- bles •Packaging • Exposure control 0 hardened concrete members: AISC 360-10 TABLE N5.4-2 3. No welding over cracked tack welds 0 0 a. Adhesive anchors installed in 4. Environmental conditions •Wind speed within limits •Precipitation and temperature 0 0 AISC 360-10 TABLE N5.4-2 horizontally or upwardly in- clined orientations to resist X - ACI 318: 17.8.2.4 - sustained tension loads O AISC 360-10 TABLE N5.4-2 INSPECTION TASKS AFTER WELD- ING b. Mechanical anchors and adhe- 1. Welds cleaned 0 0 sive anchors not defined in 4.a - X ACI 318: 17.8.2 AISC 360-10 TABLE N5.4-3 5. Verify use of required design mix- P X ACI 318: Ch. 19, 1904.1, 1904.2, 1908.2, p p AISC 360-10 TABLE N5.4-3 26.4.3, 26.4.4 1908.3 6. Prior to concrete placement, fabri- AISC 360-10 TABLE N5.4-3 6. Backing removed and weld tabs removed (if rcquir d) P p cate specimens, for strength tests. 7. Repair activities p ASTM C172 AISC 360-10 TABLE N5.4-3 perform slump and air content tests, X - ASTM C31 1908.10 and determine the temperature of ACI 318: 26.12 the concrete AISC 360-10 TABLE N5.6-1 2. Fasteners marked in accordance with ASTM requirements 0 0 8. Verify maintenance of specified curing temperature and techniques 3. Proper fasteners selected for the joint detail (grade, type, bolt length if threads are to be excluded from shear plane) X ACI 318 :26.5.3 - 26.5.5 1908.9 10. Verify in-situ concrete 0 0 AISC 360-10 TABLE N5.6-1 5. Connecting elements, including the appropri- ate faying surface condition and hole preps -0 ration, if specified, meet applicable require- ments strength, prior to stressing of ten- 0 AISC 360-10 TABLE N5.6-1 ACI 318: 26.10.2 - dons in post -tensioned concrete AISC 360-10 TABLE N5.6-1 X 0 prior to removal of sores and forms INSPECTION TASKS DURING BOLT- ING from beams and structural slabs 0 0AISC 360-10 TABLE N5.6-2 2. Joint brought to the snug -tight condition prior to the pre -tensioning operation 11. Inspect formwork for shape, 0 AISC 360-10 TABLE N5.6-2 3. Fastener component not tumed by the wrench prevented from rotating 0 location and dimensions of the - X ACI 318: 26.11.1.2 (b) - concrete member being formed INSPECTION TASKS AFTER BOLT- ING REQUIRED SPECIAL INSPECTIONS OF WOOD CONSTRUCTION TYPE CONTINUOUS SPECIAL IN- SPECTION PERIODIC SPE- CIAL INSPEC- TION REFERENCED STANDARD 3. Shear Walls (where fastener spacing of the sheathing is flinch- es or fess on center) a. Anchor Bolts including proper bottom plate sizes (2x and 3x) and plate washers b. Hold-downs (HD) and Continuous Rod Tie- Down Systems (TDS) including squash blocks and anchors to concrete c. A36 and LPT shear connectors d. Strap Connectors e. Boundary Edge Nailing f. Plate Nailing and Panel Edge Nailing for size and spacing g. Blocking - - - - - - - X X X X X X X [IBC Section 1705.11.11 [IBC Section 1705.12.2] 5. Moisture Content of wood studs, plates, beams, decking, and joists P X AISC 360-10 TABLE N5.4-1 MINIMUM REQUIREMENTS FOR INSPECTIONS OF STRUCTURAL STEEL CONSTRUCTION INSPECTION TASKS QC QA REFERENCED STANDARD INSPECTION TASKS PRIOR TO WELDING ^p OF WA, 0 314 consultant logo 1. Welding procedure specifications (WPSs) available P P AISC 360-10 TABLE N5.4-1 2. Manufacturing certifications for welding consumables available P p AISC 360-10 TABLE N5.4-1 3. Material identification (type/grade) O 0 AISC 360-10 TABLE N5.4-1 4. Welder Identification system 0 0 AISC 360-10 TABLE N5.4-1 5. Fit -up of groove welds (including joint geom- etry) • Joint preparation • Dimensions (alignment, root opening, root face, bevel) • Cleanliness (condition of steel surfac- es) • Tacking (tack welding quality and location) • Backing type and fit (if applicable) O 0 AISC 360-10 TABLE N5.4-1 6. Configuration and finish of access holes 0 0 AISC 360-10 TABLE N5.4-1 7. Fit -up fillet welds • Dimensions (alignment, gaps at root) • Cleanliness (condition of steel surfac- es) • Tacking (tack weld quality and loca- tion) O O AISC 360-10 TABLE N5.4-1 8. Check welding equipment 0 - AISC 360-10 TABLE N5.4-1 INSPECTION TASKS DURING WELDING 1. Use of qualified welders 0 0 AISC 360-10 TABLE N5.4-2 2. Control and handling of welding consuma- bles •Packaging • Exposure control 0 0 AISC 360-10 TABLE N5.4-2 3. No welding over cracked tack welds 0 0 AISC 360-10 TABLE N5.4-2 4. Environmental conditions •Wind speed within limits •Precipitation and temperature 0 0 AISC 360-10 TABLE N5.4-2 5. WPS followed •Settings on welding equipment •Travel speed •Selected welding materials •Shielding gas type/flowrate •Preheat applied •Interpass temperature maintained (min/ max) •Proper position (F, V, H, OH) 0 0 AISC 360-10 TABLE N5.4-2 6. Welding techniques •Interpass and final cleaning •Each pass within profile limitations •Each pass meets quality requirements O O AISC 360-10 TABLE N5.4-2 INSPECTION TASKS AFTER WELD- ING 1. Welds cleaned 0 0 AISC 360-10 TABLE N5.4-3 2. Size, length, and locations of welds p P AISC 360-10 TABLE N5.4-3 3. Welds meet visual acceptance criteria •Crack prohibition •Weld/base-metal fusion •Crater cross section •Weld profiles •Weld size •Undercut • Porosity P P AISC 360-10 TABLE N5.4-3 4. Arc strikes p p AISC 360-10 TABLE N5.4-3 5. k -area p P AISC 360-10 TABLE N5.4-3 6. Backing removed and weld tabs removed (if rcquir d) P p AISC 360-10 TABLE N5.4-3 7. Repair activities p P AISC 360-10 TABLE N5.4-3 8. Document acceptance or rejection of welded joint or member P P AISC 360-10 TABLE N5.4-3 INSPECTION TASKS PRIOR TO BOLTING 1. Manufacturer's certifications available for fastener materials P AISC 360-10 TABLE N5.6-1 2. Fasteners marked in accordance with ASTM requirements 0 0 AISC 360-10 TABLE N5.6-1 3. Proper fasteners selected for the joint detail (grade, type, bolt length if threads are to be excluded from shear plane) 0 0 AISC 360-10 TABLE N5.6-1 4. Proper bolting procedure selected for joint detail 0 0 AISC 360-10 TABLE N5.6-1 5. Connecting elements, including the appropri- ate faying surface condition and hole preps -0 ration, if specified, meet applicable require- ments 0 AISC 360-10 TABLE N5.6-1 6. Pre -installation verification testing by installa- tion personnel observed and documented for fastener assemblies and methods used. P 0 AISC 360-10 TABLE N5.6-1 7. Proper storage provided for bolts, nuts,0 washers and other fasteners components 0 AISC 360-10 TABLE N5.6-1 INSPECTION TASKS DURING BOLT- ING 1. Fastener assemblies, of suitable condition, placed in all holes and washers (if required) are positioned as required 0 0AISC 360-10 TABLE N5.6-2 2. Joint brought to the snug -tight condition prior to the pre -tensioning operation 0 AISC 360-10 TABLE N5.6-2 3. Fastener component not tumed by the wrench prevented from rotating 0 0 AISC 360-10 TABLE N5.6-2 4. Fasteners are pre -tensioned in accordance with the RCSC Specification, progressing systematically from the most rigid point toward the free edges 0 0 AISC 360-10 TABLE N5.6-2 INSPECTION TASKS AFTER BOLT- ING 1. Document acceptance or rejection of bolted connections P P AISC 360-10 TABLE N5.6-3 INSPECTION OF STEEL ELEMENTS OF COMPOSITE CONSTRUCTION PRIOR TO CONCRETE PLACEMENT 1. Placement and installation of steel deck P P AISC 360-10 TABLE N6.1 2. Placement and installation of steel headed stud anchors P P AISC 360-10 TABLE N6.1 3. Document acceptance or rejection of steel elements p P AISC 360-10 TABLE N6.1 O -Observe these items on a random basis. Operations need not be delayed pending these inspections P -Perform these tasks for each welded joint or member, each bolted connection, or each steel element REQUIRED SPECIAL INSPECTIONS AND TESTS OF MASONRY CONSTRUCTION LEVEL A MINIMUM SPECIAL INSPECTION Prior to construction, verify certificates of compliance used in masonry construction °o REVIEWED FOR CODE COMPLIANCE APPROVED AUG 17 2018 City of Tukwila EI IILIN r= n1 W 1 1OI DEMI IEWEn AUG: j0 2018 REID MIDDLETON, INC. ARCHITECTURE uRBt 1UiL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license ^p OF WA, 0 314 consultant logo ® or DC CWGUWECIFl 707 W 2nd Avenue Spokane, Washington 99(2V) 455-4448 www.dci-engineers.com 1\/1 I._ / STRUG'T"UF2AL © Copyright 10/2017 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole In pad, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for ds unauthorized ase. project name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 98188 key plan submittals/revisions BUILDING PERMIT SET 10.31.17 FOUNDATION ONLY PERMIT F1 12.06.17 STRUCTURAL RESUBMITTAL S1 12.18.17 STRUCTURAL RESUBMITTAL S2 01.10.1811 STRUCTURAL BID SET 02.02.18 BP COORDINATION 2! 100% CD SET 03.09.18 ISSUED FOR CONSTRUCTION SETS 06.15.18 drawing title -SPECIAL INSPECTIONS drawing information DATE 12.06.17 SCALE DRAWN BSD JOB # 17041-0175 copyright © 2016 Urbal Architecture, PLLC Urbal Architecture, PLLC reserves common law copyright and other property rights in this document. All drawn and written information incorporated herein, is an instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. sheet number 4A CO 1 �uJ E.3 6'-8' TYP AT VENEER 0? v 0 T 2'-11 1/2' TYPAT TYPAT 2'-9' T/FTG = 26'-0" '-10 7/8 2'- 'Wx12'DP CONC FT W/ (2) #4B CONT 1 12' ONC WALL W/ #4 0? 18'OC EW EF 4'-2 7/8' 15'-7 5/8' EXT STUD 3'-0' 6'-8' O 6'-8' --------------- 600S200-43 @ 24'OC, TYPAT EXT, UNO 1000S200 -#'6E,- - M-�- - TYP AT E5 WALL TYPE O'DPTHKND SLAB 4'-9 1/4' 7\T ETER 30'DP THKND SLAB r L 600S162-43 @ 24'OC r 1 4'-9 1/4' J F20 2'-5 1/2' N 9 L HSS8x8x1/4 W/ EMBED PER 3/S3.02 F20 12'-2 1/4' 4'-9 1/4' 600S200-43 @ 24'OC TYP AT EXT, UNO 7'-8 1/2' 1 SIL STAIR PER SUPPLIER S3.01 F18 7'-81/2' 1'-6' TYP 12' CONC WALL W/ #5 VERT @ 12'OC EF & #5 r HORIZ @ 8'OC EF & ADDL #5 VERT DOWEL @ 12'OC EF PER 12/S3.01 12' CONC WALL W/ #5 VERT @ 12 OC EF & #5 HORIZ @ 1 )'OC EF & ADDL #5 VERT DOWEL @ A 12'OC EF F ER 12/S3.01 12' CONC WALL W/ #5 VERT @ 12'OC EF & #5 HORIZ @ 10'QC EF TYP AT INT COL r 600S200-43 @ 24'OC, TYPATEXT, UNO 14'-7 1/8' 10005162-43 @ 24'OC, TYP AT E5 WALL TYPE 550S162-54 @ 16"OC STUD WALL HSS6x6x1/4 W/ BP 1/2° PER 10/S3.02 L F18 TYP AT CMU 5'-10 1/2' HKND SLAB @ 12'OC EW 40'DPTHKND SLAB P AT NEER 12' CONC WALL W/ #5 VERT @ 12'OC EF & #6 HORIZ @ 12'OC EF & ADDL #6 VERT DOWEL 16° CONC MAT SLAB ON GRADE PER PLAN NOTES T/SLAB = 28'-0" 4" CONC TOPPING SLAB W/ 4 @ 18"OC CTRD CENTER AT TOWER CRAN FTG 8' CMU WALL W/ #5 VERT @ 32'OC & (2) #4 HORIZ @ 48'OC, TYP @ 12'OC EF PER 12/S3.01 8'-0 1/4' 5'-3' 9'-6' 7'-11 3/4' 4'-0' 7'-6 1/2' r TYP TYP AT CMU /i/////i/ L J CV F20 J F120 36'DPTHKND SLAB m co 64'DPTHKND SLAB (14'DP-HKND SLAB L F20 12'-11' 53.01 T`PAT EXT COL 8TB TYP MATCHLINE ems amo sow PER S1.018 12' CONC ALL W/ #5 VERT @ 1 'OC EF & #5 HORIZ @ 12'OC EF WINO Sins 3'-0' 5'-3' 4'-7 1/4' CC' TYPAT STU D 30'DP THKND SLAB r 10B r 10'-4' T � 84'DPT KND SLAB 7'-6 1/2' //4 ///1/////1/1///////// 2'-10 1/4' 0) • L JD F20 10B L TOP REINFORCING SCHEDULE (1) MARK QUANTITY 195'-10' LENGTH SPACING REMARKS 1T - #5 6'-0" 12"OC _ .. 36'-3' 23'-0' 23'-0' 23'-0' 14'-61/2' 8'-51/2' 3T 17'-0' #5 9'-51/2' 6°OC 6'-21/2' - -M 34'-11' 10 #5 10'-0" 6"OC __ 5T M #5 iii 6°OC M 6T - 6'-8' TYP AT VENEER 0? v 0 T 2'-11 1/2' TYPAT TYPAT 2'-9' T/FTG = 26'-0" '-10 7/8 2'- 'Wx12'DP CONC FT W/ (2) #4B CONT 1 12' ONC WALL W/ #4 0? 18'OC EW EF 4'-2 7/8' 15'-7 5/8' EXT STUD 3'-0' 6'-8' O 6'-8' --------------- 600S200-43 @ 24'OC, TYPAT EXT, UNO 1000S200 -#'6E,- - M-�- - TYP AT E5 WALL TYPE O'DPTHKND SLAB 4'-9 1/4' 7\T ETER 30'DP THKND SLAB r L 600S162-43 @ 24'OC r 1 4'-9 1/4' J F20 2'-5 1/2' N 9 L HSS8x8x1/4 W/ EMBED PER 3/S3.02 F20 12'-2 1/4' 4'-9 1/4' 600S200-43 @ 24'OC TYP AT EXT, UNO 7'-8 1/2' 1 SIL STAIR PER SUPPLIER S3.01 F18 7'-81/2' 1'-6' TYP 12' CONC WALL W/ #5 VERT @ 12'OC EF & #5 r HORIZ @ 8'OC EF & ADDL #5 VERT DOWEL @ 12'OC EF PER 12/S3.01 12' CONC WALL W/ #5 VERT @ 12 OC EF & #5 HORIZ @ 1 )'OC EF & ADDL #5 VERT DOWEL @ A 12'OC EF F ER 12/S3.01 12' CONC WALL W/ #5 VERT @ 12'OC EF & #5 HORIZ @ 10'QC EF TYP AT INT COL r 600S200-43 @ 24'OC, TYPATEXT, UNO 14'-7 1/8' 10005162-43 @ 24'OC, TYP AT E5 WALL TYPE 550S162-54 @ 16"OC STUD WALL HSS6x6x1/4 W/ BP 1/2° PER 10/S3.02 L F18 TYP AT CMU 5'-10 1/2' HKND SLAB @ 12'OC EW 40'DPTHKND SLAB P AT NEER 12' CONC WALL W/ #5 VERT @ 12'OC EF & #6 HORIZ @ 12'OC EF & ADDL #6 VERT DOWEL 16° CONC MAT SLAB ON GRADE PER PLAN NOTES T/SLAB = 28'-0" 4" CONC TOPPING SLAB W/ 4 @ 18"OC CTRD CENTER AT TOWER CRAN FTG 8' CMU WALL W/ #5 VERT @ 32'OC & (2) #4 HORIZ @ 48'OC, TYP @ 12'OC EF PER 12/S3.01 8'-0 1/4' 5'-3' 9'-6' 7'-11 3/4' 4'-0' 7'-6 1/2' r TYP TYP AT CMU /i/////i/ L J CV F20 J F120 36'DPTHKND SLAB m co 64'DPTHKND SLAB (14'DP-HKND SLAB L F20 12'-11' 53.01 T`PAT EXT COL 8TB TYP MATCHLINE ems amo sow PER S1.018 12' CONC ALL W/ #5 VERT @ 1 'OC EF & #5 HORIZ @ 12'OC EF WINO Sins 3'-0' 5'-3' 4'-7 1/4' CC' TYPAT STU D 30'DP THKND SLAB r 10B r 10'-4' T � 84'DPT KND SLAB 7'-6 1/2' //4 ///1/////1/1///////// 2'-10 1/4' 0) • L JD F20 10B L TOP REINFORCING SCHEDULE (1) MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1T - #5 6'-0" 12"OC W/ STD HOOK, TYPAT SLAB EDGE 2T - #5 12'-0" 24°OC CTRD OVER WALL 3T 8 #5 10'-0" 6°OC W/ 2'-0" STAGG, W/ STD HOOK AT SLAB EDGE 4T 10 #5 10'-0" 6"OC W/ 2'-0" STAGG, W/ STD HOOK AT SLAB EDGE 5T 12 #5 10'-0° 6°OC W/ 2'-0° STAGG, W/ STD HOOK AT SLAB EDGE 6T - #8 - 12"OC LENGTH PER PLAN 7T - #8 - 6"OC LENGTH PER PLAN 8T 14 #6 12'-0" /\6"OC W/ 2'-0' STAGG, W/ STD HOOK AT SLAB EDGE 9T 16 #5 12'-0° 6'OC W/ 2'-0" STAGG, W/ STD HOOK AT SLAB EDGE 10T - #5 12'-0" 12'OC W/ 2'-0' STAGG, W/ STD HOOK AT SLAB EDGE 11T - #5 30'-0° 24°OC W/ STD HOOK AT SLAB EDGE 12T - #5 - 12"OC LENGTH PER PLAN 13T 2 #10 - 4"OC LENGTH PER PLAN BOTTOM REINFORCING SCHEDULE (1) MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1B - #4 - 36"OC EW, TYP OVER ENTIRE SLAB 2B - #5 35'-0" 24"OC ADDL 3B 4 #5 - 4°OC LENGTH PER PLAN 4B - #9 - 6°OC LENGTH PER PLAN 5B - #8 - 6°OC LENGTH PER PLAN 6B - #8 - 12°OC LENGTH PER PLAN 7B - #4 14'-0' 12°OC - 8B - #7 - 12°OC LENGTH PER PLAN 9B 6 #5 35'-0' - W/ STD HOOK AT END 10B 4 #8 10'-0° 4°OC W/ STD HOOK AT SLAB EDGE 11B - #4 14'-0' 24°OC - 12B - #5 35'-0° 12'OC ADDL IJ F'0 CO CO L I o I r` j_-20'DPTHKND SLAB 7'-1' TOP AND BOTTOM REINFORCING SCHEDULE (1) (2) MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1TB 2 #5 CONT 4"OC TYPAT UNSUPPORTED SLAB EDGE 2TB - #5 - - TYPAT OPENING PER 1/S4.01 3TB - #5 10'-0' 12"OC W/ 2'-0° STAGG, W/ STD HOOK AT SLAB EDGE 4TB 3 #10 - 4°OC LENGTH PER PLAN 5TB 2 #9 32'-0' 4"OC copyright © 2016 Urbal Architecture, PLLC Urbal Architecture, PLLC reserves common law copyright and other property rights in this document. All drawn and written information incorporated herein, is an instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. 6TB - #5 - - 12°OC LENGTH PER PLAN 7TB 3 #8 - 12°OC TYPAT MAT SLAB PERIMETER 8TB - #8 - 16'OC TYP AT MAT SLAB 9TB - #5 14'-0' 12°OC W/ COUPLERS PER 5/S4.02 10TB - #6 15'-0° 12"OC 4/S4.02 11TB 2 #8 25'-0' 4"OC LENGTH PER PLAN 12TB 2 #6 10'-4' 12°OC - NOTE: (1) REINFORCING NOTED ON PLAN IS IN ADDITION TO TYPICAL BOTTOM AND/OR TOP MATS. (2) QUANTITY NOTED IS FOR TOP AND ALSO BOTTOM BARS, TOTAL REINFORCEMENT IS DOUBLE WHAT IS NOTED. (3) NOT STAGGER PERPENDICULAR TO SLAB EDGE. THICKENED SLAB SCHEDULE TYPE SIZE REINFORCING COMMENTS LENGTH WIDTH DEPTH F18 10'-0° 10'-0° 1'-6° #8B @ 10°OC EW 1 F20 12'-0" 12'-0" 1'-8" #8B @ 10°OC EW 1 F22 14'-0" 14'-0° 1'-10" #8B @ 10°OC EW 1 F24 14'-0" 14'-0" 2'-0" #8B 0 10'OC EW 1 NOTES: 1. TYPICAL MAT REINFORCEMENT PER 2/S3.01. F24 / Imo -GREASE \/ I INTERCEPTOR, /\ 1 VERIFY SIZE & / \ DEPTH / \ MM MM MM WM - MM FOUNDATION PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S0.01, S0.02, S0.03 AND S0.04. 7. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCRETE: ALL DOOR OPENINGS IN FOUNDATION WALLS; DRAINS AND SLOPES; BLOCKOUTS FOR FREEZERS, COOLERS, PLUMBING, SPRINKLERS AND HVAC. ALL DUCTS, CHASES AND PIPES PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. 4. TOP OF SLAB (T/SLAB) ELEVATION ASSUMED 28'-0'. FOR ACTUAL T/SLAB ELEVATION REFER TO CIVIL AND ARCHITECTURAL DRAWINGS. PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES. PROVIDE FREE - DRAINING GRANULAR FILL PER GEOTECH REPORT. 5. MAT SLAB SHALL BEAR ON IMPROVED SOIL PER GEOTECH REPORT AS NOTED IN THE STRUCTURAL GENERAL NOTES. 6. CJ INDICATES CONSTRUCTION JOINT PER PLAN TO BE COORDINATED WITH CONTRACTOR, REFERENCE 15/S3.02. #8 TRIM REINF SIM TO 1/S4.01 MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS PER ARCHITECT. 8. STEEL STAIRS SHALL BE BIDDER -DESIGNED, UNO. APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 9. TYPICAL DETAILS PER: 17/S3.01 20/S3.01 4/S3.02 6/S3.02 9/S3.02 10/S3.02 13/S3.02 14/S3.02 12 & 17/S3.02 19/S4.04 17/S5.02 STANDARD HOOKS AND BAR BENDS TYPICAL LAP SPLICE SCHEDULE TYPICAL CONCRETE WALL OPENING REINFORCEMENT TYPICAL LAP SPLICE SCHEDULE (MASONRY) TYPICAL REINFORCING IN CMU WALL TYPICAL BASE PLATE CONFIGURATIONS CMU LINTEL, SILLS, AND BOLD BEAMS TYPICAL CMU CONTROL JOINT DETAIL TYPICAL COLUMN SECTIONS TYPICAL BRICK VENEER ANCHORAGE EXTERIOR NON -LOAD BEARING STUDS AUG(,) pEVO EWE 11 1a 2018 LV) REID MIDDLETON, INC. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 17 2018 City of Tukwila BUILDING DIVISION ROOF LEVEL 7 LEVEL 6 4 LEVEL 5 LEVEL 4 LEVEL 3 LEVEL 2 LEVEL 1 • NOTE: DARKENED LINES DESIGNATE AREA OF WORK. LEVEL 1 FOUNDATION PLAN - NORTH u ARCHITECTURE U SA ' RAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license IN - CROS �� WA "G 314 �` `` (S,� UNA L� -V�� consultant logo DC11 707 W 2nd Avenue Spokane, Washington 99904 455-4448 www.dci-engineers.com CIVIL /-STRUCTURAL © Copyright 10/2017 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, wdhout written permission from D'Amalo Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for 1s unauthorized use. project name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 98188 key plan submittals/revisions BUILDING PERMIT SET 10.31.17 FOUNDATION ONLY PERMIT F1 12.06.17 STRUCTURAL RESUBMITTAL S1 12.18.17 STRUCTURAL RESUBMITTAL S2 01.10.18 STRUCTURAL BID SET A61\ \ 02.02.18 BP COORDINATION 2! 100% CD SET 03.09.18 ISSUED FOR CONSTRUCTION SET3\ 06.15.18 drawing title LEVEL 1 FOUNDATION PLAN - NORTH drawing information DATE 12.06.17 SCALE As indicated DRAWN BSD JOB # 17041-0175 copyright © 2016 Urbal Architecture, PLLC Urbal Architecture, PLLC reserves common law copyright and other property rights in this document. All drawn and written information incorporated herein, is an instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. sheet number S1.OIA CVr MATCHLINE PER S1.01A AIMUNI 12' CONC ALL W/ #5 VERT @ 1 'OC EF & #5 HORIZ @ 12'OC EF .•, 10B 5'-3' CC1 4'-7 1/4' J //////////1 TYP AT CT STUD 3'-8' J I// ///////////1//////////// F24 C 0 L IMMO MINI) L J F20 ONO 4WINO 1 20'DPTHKND SLAB F20 CJ CO 2'-10 1 /4'71---• - /i' / GREASE INTERCEPTOR, VERIFY SIZE & DEPTH 1111110 MID EOM IMMO MIN. WIND MOM 11111111111 ONO 1\7#8 TRIM REINF MID =MI-MINI11111111111111111 SIM TO 1/S4.01 10B CC1 MATCHLINE PER S1.01A r r 7 2'-3' 4'-0' 10'-4' 12'-11 r 1 -f 4'-0' 3'-8' ZN 9 N N 12'CONC WP{LLW/#5 VERT @ 12'0c EF & #5 HORIZ @ 12'0C EF 10B 5'-3' 8TB L F0 TYP 8'-6' L TYP AT EXT COL J F20 9'-6' TYP AT r INT COL 12' CONC WALL W/ #5 VERT @ 12'OC EF & #5 HORIZ @ 8'OC EF & ADDL #6 VERT DOWEL @ 12'OC EF PER 12/S3.01 7'-5 1/4' 24'DPTHKND SLAB J F18 STAIR PER SUPPLIER CC1 .r r TYP AT INT COLS x'01/ 30'DPTHKND SLAB r TYP AT VENEER o 12' CONC WALL W/#5 ERT @12'OCEF&#5 HO @ 1 '0 . F 10B 01 OL ' EIN TRI IN AL 5'-3' HSS6x6x1/4 W/ BP 1/2" PER 10/S3.02 F22 ///////f'//////// F22 //n//////// 3.02 15505162©@ 16"OC WALL 10B N N N 12'-11' J F18 TYP AT EXT COL L J F20 8' CMU WALL / #5 VERT @ 32'OC : (2) #4 HORIZ @ 48'OI . TYP 18° TOPPING SLAB W/ #4 T&B @ 24"OC EW T/SLAB = 29'-6° 10B TYP AT CMU 16° CONC MAT SLAB ON GRADE PER PLAN NOTES T/SI AR = 28--0' TYP AT CMU ///////////>//////A 600S200-43 @ 24'OC, TYP AT EXT, UNO N P AT STUD L 8' CMU WALL W/ #5 VERT @ 3 'OC 4. (2) #4 HORIZ @ :'OC TYP 4'-10 3/4' THKND SLAB 52'DPTHKND SLAB r -I HSS6x6x1 /4 W/ BP 1/2" PE 10/S3.02 0 CN 12' CONC WALL / #5 VERT @ 12'OC EFi& #5 HORIZ @ 12'OC Er , 7 T/W LL = 36'-0' (VERIFY) 144-30'DP THKND SLAB �► _ II CJ -I 4 CJ 12'0 MAX ENGINE I, EXHAUST OPNG W/ REINF PER 4/S3.02, V IN lir �P1'-0' CLR OF BOT L2 $LABt 12' CONC WALL W/ 5 VERT @ 12'OC EF & 5 HORIZ @ 12'OC EF, P H ALONG GRID C.10, U 0 / 14 4 EMERIMECIEMENESSIONMEEM A aliNEMBEICEEKEEMESMINMEINSE..2 �- 8' CONC PARTIAL HEIGHT CONC WALL 1 w/#4@ 12'OC EW 30'DPT KND SLAB TJSLAB = 24'-0° (4) 3' MAX PEN ETRATI I NS PER MECH, PROVIDE 3' MI CLR MINN HOLE W/ MIN 12' CLR FROM BOT OF L2 SLA:. HOLE MAY BE CORED AT 8. CONTRACTOR OPTIO 12' CONC VERT@ 1 HORIZ @ 12 4° CONC SLAB W/ #4 @ 18"00 EW CTRD OVER STRUCT =OAM FILL PER PLAN NOTES 12' VER H ADD ONC WALL W/ #5 @ 12'OC EF & #6 IZ @ 12'OC EF & #6 VERT DOWEL OC EF PER 12/S3.01 SIM T/SLAB = 24'-0" 5'-11 3 4' TYPAT1 VENEER 2) 60'1 S162-54 @ STUD WALL E LINTEL PER 14/S4.04 16'0 LOO ANG L TA_L = 28'-0' (VERT =Y) 12'-6' 36'-3' TOP REINFORCING SCHEDULE (1) MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1T - #5 6'-0° 12°OC W/ STD HOOK, -Nip ATSLAB EDGE 2T - #5 12'-0° 24°OC CTRD OVER WALL 3T 8 #5 10'-0' 6"00 W/ 2'-0" STAGG, W/ STD HOOK AT SLAB EDGE 4T 10 #5 10'-0" 6"00 W/ 2'-0" STAGG, W/ STD HOOK AT SLAB EDGE 5T 12 #5 10'-0" 6°OC W/ 2'-0° STAGG, W/ STD HOOK AT SLAB EDGE 6T - #8 - 12"00 LENGTH PER PLAN 7T - #8 - 6°OC LENGTH PER PLAN 8T 14 #6 12'-0° 6°OC W/ 2'-0"' STAGG, W/ STD HOOK AT SLAB EDGE 9T 16 #5 12'-0" 6°OC W/ 2'-0" STAGG, W/ STD HOOK AT SLAB EDGE 10T - #5 12'-0' 12"00 W/ 2'-0" STAGG, W/ STD HOOK AT SLAB EDGE 11T - #5 30'-0° 24"OC W/ STD HOOK AT SLAB EDGE 12T - #5 - 12"OC LENGTH PER PLAN 13T 2 #10 - 4°OC LENGTH PER PLAN BOTTOM REINFORCING SCHEDULE (1) MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1B - #4 - 36"OC EW, TYP OVER ENTIRE SLAB 2B - #5 35'-0' 24°OC ADDL 3B 4 #5 - 4°OC LENGTH PER PLAN 4B - #9 - 6°OC LENGTH PER PLAN 5B - #8 - 6°OC LENGTH PER PLAN 6B - #8 - 12°OC LENGTH PER PLAN 7B - #4 14'-0° 12°OC - 8B - #7 - 12'OC LENGTH PER PLAN 9B 6 #5 35'-0' - W/ STD HOOK AT END 10B 4 #8 10'-0' 4'OC W/ STD HOOK AT SLAB EDGE 11B - #4 14'-0° 24'OC - 12B - #5 35'-0' 12"QC ADDL TOP AND BOTTOM REINFORCING SCHEDULE (1) (2) MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1TB 2 #5 CONT 4°OC TYP AT UNSUPPORTED SLAB EDGE 2TB - #5 - - TYPATOPENING PER 1/S4.01 3TB - #5 10'-0' 12"00 W/ 2'-0" STAGG, W/ STD HOOK AT SLAB EDGE 4TB 3 #10 - 4"0C LENGTH PER PLAN 5TB 2 #9 32'-0" 4°0C DATE 12.06.17 6TB - #5 - 12"00 LENGTH PER PLAN 7TB 3 #8 - 12°OC TYP AT MAT SLAB PERIMETER 8TB - #8 - 16"OC TYP AT MAT SLAB 9TB - #5 14'-0" 12"00 W/ COUPLERS PER 5/S4.02 10TB - #6 15'-0" 12"00 4/S4.02 11TB 2 #8 25'-0° 4"OC LENGTH PER PLAN 12TB 2 #6 10'-4' 12"00 - NOTE: (1) REINFORCING NOTED ON PLAN IS IN ADDITION TO TYPICAL BOTTOM AND/OR TOP MATS. (2) QUANTITY NOTED IS FOR TOP AND ALSO BOTTOM BARS, TOTAL REINFORCEMENT IS DOUBLE WHAT IS NOTED. (3) NOT STAGGER PERPENDICULAR TO SLAB EDGE. THICKENED SLAB SCHEDULE TYPE SIZE REINFORCING COMMENTS LENGTH WIDTH DEPTH F18 10'-0' 10'-0° 1'-6° #8B @ 10°OC EW 1 F20 12'-0° 12'-0° 1'-8° #8B @ 10°00 EW 1 F22 14'-0° 14'-0° 1'-10" #8B @ 10"OC EW 1 F24 14'-0° 14'-0° 2'-0° #8B @ 10"OC EW 1 NOTES: 1. TYPICAL MAT REINFORCEMENT PER 2/S3.01. FOUNDATION PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S0.01, S0.02, S0.03 AND S0.04. 7. MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS PER ARCHITECT. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 8. STEEL STAIRS SHALL BE BIDDER -DESIGNED, UNO. APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCRETE: ALL DOOR OPENINGS IN FOUNDATION WALLS; DRAINS AND SLOPES; BLOCKOUTS FOR FREEZERS, COOLERS, PLUMBING, SPRINKLERS AND HVAC. ALL DUCTS, CHASES AND PIPES PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. 4. TOP OF SLAB (T/SLAB) ELEVATION ASSUMED 28'-0'. FOR ACTUAL T/SLAB ELEVATION REFER TO CIVIL AND ARCHITECTURAL DRAWINGS. PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES. PROVIDE FREE - DRAINING GRANULAR FILL PER GEOTECH REPORT. 5. MAT SLAB SHALL BEAR ON IMPROVED SOIL PER GEOTECH REPORT AS NOTED IN THE STRUCTURAL GENERAL NOTES. 6. CJ INDICATES CONSTRUCTION JOINT PER PLAN TO BE COORDINATED WITH CONTRACTOR, REFERENCE 15/S3.02. 9. TYPICAL DETAILS PER: 17/S3.01 20/S3.01 4/S3.02 6/S3.02 9/S3.02 10/S3.02 13/S3.02 14/S3.02 12 & 17/S3.02 19/S4.04 17/S5.02 STANDARD HOOKS AND BAR BENDS TYPICAL LAP SPLICE SCHEDULE TYPICAL CONCRETE WALL OPENING REINFORCEMENT TYPICAL LAP SPLICE SCHEDULE (MASONRY) TYPICAL REINFORCING IN CMU WALL TYPICAL BASE PLATE CONFIGURATIONS CMU LINTEL, SILLS, AND BOLD BEAMS TYPICAL CMU CONTROL JOINT DETAIL TYPICAL COLUMN SECTIONS TYPICAL BRICK VENEER ANCHORAGE EXTERIOR NON -LOAD BEARING STUDS 03� AUGD)EVEIEWE ICI 2018 REID MIDDLETON, INC. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 172018 City of Tukwila BUILDING DIVISION ROOF LEVEL 7 LEVEL 6 LEVEL 5 LEVEL 4 LEVEL 3 LEVEL 2 LEVEL 1 NOTE: DARKENED LINES DESIGNATE AREA OF WORK. LEVEL 1 FOUNDATION PLAN - SOUTH SCALE: 1/8' = 1'-0' ARCHITECTURE URB,-,11RURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license • ^� �F WA 314 consultant logo Rights Reserved reused, In whole Inc. ds unauthorized se or DC ens DMESR 707 W 2nd Avenue Spokane, Washington 09204 455-4448 www.dci-engineers.com cIvii L / STRUCTURAL © Copyright 10/2017 D'Amato Conversano Inc. All This document, and the ideas and designs may not be in pad, without written permission from D'Amato Conversano D'Amato Conversano Inc. disclaims any responsibility for use. project name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 98188 key plan submittals/revisions BUILDING PERMIT SET 10.31.17 FOUNDATION ONLY PERMIT F1 12.06.17 STRUCTURAL RESUBMITTAL S1 12.18.17 STRUCTURAL RESUBMITTAL S2 01.10.18 STRUCTURAL BID SET 61 02.02.18 BP COORDINATION 2! 100% CD SET 03.09.18 ISSUED FOR CONSTRUCTION SETS 06.15.18 drawing title LEVEL 1 FOUNDATION PLAN - SOUTH drawing information DATE 12.06.17 SCALE As indicated DRAWN BSD JOB # 17041-0175 copyright © 2016 Urbal Architecture, PLLC Urbal Architecture, PLLC reserves common law copyright and other property rights in this document. All drawn and written information incorporated herein, is an instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. sheet number z a 0 CC w a_ ADDL STUD WALL AT ARCH WALL E9 CONC CURB #4 DOWELS W/ STD HOOK @ 16'0C MAT SLAB W/TYP REINF PER PLAN T/SLAB PER PLAN r - 0_ CC w 0_ EXT STUD WALL PER PLAN CLADDING PER ARCH (2) #4 CONT 4 4 • • '• 4 0 4 ° 4 ®' 4 z 00 III - T/CURB PER ARCH FIN GRADE c_z CONT REINF PER PLAN - IIIA III -1 I PER PLAN (WHERE OCCURS) Ala T/SLAB PER PLAN DROP TO BOT BARS AT CONTRACTOR'S OPTION NOTE: WIDTH OF CURB PER ARCHITECT. WHERE CURB IS GREATER THAN 8' WIDE, PROVIDE MAT OF REINFORCEMENT AT EACH FACE. CURB SHALL BE 4' WIDE MINIMUM. MAT SLAB AT EXTERIOR WALL SCALE: 3/4" = 1'-0" (03002M) T/SLAB PER PLAN z w a_ CC LU 0_ CONC CURB #4 DOWELS W/ STD HOOK @ 16'OC MAT SLAB W/TYP REINF PER PLAN - O 4 d •_ 4 •4 4 • 4 ' 1= d 2 _1 cfl z CONT REINFI 1 PER PLAN Pr' -I PER PLAN (WHERE OCCURS) EXT STUD WALL PER PLAN CLADDING PER ARCH (2) #4 CONT 3/4' CHAMFER T/CURB PER ARCH STUD WALL TO EXTEND DOWN TO TOP OF SLAB WHERE OCCURS PER ARCH FIN GRADE DROP TO BOT BARS AT CONTRACTOR'S OPTION NOTE: WIDTH OF CURB PER ARCH WHERE CURB IS LESS THAT 8' WIDE, PROVIDE SINGLE MAT OF REINFORCEMENT CTRD IN THE WALL. CURB SHAL BE 4' WIDE MIN. 1 MAT SLAB AT EXTERIOR WALL WITH VENEER SCALE: 3/4" = 1'-0" (03002M) CMU WALL & REINF PER PLAN #5 DOWEL W/ STD HOOK TO MATCH VERT REINF (2) #4 AT BOT COURSE T/S LAB PER PLAN MAT SLAB & REINF PER PLAN CMU WALL AT MAT SLAB SCALE: 3/4° = 1'-0° MAT SLAB W/ TYP REINF PER PLAN - N T/SLAB r� 4' PER PLAN T CC I I -I I I -iii - DOWELS TO MATCH COL VERT REINF w '-1- 0 -I - 0f I-0 iN MAT SLAB W/ TYP REINF PER PLAN DOWELS TO MATCH VERT REINF COL & REINF PER PLAN, 12/S3.02 & 17/S3.02 CONT AT CONTRACTOR'S O PTI O N Alb T/SLAB 4. PER PLAN w 0_ z a_ cc w d d 4 4 4 4.a 4 d 0 d 4 4 a 4 el 0 d .4 a • 0 d a 4. .4 d 1=III;II Ldh PER SCHED, TYP HII1,;,111_111 ADDL REINF PER PLAN (WHERE OCCURS) PER PLAN Ldh PER SCHED, TYP 4s 4 d INTERIOR COLUMN AT THICKENED MAT FOOTING SCALE: 3/4" = 1'-0" (03002M) BOUNDARY ELEMENT HOOPS & TIES WHERE OCCUR PER PLAN CONC SHEAR WALL PER PLAN RAMP SLAB OVER STRUCT FOAM FILL WHERE OCCURS EXTEND ALL WALL BOUNDARY DOWELS TO FTG BOT REINF AS SHOWN, AT CONTRACTORS OPTION, PROVIDE TERMINATORS IN -LIEU OF STD HOOKS MAT SLAB & REINF PER PLAN T/SLAB PER PLAN DOWELS TO MATCH BOT BARS d cio 4. 4 d 4 A 4, IIII-11I- LAP SPLICE as VENEER PER ARCH WHERE OCCURS VERT REINF PER PLAN HORIZ REINF PER PLAN T/MAT PER PLAN #6 DOWELS TO MATCH WALL VERT W/ ADDL DOWELS WHERE NOTED PER PLAN CURB PER 1/S3.01, WHERE OCCURS PER ARCH T/CURB PER ARCH W _w U_'�' d z0 0 En 1F/GRADE 0 0 z U a_ III z z g � d co CC J .d 1 e a a• p' a �`�� • 4 T/FTG PER PLAN 4. PER SCHED III- 11=III (3) ADDL TIES TO EXTEND INTO FTG PER PLAN III III1 1=11 DOWELS PER 1/S3.01 PER PLAN NOTE: POST INSTALL CURB AT CONTRACTOR OPTION, EMBED DOWELS 4' IN APPROVED ADH ADDL REINF PER PLAN WHERE OCCURS EDGE OF FTG AT SIM EXTERIOR CONCRETE SHEAR WALL AT MAT SLAB SCALE: 3/4" = 1'-0° (03905M) BOUNDARY ELEMENT HOOPS & TIES WHERE OCCUR PER PLAN TOP REINF PER PLAN T/S LAB PER PLAN z L w w 0_ 4 a 4 d 4 a d SLAB & REINF PER PLAN STRUCT FOAM FILL PER PLAN LAP PER 20/S3.01 #4 CONT FULL LENGTH OF RAMP (2) #4 CONT IIIIIIIIIIIIIIII Illllli�lll�l MAT SLAB & REINF PER PLAN NOTCH SLAB PER PLAN DOWEL TO MATCH RAMP SLAB REINF SLAB ON RIGID INSULATION AT MAT SLAB SCALE: 3/4" = 1'-0" z MAT SLAB & REINF PER PLAN d a I d 4 4 .4 d4 STEEP AS POSSIBLE=cam 1=111111= -111-IIII I . -III-I 1= II111-111-I a 11IIII I I- -111-111-I I I 111I11II1IIII 'I-1�IIII l 1-1111111111 111 111.-1-111= - ;IIIIII-1I NOTE: AT CONCRETE WALL REFERENCE 18/S3.02 FOR ADDITIONAL INFORMATION ON REINFORCEMENT. CONC SHEAR WALL PER PLAN n_ w w� HORIZ REINF PER PLAN vczlz� VERT REINF PER PLAN z 0a in = cn DOWELS TO MATCH WALL VERT W/ ADDL DOWELS WHERE NOTED PER PLAN <>a a d. aea a 4 4 d, ° BOT REINF PER PLAN COL & REINF PER PLAN, 14/S4.02 & 19/S4.02 .34 VENEER PER ARCH WHERE OCCURS • CURB WHERE OCCURS PER 6/S3.01 CC css. 4 CC 4 • .34 HI IF' cc PER PLAN CONCRETE COLUMN AT MAT SLAB FIN GRADE* EA SIDE OF COL, TYP TYP T&B REINF PIER PLAN d 4 4• 4 ad 0 CONC FTG PER PLAN 4 d .4 4 PER PLAN 4 4 4 4 ' .4 d • d ' a a° PROVIDE (3) HOOP & TIES SETS IN FTG EXTEND ALL WALL MAT SLAB AT CONCRETE SHEAR WALL NOTE: 90r BOUNDARY DOWELS TO FTG BOT REINF AS SHOWN, AT CONTRACTORS OPTION, PROVIDE TERMINATORS IN - LIEU OF STD HOOKS 4d OR 2 1/2' MIN D = 6d FOR #3 THRU #8 ALL REINFORCING EXCEPT COLUMN TIES AND BEAM STIRRUPS r 180° STIRRUP 90° )135° STIRRUP OR TIE IZ Zn 6d OR 3' MIN BEAM OR COLUMN CROSSTIES BEAM STIRRUPS AND COLUMN TIES d = BAR DIAMETER, D = BEND DIAMETER TIES AND CROSSTIES FOR SHEAR WALL BOUNDARY ELEMENTS SHALL BE DETAILED AS COLUMN TI ES/CROSSTI ES. STANDARD HOOKS AND BENDS - BEAM STIRRUPS AND COLUMN TIES STEP AT MAT SLAB 3/4' CHAMFER AT WALLS NOT IN CONTACT W/ SOIL LLI SPLICE d a 4 LAP PER SCHED d4 20/S3.01 TYP • 4 d 4 z •< 4 #4 CROSSTIE @ 4'OC ALT HOOKS 3/4' CHAMFER, TYP PER PLAN L WALL 4 19/S3.01, TYP a 4 4 HORIZ REINF PER PLAN, TYP DOWELS W/ STD HOOK TO MATCH HORIZ REINF, TYP (12) #8 VERT #4 HOOPS @ 4'OC HORIZ REINF PER PLAN, TYP d 4 4• ed 4 4. d d: ' 1 1/2' CLR TYP NOTE: CROSS -TIES AND HOOPS TO BE GRADE 80. CMU WALL W/ REINF WHERE OCCURS 3/4' CHAMFER #5 @ 12'OC CONT, EXTEND 36' PAST STEP, TERMINATE W/ STD HOOK AT SLAB EDGE g CC w a_ #8 x TO MATCH MAT SLAB REINF CJ AT CONTRACTOR OPTION N d 4 4 da I=1 11-1 11-1 111 I 1-,1 I I I I I 1'-6' STD ALT EA SIDE CORNER REINF TO MATCH HORIZ REINF CORNER REINF TO MATCH CROSS WALL HORIZ REINF LENGHT TYP CROSS WALL AT CORNERS AT INTERSECTIONS NOTES: 1. SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE PER 20/S3.01. 2. WALL REINFORCING PER PLAN OR ELEVATIONS, SECTIONS AND DETAILS. 3. AT FOOTINGS AND STEMWALLS, CORNER REINFORCING TO MATCH FOOTING AND STEMWALL HORIZONTAL REINFORCING. PLAN - TYPICAL CORNER REINFORCING AT CONCRETE WALLS 3/4' CHAMFER AT WALLS NOT IN CONTACT W/ SOIL STD HOOK TYP CORNER REINF TO MATCH HORIZ REINF CORNER REINF TO MATCH CROSS WALL HORIZ REINF CROSS WALL AT CORNERS AT INTERSECTIONS NOTES: 1. SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE PER 19/S3.01. 2. WALL REINFORCING PER PLAN OR ELEVATIONS, SECTIONS AND DETAILS. 3. AT FOOTINGS AND STEMWALLS, CORNER REINFORCING TO MATCH FOOTING AND STEMWALL HORIZONTAL REINFORCING. PLAN - TYPICAL CORNER REINFORCING AT CONCRETE WALLS Ic J 8' TYP z 3- w 3- DOWELS W/ STD HOOK TO MATCH HORIZ REINF, TYP PLAN CONCRETE L -SHAPED SHEAR WALL BOUNDARY (12 BARS) SCALE: 1" = 1'-0" LAP PER 19/S3.01, TYP 8' TYP 1 1/2' NOTE: CROSS -TIES AND HOOPS TO BE GRADE 80. CLR 3/4' CHAMFER, CC -#4 CROSSTIE @ 4'0C, ALT HOOKS HORIZ REINF PER PLAN, TYP (10) # 8 VERTS PLAN - CONCRETE SHEAR WALL BOUNDARY (10 BARS) 01404 CONFINED REINFORCING (psi) #4 #5 #6 #7 #8 #9 #10 #11 4000 19 24 28 41 47 53 60 72 5000 17 21 25 37 42 47 54 65 6000 16 19 23 34 38 43 49 59 7000 15 18 21 31 35 40 45 55 8000 15 17 20 29 33 37 43 51 8500 15 16 20 28 32 36 41 50 9000 15 16 19 27 31 35 40 48 10000 15 15 18 26 30 33 38 46 UNCONFINED REINFORCING (psi) MISCELLANEOUS BARS TOP BARS (see note #5) HOOKED BARS Ld Splice Ld Splice 4000 20 25 29 43 49 60 74 89 5000 18 22 26 38 44 54 66 80 6000 16 20 24 35 40 49 61 73 7000 15 19 22 32 37 46 56 67 8000 15 18 21 30 35 43 53 63 8500 15 17 20 29 33 41 51 61 9000 15 17 20 29 33 40 50 59 10000 15 16 19 27 31 38 47 56 UNCONFINED REINFORCING LAP SPLICE, TYP 1/2' CLR TYP • • • 4 PLAN - TYPICAL SHEAR WALL UNCONFINED REINFORCING LAP SPLICE, TYP • PLAN UNCONFINED 0 cc LAP SPLICE 4 NOTES: 1. TABULATED VALUES ARE IN INCHES. ELEVATION 2. LAP SPLICE NOT PERMITTED AT #14 OR #18 BARS. SHEAR WALL REINFORCING LAP SPLICE SCHEDULE w T/SLAB PER PLAN 4' LAP PER 19/S3.01, TYP 8' TYP 1 1/2' CLR 3/4' CHAMFER, TYP CC CL #4 CROSSTIE @ 4'0C, ALT HOOKS DOWELS W/ STD HOOK TO MATCH HORIZ REINF, TYP (8) #8 VERTS HORIZ REINF PER PLAN, TYP PLAN - CONCRETE SHEAR WALL BOUNDARY (8 BARS) SCALE: 1" = 1 '-0" (03422M) LAP PER 19/S3.01, TYP TYP CLR 3/4' CHAMFER, TYP EL #4 CROSSTIE @ 8.0C, ALT HOOKS VERT REINF PER PLAN, TYP DOWELS W/ STD HOOK TO MATCH HORIZ REINF, TYP HORIZ REINF PER PLAN, TYP PLAN - CONCRETE SHEAR WALL BOUNDARY (6 BARS) 01400 GRADE 60 REINFORCING BAR SIZE MISCELLANEOUS BARS TOP BARS (see note #5) HOOKED BARS Ld Splice Ld Splice Ldh DC 707 W 2nd Avenue Spokane, Washington 09:204 455-4448 www.dci-engineers.com © Copyright 10/2017 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused. in whole or in pad, wahout verdlen permission from D'Amato Conversano Inc. D'Amato Conveisano Inc. disclaims any responsibility for ds unauthoriZed project name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 98188 key plan submittals/revisions BUILDING PERMIT SET 10.31.17 FOUNDATION ONLY PERMIT F1 12.06.17 STRUCTURAL RESUBMITTAL S1 12.18.17 STRUCTURAL RESUBMITTAL S2 01.10.18 STRUCTURAL BID SET Al 02.02.18 BP COORDINATION 2/100% CD SET 03.09.18 ISSUED FOR CONSTRUCTION SET 3 06.15.18 drawing title FOUNDATION DETAILS drawing information DATE 12.06.17 SCALE As indicated DRAWN BSD JOB # 17041-0175 copyright © 2018 Urbal Architecture, PLLC Urbal Architecture, PLLC reserves common law copyright and other property rights in this document. All drawn and written information incorporated herein, is an instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. sheet number S3E01 #8 55 72 72 93 22 #9 62 81 81 105 25 #10 70 91 91 118 28 #11 78 101 101 131 31 #14 93 N/A 121 N/A 38 #18 124 N/A 161 N/A 50 f'c = 4000psi #3 15 19 19 25 8 #4 19 25 25 33 10 #6 29 37 37 49 15 #7 42 54 54 71 17 #8 48 62 62 81 19 #10 61 79 79 102 25 #11 67 87 87 114 27 #14 81 N/A 105 N/A 33 #18 108 N/A 140 N/A 43 #3 13 17 17 22 7 #4 17 23 23 29 9 #5 22 28 28 36 11 #7 38 49 49 63 15 #10 54 71 71 92 22 #11 60 78 78 102 2 #14 72 N/A 94 N/A 2 #18 96 N/A 125 N/A NOTES: 1. ALL TABULATED VALUES ARE IN INCHES. REVIEWED FOR DE COMPLIANCE APPROVED AUG 1 7 2018 City of Tukwila BUILDING DIVISION 2. VALUES FOR UNCOATED REINFORCING AND NORMAL WEIGHT CONCRETE WITH CLEAR SF1ACING > db, CLEAR COVER > db AND MINIMUM STIRRUPS OR TIES THROUGHOUT Ld OR CLEAR SPACING > 2db AND CLEAR COVER > db. 3. DEVELOP ALL REINFORCING IN STRUCTURAL SLABS WITH MINIMUM DEVELOPMENT LENGTH Ld. 4. Ldh = DEVELOPMENT LENGTH OF BAR WITH STANDARD HOOK. 5. TOP BAR = HORIZONTAL BAR WITH MORE THAN 12' OF FRESH CONCRETE BELOW OR AS NOTED ON DOCUMENTS 6. LAP SPLICE OF DIFFERENT SIZED BARS TO BE THE LARGER OF Ld OF THE LARGER BAR OR SPLICE LENGTH OF THE SMALLER BAR. 7. LAP SPLICE OF #14 AND #18 BARS IS NOT PERMITTED. LAP SPLICE 9F SMALLER TO #14 AND #18 BARS IS NOT PERMITTED. 8. LAP SPLICE OF DIFFERENT GRADES OF REINFORCING TO BE THE LARGER F Ld OF TI -IP ktir;HPR GRADUAR OR SPLICE LENGTH OF THE LOWER GRADE BAR. 9.SHEAR WALL REINFORCING LAP SPLICE SCHEDULE PER 19/S3.01. 10. REFERENCE 19/S4.02 FOR 6000 PSI CONCRETE STRENGTH TYPICAL LAP SPLICE AND IQ) EVO EWE L AUG oa 2018 J REID MIDDLETON, INC. DEVELOPMENT LENGTH SCHEDULE ARCHITECTURE 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com T 206-257-0972 license consuttant logo DC 707 W 2nd Avenue Spokane, Washington 09:204 455-4448 www.dci-engineers.com © Copyright 10/2017 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused. in whole or in pad, wahout verdlen permission from D'Amato Conversano Inc. D'Amato Conveisano Inc. disclaims any responsibility for ds unauthoriZed project name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 98188 key plan submittals/revisions BUILDING PERMIT SET 10.31.17 FOUNDATION ONLY PERMIT F1 12.06.17 STRUCTURAL RESUBMITTAL S1 12.18.17 STRUCTURAL RESUBMITTAL S2 01.10.18 STRUCTURAL BID SET Al 02.02.18 BP COORDINATION 2/100% CD SET 03.09.18 ISSUED FOR CONSTRUCTION SET 3 06.15.18 drawing title FOUNDATION DETAILS drawing information DATE 12.06.17 SCALE As indicated DRAWN BSD JOB # 17041-0175 copyright © 2018 Urbal Architecture, PLLC Urbal Architecture, PLLC reserves common law copyright and other property rights in this document. All drawn and written information incorporated herein, is an instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. sheet number S3E01 TOPPING SLAB PER PLAN TOWER CRANE ANCHOR PER SUPPLIER N ' ADDL ANCHORAGE REINF PER ANCHOR SUPPLIER TOP REINF PER PLAN TYP MAT REINF PER PLAN MAT SLAB AT TOWER CRANE SCALE: 1/2" = 1'-0" 01402 REINFORCING SIZE GRADE 40 GRADE 60 #4 20 24 #5 25 30 #6 30 36 #7 35 42 #8 40 48 NOTES: 1. DEVELOPMENT AND LAP SPLICE LENGTHS INDICATED SHALL BE USED UNLESS SPECIFICALLY NOTED ON DRAWINGS. 2. REINFORCING MAY BE CONSIDERED TO BE SPLICED WHEN PLACED IN ADJACENT GROUTED CELLS AND IF THE BARS ARE SPACED NO FARTHER APART THAN 1/5 THE REQUIRED LENGTH INDICATED AND NEVER FURTHER APART THAN 8'. 3. ALL TABULATED VALUES ARE IN INCHES. BOT REINF PER PLAN TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR STRUCTURAL MASONRY SCALE: 3/4" = 1'-0" (01402) MAT SLAB W/ TYP REINF PER PLAN— T/SLAB PER PLAN z z g .4 w w d c 0 w 0 ) 4. T/WALL AN PER PLAN CONC WALL & REINF PER PLAN 3/4' CHAMFER EXT SOG BY OTHERS CC CLw .d ° a• -V' a PER PLAN NOTE: ADDITIONAL INFORMATION PER 1/S3.01. (WHERE OCCURS) T/S LAB PER PLAN 4' #4 @ 12'OC EW LAP AT CONTRACTORS OPTION PARTIAL HEIGHT EXTERIOR WALL AT MAT SLAB SCALE: 3/4" = NOTE: ADDITIONAL INFORMATION PER 7/S3.01. a 4 T/WALL Nv PER PLAN a. 4 n • • . 44 z J d cc w 4 • A ° ' 4 . 4 4. PER PLAN o• 4 a4 a 4 'v 4, EXTERIOR WALL AT TRANSFORMER T/WALL BY OTHERS T/SLAB a EXT SOG BY OTHERS CHAMFER AS REQD EXT SOG BY OTHERS =III a 12' CONC WALL W/ #5@12'OCEWEF ADDL REINF PER PLAN PER PLAN T/FTG PER P d a• T/S LAB AL PER PLAN AS STEEP AS POSSIBLE 3/4' CHAMFER 4a • a 4 a: a 4 4 LAP PER SCHED T CONTRACTOR OPTION 4 CONC WALL PER PLAN EXT SOG BY OTHERS . • . 4 I 1111,-=11 PER PLAN SITE SCALE: 3/4" = 1'-0" 3/4' CHAMFER, TYP T/S LAB PER PLAN z_ m CONC FTG W/ REINF PER PLAN CE ce U CC1 12x18 CONCRETE COLUMN SCALE: 1" = 1'-0" 4: ' ° 1.4 •4 a• 3/4' CHAMFER, TYP (6) #8 VERT #4 TIES @ 3 1/2'OC (8) #8 VERT CC2 16x16 CONCRETE COLUMN C3) T/SLAB 411 PER PLAN COL PER PLAN 1/4 (4) #4 DOWELS W/ STD HOOK T&B MAT SLAB W/ TYP REINF PER PLAN z CC w a. SECTION EMBED PL1/2x9x0'-9' W/ (4) 1 2'0 x 4' WHS @ 6'OC (2) #3 TIES T/CURB z_ Co PER ARCH FIN GRADE tr.G. 4 J U CONT REINF PER PLAN PER PLAN (WHERE OCCURS) NOTE: ADDITIONAL INFORMATION PER 1/S3.01. SECTION STOREFRONT COLUMN AT CONCRETE CURB SCALE: 3/4" = 1'-0" (03002M) CORNER REINF TO MATCH HORIZ REINF 1- 0 z w J WIVAINIKVIAMIVAIrtiVIAIWAIMI PiHEI iii WA MIME Whig AT CORNERS STD HOOK ///e a"' TYP • i c7 z w J CORNER REINF TO MATCH HORIZ WALL REINF "' III/ . _ .r CROSS WALL /I /.•w.t n:/ AT INTERSECTIONS NOTES: 1. LAP LENGTHS PER REINFORCING LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR CMU. 2. WALL REINFORCING PER PLANS, ELEVATIONS, SECTIONS AND DETAILS. 3. CORNER REINFORCING AT FOOTING AND STEMWALLS TO MATCH FOOTING AND STEMWALL HORIZONTAL REINFORCING. PLAN - TYPICAL CORNER REINFORCING AT CMU WALLS SCALE: 1" = 1'-0" (04002) LINTEL SILL 0 z BOND BEAM BLOCK (2) #4 IN LINTEL BLOCK 90° HOOK PARALLEL TO WALL (2) #4 IN BOND BEAM BLOCK LINTEL W/ SHEAR REINF BOND BEAM (2) #4 #3 @ 8'OC (2) #4 IN LINTEL BLOCK (2) #4 IN BOND BEAM BLOCK OPEN BOND BEAM CMU LINTELS, SILLS AND BOND BEAMS SCALE: 1" = 1'-0° (04003) Ah T/WALL PER PLAN OR EL (2) #5, TYP UNO #5 x 48' DIAG, TYP (2) #5, TYP Ati T/SLAB PER PLAN T/FTG PER PLAN HOOK BARS WHEN 24' LENGTH IS S NOT AVAILABLE NOTE: 1. PROVIDE (2) #5 x 48' DIAGONAL BARS AT WALLS 10' OR THICKER. 2. ADDITIONAL REINFORCEMENT AS REQUIRED PER PLAN ELEVATION - TYPICAL CONCRETE WALL OPENING REINFORCING SCALE: 3/4" = 1'-0" (03401M) CORNER REINF PER 8/S3.02 TO MATCH HORIZ REINF, TYP T/WALL TYP HORIZ REINF IN BOND BEAM, TYP AT OPNG (2) TYP VERT REINF MIN, TYP AT CORNERS (2) TYP VERT REINF MIN, TYP AT OPNG T/FTG Nv OR SLAB PER PLAN TYP HORIZ REINF AT T/WALL FOR WALL SECTIONS 16' OR SMALLER, PROVIDE (2) TYP VERT REINF, MIN CMU CONTROL JOINT LOCATION PER 14/S3.02, LOCATION & WATERPROOFING PER ARCH OP NG / 2'-0' M I N TYP HOOK IF MIN LENGTH NOT AVAILABLE CC w 0_ 0 N O CD NOTES: 1. TYPICAL REINFORCING PER PLAN. 2. INFORMATION NOT SHOWN PER TYPICAL SECTIONS. 3. CMU WALLS ARE SOLID GROUTED. DOWELS TO MATCH VERT REINF (PROVIDE STD HOOK PER STRUCT NOTES AS REQD). REF 11/S4.03 AT SLAB STOP HORIZ REINF AT CONTROL JOINT, TYP UNO TYP VERT REINF, EA SIDE OF CONTROL JOINT, TYP TYP HORIZ REINF PER PLAN TYP HORIZ REINF IN BOND BEAM AT SILL TYP HORIZ REINF IN FIRST COURSE ELEVATION - TYPICAL REINFORCING IN CMU WALL SCALE: 1" = 1'-0" (04000M) CL JOINT VERT CONTROL JOINT, OMIT MORTAR. CAULK PER ARCH TERMINATE HORIZ REINF 2' FROM CONTROL JOINTS. EXCEPT AT FLR & ROOF BOND BEAMS VERT REINF PER 9/S3.02 NOTE: CONTROL JOINT LOCATION CRITERIA PER STRUCTURAL GENERAL NOTES. CONTRACTOR SHALL COORDINATE LOCATION OF JOINT WITH ARCHITECT AND STRUCTURAL ENGINEER. T/MAT PER PLAN cc Lu NOTE: ADDITIONAL INFORMATION PER 12/S3.01 CMU WALL WHERE OCCURS PER PLAN MAT SLAB PER PLAN 4 • • • 111-1 I IE STEEP AS POSSI BLE PLAN - CMU CONTROL JOINT SCALE: 1" = 1'-0" (04001) PROVIDE STD HOOKS OR LENTON TERMINATORS AT ENDS OF T&B REINF, TYP PROVIDE 16' SMOOTH DOWEL (SAME SIZE AS HORIZ REINF) ACROSS JOINT. PREVENT BOND BTWN DOWEL & GROUT W/ GREASE OR PLASTIC SLEEVE. CAP ALL DOWELS TO ALLOW 1' OF MOVEMENT. PROVIDE CLOSED END BLOCKS AT CONTROL JOINTS, TYP CONC SHEAR WALL PER PLAN T/SLAB PER PLAN MAT SLAB & REINF PER PLAN 4.. 0: a 4 44- .a 21. 4 4 • : as STL STAIR PER SUPPLIER BP1/4x2 x LENGTH W/ (2) 1/2'0 EXP ANCHORS W/ 3 1/2' MIN EMBED, TYP AT EA STRINGER 1"± NON -SHRINK GROUT • 4•a . 4• •.4• 4 • . a .. 4. 4 • • _ _ - .. a• a :d 4: a .ad .. • :4d a a. • !la° . n a . 4 ae a ' l 11�I i �.Ii � �,�� I_I � I—i_r1-1 I I_I I I_I I I_► I I_I I I—III-1 LI—► (�--1 �I�I-1_I � . _1117111111111111_ ,111111111111-IIIIII-III-III-III-III —III—I I—I I I -I I II I -I I-III� 1 =1 I I;, I I I-111111=1 11-11 I-111=1 1I- lii III —III STRINGER BASE DETAIL AT MAT SLAB SCALE: 1" = l' -O" (05608M) CL WALL 1 1/2' TYP (2) SIDES 1 1/2' TYP CV HSS WIDTH TYP 1/4 NS & FS F/STUD= F/CONC CL COL= CL WALL SECTION TYPICAL BASEPLATE TO CONCRETE WALL CONNECTION - HSS COLUMN SCALE: 1" = 1 '-0" (05032) (2) SIDES CL WALL 1 1/2' P z 0 U w 1/4 STUD WALL PER PLAN TYPICAL PLANS AT TOP OF WALL SHTHG WHERE OCCURS 1' GROUT OPTIONAL WALL REINF PER PLAN, TYP CONC WALL PER PLAN CL COL COL PER PLAN BP PER PLAN TYP UNO II J J < o� J J U U NS & FS NAILER AT SHEAR WALLS WHERE OCCURS PER PLAN & WOOD DETAILS BP PER PLAN TYP UNO T/WALL PER PLAN 4' ADDL #4 x 48' OPPOSITE TYP REINF, PROVIDE CORNER BAR AT CORNER CONDITION ELEVATION (2) 3/4'0 AB'S W/ HEX NUTS & WASHERS UNO TACK WELD NUT TO AB T/SLAB PER PLAN 0 w MAT SLAB & REINF PER PLAN CJ PER PLAN 0 0 A. .. ..8 a .44 'a • n'! •a . • • df - 4 1-1 I111=I I 2' LAP PER SCHED, TYP TYPICAL CONSTRUCTION JOINT AT MAT FOUNDATION VERIFY SIZE AND LOCATION PER LEV FR, P • EXTEND 36' PAST ELEV PIT SECTION AT ELEVATOR PIT 24' EXTEND 36' PAST ELEV PIT • DOWELS TO MATCH WALL VERTS • #8 x @ 1210C 24' SUM PIT AS REQD 4 BOUNDARY TIES WHERE OCCURS II I • • • • CC TYP W/ STD HOOK LENTON TERMINATORS OR STD HOOKS, TYP AT VERT REINF REVIEVVED FOR CODE COMPLIANCE APPROVED AUG 1 7 2018 City of Tukwila BUILDING DIVISION -01EVIIEWE \\I AUG IS 2018 REID MIDDLETON, INC. ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 Nor MAI MAI //W1 I// l/////�/._ //AI ARM consuttant logo DC .r - key plan submittals/revisions -ti..:..4.,.".:,:-''z''5,-,,_/: FOUNDATION ONLY PERMIT F1 12.06.17 STRUCTURAL RESUBMITTAL S1 12.18.17 ....�-.:•��4�\'C.• _ _ ISSUED FOR CONSTRUCTION SET 3 06.15.18 T.: iii iii III iii DATE 12.0 6.1 7 i_�*' AriAr iii iii copyright Urbal Architecture, PLLC reserves common law copyright and other property rights in this document All drawn and written information incorporated herein, is an instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. , , VERT REINF PER 9/S3.02 NOTE: CONTROL JOINT LOCATION CRITERIA PER STRUCTURAL GENERAL NOTES. CONTRACTOR SHALL COORDINATE LOCATION OF JOINT WITH ARCHITECT AND STRUCTURAL ENGINEER. T/MAT PER PLAN cc Lu NOTE: ADDITIONAL INFORMATION PER 12/S3.01 CMU WALL WHERE OCCURS PER PLAN MAT SLAB PER PLAN 4 • • • 111-1 I IE STEEP AS POSSI BLE PLAN - CMU CONTROL JOINT SCALE: 1" = 1'-0" (04001) PROVIDE STD HOOKS OR LENTON TERMINATORS AT ENDS OF T&B REINF, TYP PROVIDE 16' SMOOTH DOWEL (SAME SIZE AS HORIZ REINF) ACROSS JOINT. PREVENT BOND BTWN DOWEL & GROUT W/ GREASE OR PLASTIC SLEEVE. CAP ALL DOWELS TO ALLOW 1' OF MOVEMENT. PROVIDE CLOSED END BLOCKS AT CONTROL JOINTS, TYP CONC SHEAR WALL PER PLAN T/SLAB PER PLAN MAT SLAB & REINF PER PLAN 4.. 0: a 4 44- .a 21. 4 4 • : as STL STAIR PER SUPPLIER BP1/4x2 x LENGTH W/ (2) 1/2'0 EXP ANCHORS W/ 3 1/2' MIN EMBED, TYP AT EA STRINGER 1"± NON -SHRINK GROUT • 4•a . 4• •.4• 4 • . a .. 4. 4 • • _ _ - .. a• a :d 4: a .ad .. • :4d a a. • !la° . n a . 4 ae a ' l 11�I i �.Ii � �,�� I_I � I—i_r1-1 I I_I I I_I I I_► I I_I I I—III-1 LI—► (�--1 �I�I-1_I � . _1117111111111111_ ,111111111111-IIIIII-III-III-III-III —III—I I—I I I -I I II I -I I-III� 1 =1 I I;, I I I-111111=1 11-11 I-111=1 1I- lii III —III STRINGER BASE DETAIL AT MAT SLAB SCALE: 1" = l' -O" (05608M) CL WALL 1 1/2' TYP (2) SIDES 1 1/2' TYP CV HSS WIDTH TYP 1/4 NS & FS F/STUD= F/CONC CL COL= CL WALL SECTION TYPICAL BASEPLATE TO CONCRETE WALL CONNECTION - HSS COLUMN SCALE: 1" = 1 '-0" (05032) (2) SIDES CL WALL 1 1/2' P z 0 U w 1/4 STUD WALL PER PLAN TYPICAL PLANS AT TOP OF WALL SHTHG WHERE OCCURS 1' GROUT OPTIONAL WALL REINF PER PLAN, TYP CONC WALL PER PLAN CL COL COL PER PLAN BP PER PLAN TYP UNO II J J < o� J J U U NS & FS NAILER AT SHEAR WALLS WHERE OCCURS PER PLAN & WOOD DETAILS BP PER PLAN TYP UNO T/WALL PER PLAN 4' ADDL #4 x 48' OPPOSITE TYP REINF, PROVIDE CORNER BAR AT CORNER CONDITION ELEVATION (2) 3/4'0 AB'S W/ HEX NUTS & WASHERS UNO TACK WELD NUT TO AB T/SLAB PER PLAN 0 w MAT SLAB & REINF PER PLAN CJ PER PLAN 0 0 A. .. ..8 a .44 'a • n'! •a . • • df - 4 1-1 I111=I I 2' LAP PER SCHED, TYP TYPICAL CONSTRUCTION JOINT AT MAT FOUNDATION VERIFY SIZE AND LOCATION PER LEV FR, P • EXTEND 36' PAST ELEV PIT SECTION AT ELEVATOR PIT 24' EXTEND 36' PAST ELEV PIT • DOWELS TO MATCH WALL VERTS • #8 x @ 1210C 24' SUM PIT AS REQD 4 BOUNDARY TIES WHERE OCCURS II I • • • • CC TYP W/ STD HOOK LENTON TERMINATORS OR STD HOOKS, TYP AT VERT REINF REVIEVVED FOR CODE COMPLIANCE APPROVED AUG 1 7 2018 City of Tukwila BUILDING DIVISION -01EVIIEWE \\I AUG IS 2018 REID MIDDLETON, INC. ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license consuttant logo DC EITIGBrISER se 707 W 2nd Avenue Spokane, Washington © Copyright 1012017 D'Amato Conversano Inc. All Rights Reserved project name STERLING SOUTHCENTER AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 9 81 88 key plan submittals/revisions BUILDING PERMIT SET 10.31.17 FOUNDATION ONLY PERMIT F1 12.06.17 STRUCTURAL RESUBMITTAL S1 12.18.17 STRUCTURAL RESUBMITTAL S2 01.10.18 STRUCTURAL BID SET Al 02.02.18 BP COORDINATION 2 / 100% CD SET 03.09.18 ISSUED FOR CONSTRUCTION SET 3 06.15.18 drawing title FOUNDATION DETAILS drawing information DATE 12.0 6.1 7 SCALE As indicated DRAWN BSD copyright Urbal Architecture, PLLC reserves common law copyright and other property rights in this document All drawn and written information incorporated herein, is an instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. sheet number S3 0 02 DRAWING: Sterling Southcenter.dwg E N DATE: Jun 02, 2018 — RAP ELEMENT FOUNDATION CONSTRUCTION NOTES 1. RAMMED AGGREGATE PIER (RAP) FOUNDATION SUPPORT IS AS DESIGNED BY GEOPIER FOUNDATION COMPANY, INC., DAVIDSON, NORTH CAROUNA (DESIGNER). 2. RAP ELEMENT LAYOUT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR (GC). GEOPIER ELEMENT SHALL BE INSTALLED IN THE FIELD WITHIN 6 -INCHES OF LOCATION SHOWN ON THESE PLANS. 3. A QUAUFIED, FULL-TIME QUALITY CONTROL (QC) REPRESENTATIVE PROVIDED BY THE RAP INSTALLER (THE INSTALLER) SHALL BE RESPONSIBLE FOR INSTALLATION OF THE RAP ELEMENTS IN ACCORDANCE WITH THE DESIGN, AND SHALL REPORT ALL GEOPIER FOUNDATION CONSTRUCTION ACTIVITIES TO THE DESIGNER. IF AUTHORIZED BY THE OWNER, THE QC REPRESENTATIVE SHALL COORDINATE QC ACTIVITIES WITH THE TESTING AGENCY HIRED BY THE OWNER. UNDER NO CIRCUMSTANCES SHALL THE TESTING AGENCY DIRECT RAP INSTALLATION PROCEDURES. 4. RAP ELEMENTS SHALL BE BASED ON THE FOLLOWING CRITERIA UNLESS OTHERWISE APPROVED IN WRITING BY THE DESIGNER: A. RAP ELEMENTS SHALL BE WITHIN 3 INCHES OR DEEPER THAN THE DEPTHS SHOWN ON THE PLANS. B. AVERAGE COMPACTED UFT THICKNESS DURING EACH DAYS PRODUCTION SHALL BE APPROXIMATELY 24 INCHES. C. A CST SHALL BE PERFORMED ON THE FIRST FIVE RAP INSTALLED. RESULTS OF THE INITIAL CST SHOULD BE PROVIDED TO THE DESIGNER FOR REVIEW AND ESTABLISHMENT OF ACCEPTANCE CRITERIA AND FREQUENCY OF CST. THE FREQUENCY OF CST MAY VARY DEPENDING ON THE SOIL CONDITIONS; HOWEVER, CST SHALL BE PERFORMED ON NO LESS THAN 10% OF PRODUCTION RAP. D. RAP ELEMENT AGGREGATE SHALL CONSIST OF TYPE I GRADE B IN GENERAL ACCORDANCE WITH ASTM D-1241-68, OR APPROVED BY GEOPIER DESIGNER AND SUCCESSFULLY USED IN THE MODULUS TEST. 5. WHEN OBSTRUCTIONS ARE ENCOUNTERED THAT CANNOT BE REMOVED WITH CONVENTIONAL RAP INSTALLATION EQUIPMENT, THE GC SHALL BE RESPONSIBLE FOR REMOVING THE OBSTRUCTIONS. IF THE GC DOES NOT DO SO IN A TIMELY MANNER THAT DOES NOT INTERRUPT RAP PRODUCTION, THE INSTALLER MAY REMOVE OBSTRUCTION(S) AND SHALL BE REIMBURSED FOR COSTS INCURRED, INCLUDING LABOR, EQUIPMENT, AND MATERIALS. IN THE EVENT OBSTRUCTIONS ARE ENCOUNTERED BELOW THE DESIGN BOTTOM OF FOOTING ELEVATION THE OBSTRUCTION SHALL BE REMOVED AS OUTLINED ABOVE. THE RESULTING EXCAVATION SHALL THEN BE BACKFILLED AND COMPACTED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. THE AREA SHALL BE TESTED BY THE OWNER'S TESTING AGENCY AND THE COMPACTION TEST RESULTS SHALL BE SUBMITTED TO THE INSTALLER AND THE DESIGNER. 6. RAP ELEMENTS NOT MEETING THE REQUIREMENTS DEFINED IN THE DESIGN AND MODULUS TEST SHALL BE RE -INSTALLED TO MEET PROJECT REQUIREMENTS UNLESS OTHERWISE APPROVED IN WRITING BY THE DESIGNER. 7. FOOTING ELEVA11ONS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE REPORTED IN WRITING TO THE INSTALLER'S QC REPRESENTATIVE PRIOR TO INSTAWNG RAP ELEMENTS. 8. UTILITY LOCATIONS ARE THE RESPONSIBILITY OF THE GC. THE DESIGNER SHALL BE NOTIFIED OF ANY CONFLICTS WITH RAP LOCATIONS SHOWN ON THE PLANS. NEW U11U11ES EXCAVATIONS SHALL BE LIMITED TO THE ZONE DEPICTING ON DETAIL 1 ON THIS SHEET. IF EXCAVATIONS ARE PLANNED WITHIN THE RAP "NO DIG" ZONE, THE DESIGNER SHOULD BE NOTIFIED IMMEDIATELY TO DISCUSS EXCAVATION OPTIONS. 9. RAP ELEMENTS ARE LOCATED AT THE INTERSECTION OF REFERENCE GRID ONES OR AT THE CENTERLINE OF STRIP FOOTINGS UNLESS DIMENSIONED OTHERWISE. 10. AFTER COMPLETION OF RAP INSTALLATIONS, THE GC IS RESPONSIBLE FOR PROTECTION OF THE WORK. THIS INCLUDES, BUT IS NOT LIMITED TO, PROPER SITE DRAINAGE TO PREVENT PONDING OF WATER ABOVE THE RAP ELEMENTS AND APPROPRIATE CONTROL AND COORDINATION OF EARTHWORK AND ANY SUBSEQUENT DRILL ACTIVITIES SUCH AS ELEVATOR SHAFT CONSTRUCTION, TO PREVENT DAMAGE TO INSTALLED RAP ELEMENTS. 11. ALL RAP ELEMENTS HAVE A MINIMUM NOMINAL TOP DIAMETER OF 20 INCHES WITH COMPACTED 24 INCH LIFTS. GEOPIER ELEMENTS WILL BE INSTALLED TO DEPTHS OF 25 FEET OR REFUSAL, WHICHEVER IS REACHED FIRST. 12. THESE DRAWINGS ARE BASED ON THE STRUCTURAL DRAWINGS PROVIDED BY DCI ENGINEERS. THE RAP ELEMENT LAYOUT LOCATION PLAN AND FOOTING DETAILS PLAN ARE FOR RAP ELEMENT NUMBER, LOCATION, AND LAYOUT ONLY. FOOTING LOCATIONS, SIZES, AND ORIENTATION SHOWN ON THESE PLANS ARE FOR INFORMATION ONLY. PLEASE REFER TO STRUCTURAL PLANS FOR SPECIFIC FOUNDATION DIMENSIONS AND LOCATION. THE DESIGNER ACCEPTS NO RESPONSIBILITY FOR LOCATION OF FOOTINGS SHOWN ON THESE PLANS. THE DESIGNER SHALL BE NOTIFIED IMMEDIATELY IF INFORMATION ON THESE PLANS CONFLICTS WMTH STRUCTURAL OR ARCHITECTURAL DRAWINGS. 13. THE RAP FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL INFORMATION PROVIDED IN THE SUBSURFACE EXPLORATION BY PANGEO, REPORT DATE MAY 4, 2017. GEOPIER FOUNDATION COMPANY, INC., HAS RELIED ON THIS INFORMATION AND WE HAVE NO REASON TO SUSPECT ANY OF THE INFORMATION IN THE REPORT IS IN ERROR. GEOPIER FOUNDATION COMPANY, INC. IS NOT RESPONSIBLE FOR ERRORS OR OMISSIONS IN THE REPORT THAT MAY AFFECT THE PARAMETER VALUES IN OUR DESIGN. IF THE SUBSURFACE OR SITE CONDITIONS DIFFER FROM THOSE UTIUZED IN THE DESIGN THE DESIGNER SHALL BE NOTIFIED IMMEDIATELY. 14. RAP FOUNDATION DESIGN LOADS ARE BASED ON THE DESIGN INFORMATION PROVIDED TO US BY DCI ENGINEERS. IN THE EVENT THE STRUCTURAL LOADS VARY THE DESIGNER SHALL BE NOTIFIED. CONCRETE FOOTING CONSTRUCTION SUPPORTED BY RAP NOTES 1. ALL EXCAVATIONS FOR FOOTINGS SUPPORTED BY RAMMED AGGREGATE PIERS SHALL BE PREPARED IN THE FOLLOWING MANNER BY THE GC: OVEREXCAVATION BELOW THE BOTTOM OF FOOTING SHALL BE LIMITED TO THREE INCHES. THIS INCLUDES UMIIING THE TEETH OF EXCAVATORS FROM OVEREXCAVATION BEYOND THREE INCHES BELOW THE FOOTING ELEVATION. 2. FOOTINGS SHALL BE POURED AS SOON AS POSSIBLE FOLLOWING FOOTING EXCAVATIONS. IT IS THE CONTRACTORS RESPONSIBILITY TO PROTECT FOOTING BEARING SURFACES FROM WET WEATHER AND DISTURBANCE. A "MUD MAT* (3 INCH THICKNESS OF LEAN CONCRETE) OR COMPACTED CRUSHED ROCK SURFACE IS RECOMMENDED TO PROTECT BEARING SURFACES. 3. PRIOR TO CONCRETE OR MUD MAT PLACEMENT, THE TOP OF THE EXCAVATED SOIL AND RAMMED AGGREGATE PIERS SHALL BE COMPACTED WITH A STANDARD, HAND -OPERATED IMPACT COMPACTOR (LE. JUMPING JACK COMPACTOR). COMPACTION SHALL BE PERFORMED OVER THE ENTIRE FOOTING SUBGRADE TO COMPACT ANY LOOSE SURFACE SOIL AND LOOSE SURFACE PIER AGGREGATE. 4. WATER SHALL NOT BE ALLOWED TO ACCUMULATE IN THE FOOTING EXCAVATIONS PRIOR TO CONCRETE PLACEMENT OR ALLOWED TO ACCUMULATE OVER THE POURED FOOTING. 5. EXCAVATION AND SURFACE COMPACTION OF ALL FOOTING SUBGRADES SHALL BE THE RESPONSIBILITY OF THE GC. 6. THE TESTING AGENCY SHALL INSPECT EACH FOOTING AND APPROVE IT IN WRITING ON THE SAME DAY THAT THE CONCRETE OR MUD MAT IS PLACED IN THE FOOTING EXCAVATION. THE APPROVAL SHALL STATE THAT ALL FOOTING BOTTOMS INCLUDING MATRIX SOILS AND RAP TOPS HAVE NOT BEEN OVEREXCVATATED MORE THAN THREE -INCHES BELOW THE BOTTOM OF THE FOOTING, HAVE BEEN KEPT FREE OF WATER ACCUMULATION, AND HAVE BEEN REASONABLY DENSIFIED WITH A HAND-HELD MECHANICAL IMPACT COMPACTOR ON THE SAME DAY THAT THE CONCRETE WAS PLACED. 7. THE GC IS RESPONSIBLE FOR MEASURING TOP OF FOOTING ELEVA11ONS TO ACCURACY OF 0.01 FEET. MEASUREMENTS SHALL BE TAKEN BY A LICENSED PROFESSIONAL SURVEYOR BEFORE LOADS ARE APPLIED TO THE FOOTINGS. 8. IN THE EVENT THAT FOOTING BOTTOM PREPARATIONS, AS DESCRIBED ABOVE, ARE NOT PERFORMED OR DOCUMENTED IN ACCORDANCE WITH THIS SECTION, ANY WRITTEN OR IMPLIED WARRANTY WITH RESPECT TO GEOPIER FOUNDATION PERFORMANCE CAN BE CONSIDERED VOID. geopier "Geopier" is the registered trademark of the Geopier Foundation Company, Inc. This drawing contains information proprietary to The Geopier Foundation Company, Inc. and its licensees. The information contained herein is not to be trasmitted to any other organization unless specifically authorized in writing by the Geopier Foundation Company, Inc. Geopier is the property of The Geopier Foundation Company, Inc. and is protected under U.S. Patent No. 5249892 and other patents pending. 24" TYP. COMPACTED 4• ;4a a • 4 • • 4 4 a • SPREAD FOOTINGS TO BE SUPPORTED BY GEOPIER ELEMENTS. SEE SHOP DRAWINGS FOR GEOPIER REQUIREMENTS 20" DIA. GEOPIER ELEMENT U.N.O. TYPICAL GEOPIER ELEMENT NOT TO SCALE GEOPIER LEGEND * GEOPIER ELEMENTS WILL BE INSTALLED TO DEPTHS OF 25 FEET OR REFUSAL, WHICHEVER IS REACHED FIRST. # 3 20" DIAMETER GEOPIER AS -BUILT NOTE: GEOPIER DESIGN DOCUMENTS AND PLANS ARE ONLY VALID IF INSTALLED BY A LICENSED GEOPIER INSTALLER. 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IF THIS IS NOT THE CASE THE DESIGNER MUST BE NOTIFIED. 2OADJACENT EXCAVATION DETAIL NOT TO SCALE REVIEWED FOR CODE COMPLIANCE APPROVED AUG 17 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 16 2018 PERMIT CENTER i W Z GEOPIER CONSTRUCTION NOTES & DETAILS 6 02/2018 STERLING AT SOUTHCENTER FOUNDATION ONLY GEOPIER NORTHWEST 425-646-2995 z 0 F- 5 J_ co 1p d.. N d.. 0. 4 0 1-4(f)o a) Tu co J Q) Cl) PROJECT NUMBER 17-GNW-00722 DATE 3 07 2018 SHEET NUMBER GP0.1 DRAWING: Sterling Southcenter.dwg E ro N DATE: Jun 02, 2018 geopier TYP AT VENEER 550S162-54 @ 16"OC STUD WALL „ J 1 2) t TYP VENE AT (57) (79)111-1 53) TYP AT EXT STUD TYP AT 1- 1- w (47) ��30"DP THKND SLAB 245O0,T EXT, UNO 1 ' 18) (37) al) r L . 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WORT EXT, UNO 11. ~�i w r `2 r g$ ;15 .g. 12" VER GRADE PER PLAN NOTES Xi„ ® MATCHLINE ON @ Z @ 12" WALL W/ #5 12"OC 1 • L //////I///1 ///7/44.‘6 III/n r t 1 J V'11, HORI ADDL 4. © 12' 12/S '15 t ;1741 r r 16" CONC MAT SLAB ON GRADE PER PLAN NOTES T SLAB = 28'-0" CJ (INTE jADIATE .9 STRESSIN "JOINT) L.) zwce <0 0 U W w av� w r� (-) 0 L1 0‹ CC 0 r i9 Cga4; i%A%.771 . . a463;1 1 TYP AT r INT COL ,w4 ii --—36"DP THK1;fia'SLAB .. r�2�1 L (1j ) TYP r "Geopier" is the registered trademark of the Geopier Foundation Company, Inc. This drawing contains information proprietary to The Geopier Foundation Company, Inc. and its licensees. The information contained herein is not to be trasmitted to any other organization unless specifically authorized in writing by the Geopier Foundation Company, Inc. Geopier is the property of The Geopier Foundation Company, Inc. and is protected under U.S. Patent No. 5249892 and other patents pending. ort 0-0.6) 66) J (16' 64"DP THKt�abSL CJ (INTERMEDIATE STRESSI•1JOINT) •r FOUNDATION PLAN t�s L A ri r-5(?r II//////////////l/I///^ 1 TYP AT INT COL i '9' , \-22"DP THKND SL W," B@12"0 E 37a� L 42 ETI ;4 t_ tro$ 42t L J r 36"DP THKND SL t 9 • 16". (42 10005162-43 @ 24"0C, TYP AT E5 WALL TYPE AT VENEER 4' CONC TOPPING SLAB IW 4 I @ 18"OC CTRD I CENTER AT TOWER CRAM 14$- 8" CMU WALL W/ #5 VERT @ 32"0C & (2) ORIZ @ 48"OC, 1 A I 10) (24t' 1 1— z 00 0 z 1- Fri Z w vr T AT CMU aDP THKND @ ,,..1 (43J -1 07$ ;42 i4 \ ift9 AT EXT COL STRESSING JOINT) 64 Ai \--84"DPWKND SLAB (211, 1/4" CJ (INTERMEDIATE NORTH (31 / DEvo AS -BUILT NOTE: GEOPIER DESIGN DOCUMENTS AND PLANS ARE ONLY VALID IF INSTALLED BY A LICENSED GEOPIER INSTALLER. TYP AT MATCHUNE GEOPIER PLAN NOTES: REVIEWED FOR CODE COMPLIANCE APPROVED AUG 7 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKVV LA JUL 1 6 2018 PERMIT CENTER 1. THIS DRAWING IS BASED ON STRUCTURAL DRAWINGS PROVIDED BY DCI ENGINEERS. 2. FOOTING OUTLINES ARE FOR INFORMATION ONLY. SEE STRUCTURAL AND/OR ARCHITECTURAL PLANS FOR FOOTING DIMENSIONS AND DETAILS. 3. FOOTING LOCATIONS SHALL BE IN ACCORDANCE WITH STRUCTURAL AND/OR ARCHITECTURAL DRAWINGS, DIMENSIONS, AND DETAILS. 4. GEOPIER ELEMENTS UNDER WALLS AND COLUMNS SHALL BE CENTERED UNDER FOOTINGS AS SHOWN, DIMENSIONED FROM CONTROL POINTS ESTABLISHED FROM STRUCTURAL AND/OR ARCHITECTURAL PLANS. CI 1111 GEOPIER FOUNDATION PLAN 6 02 2018 STERLING AT SOUTHCENTER FOUNDATION ONLY GEOPIER NORTHWEST PROJECT NUMBER DATE 3/07/2018 SHEET NUMBER DRAWING: Sterling Southcenter.dwg E a DATE: Jun 02, 2018 — geopier MATCHUNE 1 O N 8'-6" r:43 F20 1 its TA r l.) t1INICAM tUIHIt STRESSI ‘IG JOINJ) A a, 7'-1" ;60�t r , thJa 2'-t 7G 1OB r A ; STERLING SOUTHCENTER, A TUKWILA ACTIVE ADULT RESIDENCE t_ TENDERING FOR ILLUSTRATIVE PURPOSES ONL PROJECT DIRECTORY OWNER/DEVELOPER ALLIANCE RESIDENTIAL COMPANY 1325 4TH AVE., STE. 1005 SEATTLE, WA 98101 PHONE: 206.567.7230 CONTACT: EVAN LAWLER E-MAIL: elawler@allresco.com ARCHITECT URBAL ARCHITECTURE 1938 FAIRVIEW AVE E, SUITE 100 SEATTLE, WA 98102 PHONE: 206.676.5640 CONTACT: AYA ROJNUCKARIN E-MAIL: ayar@urbalarchitecture.com CIVIL ENGINEER DAVIDO CONSULTING GROUP 15029 BOTHELL WAY NE #600 LAKE FOREST PARK, WA 98155 PHONE: 206.523:0024 CONTACT: ERIC SCHOSSOW E-MAIL: erics@dcgengr.com LANDSCAPE ARCHITECT FAZIO ASSOCIATES 2244 NW MARKET ST, SUITE B SEATTLE, WA 98107 PHONE: 206.774.9490 CONTACT: ROBERT J. FAZIO E-MAIL: rob@fazioassociates.com STRUCTURAL ENGINEER DCI ENGINEERS 707 W 2ND AVENUE SPOKANE, WA 99201 PHONE: 509.227.5733 CONTACT: ANTHONY SORENTINO E-MAIL: asorentino@dci-engineers.com GROUND IMPROVEMENT GEOPIER NORTHWEST 40 LAKE BELLEVUE, SUITE 100 BELLEVUE, WA 98005 PHONE: 425.646.2995 CONTACT: DAVID VAN THIEL E-MAIL: dvanthiel@geopiernorthwest.com MECHNICAL/ PLUMBING OCEAN PARK MECHANICAL INC. 14900 INTERURBAN AVENUE, SUITE 283 SEATTLE, WA 98168 PHONE: 206-674-4553, EXT 103 CONTACT: DARREN LOWE E-MAIL: darren@oceanpm.com ELECTRICAL - STATESIDE POWER 10636 NE 123RD ST KIRKLAND, WA 98034 PHONE: 425-466-4162 CONTACT: PATRICK WILKIE E-MAIL: pat@sspwa.com ADDRESS 415 BAKER BOULEVARD TUKWILA, WA 98188 FOUNDATION ONLY 12.06.2017 ASSESSOR'S PARCEL NUMBER 022310-0080 LEGAL DESCRIPTION ANDOVER INDUSTRIAL PARK #2 POR NLY & ELY OF LN RNG S 01-34-33 W 235 FT FR PT ON N LN TR 8 DIST 354.10 FT ELY FR NW COR SD TR TH S 88-25-27 E 224.93 FT TO E LN TR 9 PROJECT INFORMATION. DESCRIPTION: CONSTRUCTION OFA SEVEN (7) STORY, 166 UNIT, AGE RESTRICTED - APARTMENT COMMUNITY. BUILDING DESIGN TO INCLUDE FIVE (5) LEVELS OF WOOD -FRAMED, RESIDENTIAL UNITS OVER TWO (2) LEVELS OF STRUCTURED PARKING AND COMMON AMENITY SPACE. EXISTING BUILDING AND IMPROVEMENTS TO BE DEMOLISHED. . THIS 1S IS A FOUNDATION ONLY SUBMITTAL FOR THE DESCRIBED PROJECT. ASSOCIATED PERMIT* D17-0300 PLEASE NOTE THAT ITEMS CLOUDED AND TAGGED ',Y IN STRUCTURAL DRAWINGS ARE CORRECTIONS MADE PER COMMENTS BY REID MIDDLETON, DECEMBER IST, 2017 (FILE NO. 262017.005100401) PERTAINING TO BUILDING PERMIT DRAWINGS SUBMITTED NOVEMBER 1ST, 2017, TUKWILA PERMIT #: 017-0300. DRAWING INDEX 0 ARCH DATA (CDs) A0.00 TITLE SHEET 1 -SURVEY SURVEY 2 -CIVIL CO3 SURVEY GRADING PLAN 4 - ARCHITECTURAL (CDs) A1.00 SITE PLAN A1.01 FLOOR PLAN - LEVEL 1 OVERALL 6 - STRUCTURAL S0.01 S0.02 S0.03 S0.04 S1.01A S1.01 B S3.01 S3.02 10 - ELECTRICAL E1.0 11- PLUMBING P1.1 12 - GEOPIER GP0.1 GP1.1 GP1.2 GENERAL NOTES GENERAL NOTES GENERAL NOTES SPECIAL INSPECTIONS LEVEL 1 FOUNDATION PLAN - NORTH LEVEL 1 FOUNDATION PLAN - SOUTH FOUNDATION DETAILS FOUNDATION DETAILS LEVEL 1 ELECTRICAL PENETRATIONS LEVEL 1 PLUMBING PENETRATIONS GEOPIER CONSTRCUTION NOTES & DETAILS GEOPIER FOUNDATION PLAN GEOPIER FOUNDATION PLAN Sr_`rM1 E PERMIT FJQU RED FOR: L_�.�r�'achanical I Electrical Cil bird laGas Pt City of Tukwila BUILDING DIVISION REVISIONS No changes shall he made to the scope of work 1 ritheI Pt prior approval of Ttikwi!a Building Division_ NOTE: Rsv!s oris will require a new plan submittal Iand may include additional plan review fees. t,<. -rah r AtA'► A C/ n PLAID Nfl\!C- APPROVED No changes can be made. to these pians without approval from the Planning Division of DCD f Approved By:Q Dater ---'-i FILE COPY Permit Non 11 n - D S-30 Plan review approval is subject to ens and omissions. Approval of construction documents does not authorize the violation of any adopted cods or ordinance. Receipt of approved Feld Copy and conditions is admowledget By: -'3P-7.bz Date: City of Tukwila BUILDING DIVISION REVIEWED This plan was reviewed for general conformance with the following,. as a ended by the jurisdiction: A Structural Provisions of the International Building Code ❑ Non -Structural Provisions of the International Building Code D ohers: Thr project applicant is responsible for conformance with all applicable codes. conditions of approval, and permit requirements subjectto 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 accordance with the -laws of the governing jurisdiction and the State of Washington.. Jurisdiction e ttj Ee Tv cN1t.il4 BYwe.N.F. ett241 64—te_Date t �- REID MIDDLETON, INC. Code Review Consultant REVIEWED FOR CODE COMPLIANCE APPROVED JAN 17 MB ,T City of Tukwila BUJLDIf"' G r i!/lelvx' , RECEIVED CITY OF TUKWILA. DEC 1 1 2017 PERMIT CENTE ECEIVED ARCHITECTURE 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 infcurbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license 9776REGISTERED i� ARCHITECT consultant logo project name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 98188 key plan - submittals/revisions 100% SD PROGRESS PRINT 30% DD PROGRESS PRINT 75% DD PROGRESS PRINT BUILDING PERMIT SET FOUNDATION ONLY PERMIT 09.07.2017 09.29.2017 10.18.2017 10.31.2017 12.05.2017 drawing title TITLE SHEET drawing information DATE 12.06.201 SCALE 12" =1r-0" DRAWN - AJR/AJD JOB # 17-004 copyright @ 2017 Urbal Architecture, PLLC Urbal Architecture, PLLC reserves common law copyright and other property rights in this document. All drawn and written information incorporated herein, is an instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. sheet number A0a00 ABAN/RET. ABANDONED/RETIRED ASPHALT. (ASPH) BLRD BOLLARD \\\\\\ BUILDING LINE BC BUILDING, CORNER Irk �, I (u ) CATCH BASIN . (CB) CONCRETE SURFACE (C) : . CALULATED DIMENSION CW/BW CONCRETE/BRICK WALK CRW/WRW CONCRETE/WOOD RETAINING WALL CC/XC CONCRETE/EXTRUDED CURB. CP/IP CONCRETE/IRON PIPE X X • CHAIN .LINK FENCE (CLF) CTV CABLE TV COL COLUMN q/y. CENTERLINE/MONUMENT LINE H/C PARKING SPACE CON DEC CMP (D) nwv CONIFEROUS TREE DECIDUOUS TREE CORRUGATED METAL PIPE DEED DIMENSION nolmnmAv SSMH RIM=28.52 IE(N,S)=12.42(6") IE(E,W)=12.42(10") ECD ED EHH EMH EM EV/ET •FO FOMH • FFE G. GM GV IE ❑ O o. LSCAPE/PA • (CS) (oJ P.S. LEGEND ELECTRICAL CONDUIT ELECTRICAL DUCT ELECTRICAL HANDHOLE ELECTRICAL MANHOLE ELECTRICAL METER ELECTRICAL VAULT/TRANSFORMER FOUND SURVEY MONUMENT (AS NOTED) FIBER OPTICS FIBER OPTIC MANHOLE FINISH FLOOR ELEVATION GAS MAIN GAS METER GAS VALVE GAS VAULT INVERT ELEVATION LIGHT POLE (METAL) LIGHT POLE (WOOD) LIGHT POLE (DECORATIVE) LANDSCAPE/PLANTER MANHOLE PARKING SPACE(S) 10"PSS- DOUBLE YELLOW If x 9,9x C 1.5" DISC W/PUNCH, IN CASE DN 0.44 (06/16) ASHED SDMH RIM=27.57 IE(N)=18.47(12") PILING R PROPERTY LINE (PL) (P) PAINTED UTILITY LOCATION PS/PSS COMBINED/SANITARY SEWER PSD STORM DRAIN. (R) RE SD CO RECORD DATA ROOF ELEVATION SERVICE DRAIN (STORM) CLEANOUT SIGN/STREET NAME SIGN TC/SL TRAFFIC CONTROL/STREET LIGHT HANDHOLE TEMPORARY BENCHMARK (TBM) TCD TELEPHONE CONDUIT (BURIED) TD. TELEPHONE DUCT. TV. . TELEPHONE. VAULT TMH TELEPHONE MANHOLE TS TELEPHONE SENTRY TRAFFIC FLOW DIRECTION -D TRAFFIC SIGNAL TRCD TRAFFIC SIGNAL CONDUIT (BURIED) 0 UP • UTILITY POLE (WOOD) WV WATER VAULT TBM"E" -41"" CHISELED SQUARE ON TOP BACK OF CURB ELEV=27.45' IE(E)=18.27(18") IE(W)=18..17(18") NE 1./4, SEC 26, T23N, RO4E, W.M. SITE NOTES SITE ADDRESS: 415 BAKER BLVD, TUKWILA, WA 98188 TAX ACCOUNT NO.: 022310-0080-02 ZONING: TUC-TOD (TUKWILA URBAN CENTER -TRANSIT ORIENTED DEVELOPMENT) ZONING .AGENCY CITY OF :TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 SOUTH CENTER BOULEVARD. TUKWILA, WA 98188 (206) 431-3670 SETBACKS: CURRENT SETBACK REQUIREMENTS SUBJECT TO SITE PLAN REVIEW. CURRENT SETBACKS .MAY DIFFER . FROM THOSE IN • EFFECT ; DURING DESIGN/CONSTRUCTION OF EXISTING IMPROVEMENTS. THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY BY THE GOVERNING JURISDICTION INDICATES THAT STRUCTURES ON THIS PROPERTY COMPLIED WITH MINIMUM SETBACK AND HEIGHT REQUIREMENTS FOLLOWING CONSTRUCTION. FLOOD ZONE: THIS SITE APPEARS ON NATIONAL FLOOD INSURANCE RATE MAP, DATED MAY,. 16 1995, COMMUNITY PANEL NO. 53033C0959F, AND . IS SITUATED IN ZONE "X", AREA DETERMINED TO BE OUTSIDE . 500 YEAR FLOOD. PLAIN. iO" S-6 BAKER BLVD (DEDICATED PUBLIC RIGHT OF WAY) N88'25'27"W 1087.00' (PLAT) 0 N8825'22"W, 1086.95' us • RS SIGN: "LEFT LANE 27:39 MUST TURN LEFT" s r HORIZONTAL DATUM: NAD 83/11 VERTICAL DATUM: NAVD 88 AREA: SITE AS SHOWN CONTAINS 52,086 SQUARE FEET OR 1.1957 ACRES, MORE OR LESS. PARKING SPACE COUNT PARKING SPACES TOTAL 80 INCLUDING 2 HANDICAP ACCESSIBLE SPACES. SUBSTRUCTURES: BURIED UTILITIES ARE SHOWN AS INDICATED ON RECORDS MAPS FURNISHED BY OTHERS AND VERIFIED WHERE POSSIBLE BY FEATURES LOCATED IN.. THE FIELD. WE ASSUME NO LIABILITY FOR THE ACCURACY OF THOSE RECORDS. FOR THE FINAL LOCATION OF EXISTING UTILITIES IN AREAS CRITICAL TO. DESIGN CONTACT THE UTILITY OWNER/AGENCY. TELECOMMUNICATIONS/FIBER OPTIC DISCLAIMER: RECORDS OF UNDERGROUND TELECOMMUNICATIONS AND/OR FIBER OPTIC LINES ARE NOT ALWAYS AVAILABLE TO THE PUBLIC. BRH HAS NOT CONTACTED EACH OF THE MANY COMPANIES, IN THE COURSE OF THIS SURVEY, WHICH COULD HAVE UNDERGROUND LINES WITHIN ADJACENT RIGHTS-OF-WAY. THEREFORE, BRH DOES NOT ACCEPT RESPONSIBILITY FOR THE EXISTENCE OF UNDERGROUND TELECOMMUNICATIONS/FIBER OPTIC LINES WHICH ARE NOT MADE PUBLIC RECORD WITH THE LOCAL JURISDICTION. AS ALWAYS, CALL 1-800-424-5555 BEFORE CONSTRUCTION. n oa v Ca 10"PSS SSMH RIM=27.42 I E(E)=14.22(8") IE(N,S,W)=14.22(10") 8"PSS._ 1.5" DISC W/PUNCH, IN CASE DN 0.50 (06/16) 8"PS 18"PSD ASPH R=50.00 X8930'33" X8930'23" L=78.11' (C& SDMH RIM=26.05 IE(SW)=18.75 IE(NE)=18.75 +27.22 UTILITY PROVIDERS SANITARY, STORM SEWERS & WATER: CITY OF TUKWILA PUBLIC WORKS DEPARTMENT 6300 SOUTH. CENTER BOULEVARD TUKWILA, WA 98188 (206) 433-0179 GAS. AND POWER: PUGET SOUND ENERGY. 355 110TH AVENUE NE BELLEVUE,.WA 98004 (206) 425-2000 (888) 225-5773 TELEPHONE: CENTURY LINK 1600 7TH AVENUE SEATTLE, WA 98191 (800) 244-1111 12") 12") POINT OF BEGINNING NORTHWEST CORNER - - TRACT 8 ASPH COR 0.10' E. OF TUTILITY EASEMENT ECD P XWA FO P 27.14 + 27.11 27.10 27.11 15' UTILITY EASEMENT. PER REC. - NO. 9511300548 SIDEWALK EASEMENT 9511300548. r 127.79 SDCB - RIM=27.07 �r 740 (SW)=24.57(4") o "\ t (NE)=24.22(12") Qc9 D� + EASEMENT 8807111069 DESCRIPTION: THAT PORTION OF TRACTS 8 AND 9 OF ANDOVER INDUSTRIAL PARK NO. 2, AS PER PLAT RECORDED IN VOLUME 71 OF PLATS, PAGES 68 AND 69, RECORDS OF KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OF SAID TRACT 8; THENCE SOUTH 88'25'27" EAST ALONG THE . NORTH UNE OF SAID TRACT 8, A DISTANCE OF .354.10 FEET TO THE TRUE. POINT OF BEGINNING; THENCE SOUTH 01'34'33" WEST AT A DISTANCE OF 235.00 FEET; THENCE SOUTH 88'25'27" EAST A DISTANCE OF 224.93 FEET TO THE EAST UNE OF TRACT. 9; THENCE NORTH 01'05'06" EAST ALONG SAID EAST UNE, A DISTANCE OF 185.43 FEET; THENCE ALONG A CURVE TO THE LEFT, HAVING A RADIUS OF 50.00 FEET, AN ARC DISTANCE OF 78.11 FEET, THROUGH A .CENTRAL ANGLE OF 89'30'23"; THENCE NORTH 88'25'27" WEST ALONG THE NORTH UNE OF SAID TRACT 8, A DISTANCE OF 173.34 FEET TO THE TRUE POINT OF BEGINNING. TITLE REPORT REFERENCE THIS SURVEY WAS CONDUCTED ACCORDING TO. THE DESCRIPTION SHOWN, FURNISHED BY FIRST AMERICAN TITLE INSURANCE COMPANY NATIONAL COMMERCIAL SERVICES, FILE NO. NCS-839248-PHX1, AMENDMENT N0. 3, DATED MARCH 1, 2017. THE EASEMENTS SHOWN OR NOTED HEREON RELATE TO THIS COMMITMENT. NOTE: EASEMENTS CREATED OR RESCINDED AFTER THIS DATE ARE NOT SHOWN OR NOTED HEREON. TITLE REPORT SCHEDULE 8 EXCEPTIONS: ITEMS CIRCLED ARE SHOWN ON MAP. 0. EASEMENT, INCLUDING TERMS AND PROVISIONS CONTAINED THEREIN: -+ 28.88 +28.65 +28.56 + 28.49 ASPH +28.34 + 26.73 RECORDING INFORMATION: JULY 11, 1988 UNDER RECORDING NO. 8807111069 IN FAVOR OF: PUGET SOUND POWER & LIGHT COMPANY, A WASHINGTON CORPORATION FOR: AN UNDERGROUND ELECTRIC DISTRIBUTION SYSTEM AFFECTS: AS SHOWN ON SURVEY PREPARED BY BUSH, ROED & HITCHINGS, INC., DATED , DESIGNATED JOB NO. 2016103.01 70. EASEMENT, INCLUDING TERMS AND PROVISIONS CONTAINED THEREIN: 28.67 ,I SIDEWA EASEMENT 9511300548 + 26.75 •w RECORDING INFORMATION: NOVEMBER 30, 1995 UNDER RECORDING NO. 9511300548 IN FAVOR OF CITY OF TUKWILA, A WASHINGTON MUNICIPAL CORPORATION FOR: UTILITIES AFFECTS: AS SHOWN ON SURVEY PREPARED BY BUSH, ROED & HITCHINGS, INC., DATED DESIGNATED JOB NO. 2016103.01 I EASEMENT, INCLUDING TERMS AND PROVISIONS CONTAINED THEREIN: RECORDING INFORMATION: SEPTEMBER 22, 2003 UNDER RECORDING Na 20030922001980 IN FAVOR OF: PUGET SOUND ENERGY,. INC., .A WASHINGTON CORPORATION FOR: TRANSMISSION, DISTRIBUTION AND SALE OF GAS' AND ELECTRICITY AS DESCRIBED THEREIN + 28.90 +28.97 +28.86 2g 6" D AFFECTS:. 18. : DECLARATION: OF COVENANTS, CONDITIONS AND RESTRICTIONS EXECUTED:. ON BEHALF OF [ALLIANCE REALTY. PARTNERS, LLCM,, DATED RECORDED IN RECORDING NO. BUT DELETING ANY COVENANT, CONDITION OR RESTRICTION INDICATING A PREFERENCE, LIMITATION OR DISCRIMINATION BASED ON RACE, COLOR, RELIGION, SEX, . HANDICAP, FAMILIAL STATUS OR NATIONAL ORIGIN TO THE EXTENT SUCH COVENANTS, CONDITIONS OR RESTRICTIONS VIOLATE 42 USC 3604(C). 2 -STORY. MASONRY BUILDING FOOTPRINT AREA: 6,534 SQ. FT. PSE: approx 40" TO pipe - -+ 29.00 Baa. ,....ate ..m..... + 29.29 4 15. BAKER BLVD PARCEL# 0223100080 OWNER: BAKER BOULEVARD ASSOCIATES, LLC 52,056 SQ. FT. OR ±1.1957 AC. FFE=29.56' RD ASPH PATCH ASPH PATCH vQ vv - CERTIFICATION: SURVEY IDENTIFICATION. NO.: REGISTERED LAND SURVEYOR .NO.: SURVEYOR'S ADDRESS & COMPANY: +29.28 +28.50 ECD(„P)-6 SDCB 1 RIM=2'.54 IE(W)= 24.84(8") IE(W)= 20.79(12") IE(S)= 1.04(12") + 28.06 (3 r - 0 Q J L7 X 0 0 (3 >Z w cn 0 :.(0 0 N 0 N / 0 0 / 0 Ln co I.r) x TELEPHONE: 2016103.01 37546 BUSH, ROED & HITCHINGS, INC. 2009 MINOR AVENUE EAST SEATTLE, WA 98102-3513 (206) 323-4144 U • w z o z • w V 106 0 06 co H ac 0) Q O O W ID W c WW >Q CC >co C OC O r. Z LLi lid � J o 1- vJ OWco D Z CONWO) O Q tj : • 00 LC) 7rO0) "Cfi ▪ 0 N- I I I CY) LA CO CI01 C\I CD 01 00• .00 c 0 CV T yl. z 0 W U x w w La 0 c 0 z w 1n I.,f 0 w 0 0 REVISED PER ATTORNEY COMMENTS REVISION TO ALLIANCE REALTY PARTNERS, LLC, A DELAWARE LIMITED LIABIUTY COMPANY, AND ITS SUCCESSORS AND/OR ASSIGNS AND FIRST AMERICAN TITLE INSURANCE COMPANY: THIS IS TO CERTIFY THAT THIS MAP OR PLAT AND THE. SURVEY ON WHICH IT IS BASED WERE MADE IN ACCORDANCE WITH THE 2016 MINIMUM STANDARD DETAIL REQUIREMENTS. FOR ALTA/NSPS LAND TITLE SURVEYS, JOINTLY. ESTABLISHED AND ADOPTED BY ALTA AND NSPS, AND INCLUDES ITEMS 1, 2, 3, 4, 5, 6A, 7A, 781, 7C, 8, 9, 10A, 11, 13, 14, 16, 17, 18 A ' 20 OF TABLE A THEREOF. THE FIELD WORK WAS COMPLETED ON APRIL 7, 2017. 3-4"DEC 3-4"DEb 2-6"DEC 2-4"DEC 2g' + 29.20 +28.89 3-4"DEC 3-4"DEC 3-4"D Ci 10' ELECTRICAL DISTRIBUTION EASEMENT PER REC. NO. 20030922001980 BASED UPON AS -BUILT LOCATION OF ELECTRICAL FEATURES OBSERVED ON SITE. -- t �.� 25.80 12"PSD 28:9 +2s.7o SDCB RIM= -27.41 . IE(E)= 25.01(8") 10' UTILITY EASEMENT 7 PER PLAT 15' UTILITY EASEMENT - PER REC. NO. 9511300548 " 6"PVC(TYP) . TRACT 7 +29.50 I I II +29.32 +29:21 0 - •90 + 28.22 DATE T R MAP: MAY 17, 2017. DAKIN A. BELL, P.L.S. NO. 37546 THE ABOVE CERTIFICATE IS BASED UPON WORK PREPARED IN ACCORDANCE WITH GENERALLY ACCEPTED PROFESSIONAL SURVEY PRACTICE. WE MAKE NO OTHER WARRANTY, EITHER . EXPRESSED OR IMPLIED. 7.5 CLF FENCE 0.2' WASHINGTON TOWERS LP 223 ANDOVER PARK E PARCELf 0223100090 -- TEMPORARY FABRIC CONSTRUCTION FENCE ALONG PROPERTY LINE AREA UNDER CONSTRUCTION (4/2017) COULD NO OPE SDMH 28.41 +28.79 30' 30' ALTA CERTIFICATION NOTES: 16. AT THE TIME OF THIS SURVEY, THERE WAS NO EVIDENCE OF RECENT EARTH MOVING WORK, BUILDING CONSTRUCTION, OR BUILDING ADDITIONS OBSERVED IN THE PROCESS OF CONDUCTING THE FIELDWORK. 17. AT THE TIME OF THIS SURVEY, THERE WERE NO KNOWN PROPOSED CHANGES IN STREET RIGHT-OF-WAY LINES ADJACENT TO THIS PROPERTY MADE AVAILABLE BY THE CONTROLLING JURISDICTION OR OBSERVED EVIDENCE OF RECENT STREET OR SIDEWALK CONSTRUCTION OR REPAIRS IN THE PROCESS OF CONDUCTING THE 18. AT THE TIME OF THIS SURVEY NO WETLANDS WERE OBSERVED ON THE PROPERTY. SSMH RIM=28.45 IE(W,E)=16.20(6") SURVEYOR'S NOTES: NO OBSERVED CEMETERIES, BURIAL GROUNDS OR WETLANDS WERE PRESENT AT TIME OF THIS SURVEY. SITE HAS DIRECT ACCESS FROM ADJACENT RIGHT OF WAYS BAKER BLVD. AND ANDOVER PARK E (SEE VEHICLE ACCESS NOTE SHOWN ON SURVEY). drawn by JNMAIDC WASHINGTON 4 checked by DAB scale sheet 1 1 1 1 W 1 2 I0 CV 0 o M Igo L7.1 o OW. 1,�; J Im 0 J > 1mLi" 0 1Q. CO W r, N . co 1ZW 1cc <J IoQ �; Z 19 O IY; fJ LAY m iw� et >-w -...z W 2 IaU '00 1810 J c IoN. Iwo, Q o IZ H 1J8Q . s>E IZ•o 0.3 Ir V Q I 5 EL z 03 Iwm°- z-w� 12 II W 1w20 0 1 -j <. D 0 Q 20 10 20 40 SCALE IN FEET KEY NOTES: KEY NOTE: DETAIL/ SHEET 10 MATCH EXISTING GRADE ALONG SAWCUT (TYP) - 0 CORNER IMPROVEMENTS AND ADA RAMPS UNDER CITY OF TUKWILA PROJECT #17-079 - O DRIVEWAY FLOWLINE (TYP) . - 04 INSTALL RETAINING WALL ALONG SITE PERIMETER. 18" MINIMUM WALL HEIGHT FROM FINISHED GRADE OF DRIVE AISLE. CONTRACTOR TO STEP TOP OF WALLAS REQUIRED. (WALL HEIGHT NOT TO EXCEED 36" FROM TOP OF FOOTING/TOP OF WALL) - LEGEND: sle %le Nle LIMITS CONCRETE ASPHALT LANDSCAPE RETAINING WALL PROPOSED CONTOUR (MAJOR/MINOR) EX CONTOUR (MAJOR/MINOR) CLEARING AND CONSTRUCTION LIMIT I s e .I i SSMH RIM=28.52 IE(N,S)=12.42(6") .I E(E, VV)=12.42(10') PSS PSS EX FL 27.34 EX TOC 27.75 EX FL 27.30 TOC 27.3 CW 27.92 EX FL 27.16 EX TOC 27.45 EX FL 27.25 TOC 27.31 EX FL 27.16 TOC 27.22 CW 27.87 • ACW 27.78 rA. I i ii--iiii 4,,, 1 El prLEIN aim Li . - .ws Amman Ka am anif_m_m_____EMOMMIIII.I1 liti e i BAKER BLVD - DRIVEWAY GRADING DETAIL SCALE: 1"=5' GRADING NOTE: 1. GRADES AT BUILDING ENTRY LOCATIONS TO BE.2% MAXIMUM FROM TOP OF CURB 2. CONTRACTOR TO` FIELD VERIFY ALL EX GRADES PRIOR TO BEGINNING CONSTRUCTION AND NOTIFY ENGINEER OF ANY DISCREPANCIES GRADING. QUANTITIES: TOTAL CUT: 2,807* CY TOTAL FILL: 21* CY NET CUT: 2,786* CY * GRADING CALCULATED TO 1' BELOW SURROUNDING FG AND DOES NOT ACCOUNT FOR UTILITY EXCAVATION OR FOUNDATION FOOTINGS BASE MAP/TOPOGRAPHY PROVIDED BY OTHERS. DCG CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES, AND ALL OTHER EXISTING FEATURES AND CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN AND/OR PLANS CANNOT, BE CONSTRUCTED AS SHOWN, CONTACT. DCG PRIOR TO CONSTRUCTION. CALL811 2 BUSINESS DAYS BEFORE .YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROX.) O LO PSS 18"PSD / 10_ ft O O O • � '- DMH 0 RIM=27.57 re IE(N)=18.47(12') b. IE(E)=18.27(18') IE(W)=18.17(18')® 6"CC PSS all I PSS -II RIM W 27.88 o -Cl/7'27.92 E .2.. 8'' �rrl CW 28.01 CW 28.08 MATCH EG ASFFG 28.40 0.10'E.P='_- -FG2800 MATCH EG TBM"E" ---- -- CHISELED SQUARE ON N TOP BACK OF CURB ELEV=27.45' PS PSS CO4 co 0+00 EX FL 27.16 27.41 ASPH PSS PSS PSS O O 0) EX TOC27.51 0 UTILITY, . SEMENT • • o 27.80. .®. -a7 ' EX TOC 277..19 f r SIDEWALK EASEME IN ` '--° &�' -'°.ilk FG 27.50 EX TOC 26.89 yrs �yR �. i�Aa.`t L swi 1111111111103 PSS BAKER BLVD 1°%ag- PSS PSS LC N88°25'27"W + 37.00' (PLAT) N88°2?'22 W SIGN:"LEFT LANE MUST TURN LEFT" i / Ppe PSS PSS. PSS 10' S-�iPSS------ CO + O EX TOC -2-.6....6 ' -... co H -■-G��.�IY"ICa` C,R�W. �r2et7s . 7I■81�o,■.„t��e.;.;.S.�:�_... tr.•r.i,� `_ �I�JIi .ifVa,rl<s._:__>r_.".•_Y.�t_�:1�:�4_ : 1.t_ l...,..-l�.-�_t�.l_rw'i} tes�alr, i.r<:.•..'..a.�_L'.�_►�. ._._n.�.�:.,.._. .+`��.._rsn_�<., X__1_1.�<>��,r"�_.�`J•,�1��.■./ 4) ®\i■■1%■ 1t mioruu�igtatz 111k _EME.,>t ill ►►MInq1.w_ xM10,11�.�#1AIN�1]IA9f'�11•r ' l,,! n.7�,+.11111!■�1.!■_KYw�r11s= �1■a. ■■,s■g. >�°. J1t► hr _vI•r��.urr�Raraz:, .1.�Ee-a.:��5c-"r~vInswt�marmG a . . .}.,L. ASPH O\ EX TOC 26.66 • / .� I. .4fSDMH ®. RI -2 M 6. 05 IE S 18 .75? IE(NE)=18.75('12') 6 t■fit �Ip � - ifl \ .dtlr = i -�t-`� �� + .-.<..�. �u1 ' . 11�� 11�1•rtl�1►�11!>0 ■� Ire la�utrr r` - .� •0". oj�ilwA� .tGrt:��.��llll`.''.��® �'�' �il■��'�!t!!! =R4.■■/�IL._.;:J�"-""""� 3" ' a1.✓r !. '" FG 28.40 FL 28.20. FG 28.00 RIM 27.75 (P) ENTRY FF •28•00FG 26.97 SSMH RIM=27.42 IE(E)=14.22(8. IE(N,S,V1)=14 PSS 8' 1.'" DISC W/PUNCH, INCASE DN 0.50 (0¢/16) 50+501 - -FG 28.100 MATCH EG FG 28.36 MATCH EG FG 27.50 FG 27.65 EX TOC 26.82p 30' ROW Lkj 88071ELEC RIC SEMENT C- 88071 1 0691 i 1 .1 EX TOC 27.08 711300548 -\--FG 29.01 MATCH EG5. FG 28.80 FG 29.50 51+00: SEMEN11 e. co W / > / FG .92 EX TOC 27.32 FG 27.44 O ASPH27 mizip PATCH 5.1+:02 1 +50 Q G 27.822=--l b EX TOC 27.49 1 °- TOPS 27.85 BOTS 27:03 TBM"C TOP OF NE 5c,1106 POLI ELEV=27.6C ROW ENTRY GRADING DETAIL SCALE: 1"=5' -SSS. W ASPH PATCH F4G 29.51 MATCH EG: GIs FG 29.30 FG 29.07 FL 30.11 FLOW LINE D CO4 (TYP) FG 28.00 FG 30.20 GARAGE ENTRY FF 28:00 FG 28.00 FG 28.00 J/ ' S IB R =27.54.E =2484(8') ® F .4:227.045:477i 1=20.79(12') 52+00'.1.04(121 G EX TOC 27.88 PSD_ a S88°25'22"E 575.4FG 30.31 FENCE COR -Pe- .1 0.7' E. cMATCH EG "DE FG 30.45 14.5' de® MATCH EG • RIM 27.75 FENC ON'. E�FG 30.34 LIMITS MATCH EG FG 29.07 MATCR EG LIMITS LIMITS FG 28.00 MATCH EG FG 28.50 WASHINGTON .TOVVER MATCH EG 223 ANDOVER PARK E PARCEL# 0223100090 FG 28.00 FG 28.00 REA U MA CONSTRUCTION EG I MATCH EG CW 28.33 (42017) MATCH EG 0 (V FOUNDATION PERMIT ONLY GRADING PLAN ASPH MH co M=27.9! 1" N)=21.19(12') I : (V1o=21.30(12') 1: (S)=21.19(12') TOC 28.25 EX FL 27.80 vi t 1. EX FL 27.86 CW 28.04-\ TOC 27.92 CW 28.14 EX FL 27.96 TOC 28.02 EX FL 28.03 TOC 28.09 \I/ EX FL 28.06 ANDOVER PARK E - DRIVEWAY GRADING DETAIL cft74 RECEIVED CITY OF TUKWILA DEC 1 1 2017 PERMIT CENTER REVIEWED FOR CODE COfv1PLIANCE APPROVED JAN 1 7 2018 City of Tukwila BUILDING DIVISION ARCH ITECTURE URBAN [RURAL 1938 Fairview Avenue East turn.= Seattie, WA -98102 T 2064257-0972 15029 Bothell Way NE Suite 600 Lake Forest Park, WA 98155 P: 206.523.0024 F: 206.523.1012 www.dcgengr.com STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD 1UKWILA, WA 98188 RECORD DRAWING THIS RECORD DRAWING HAS BEEN PREPARED BASED ON INFORMATION COMPILED FROM THE CONTRACTOR AND OTHERS BY DATE DAVIDO CONSULTING GROUP, INC. 15029 BOTFIELL WAY NE, STE 600 LAKE FOREST PARK, WA 98155 (206) 523-0024 GRADING PLAN drawing information DATE 10.31.2017 SCALE AS SHOWN DRAWN BY KR DESIGNED, BY ES CHECKED BY TG JOB # 17-004 sheet number CO3 PAGE BAKER BLVD R.O.W. CENTERLINE 60'-0" R.O.W. ASPHALT - SECONDARY VEHICULAR ACCESS: PRIMARY GARAGE EGRESS & SECONDARY GARAGE INGRESS/EGRESS 28 — __ 15' SETBACK FROM BACK OF CURB; PER TUC CORRIDOR STANDARDS LINE OF CURB STREET FURNITURE PER _ LANDSCAPE L1.00, TYP 174'-0" 49'-4" FOUNDATION ONLY 12.06.2017 ADDRESS: 415 BAKER BLVD ZONE; TUC-TOD, 70' PROJECT DESCRIPTION: 233,984 SF ACTIVE ADULT RESIDENTIAL APARTMENTS. 166 RESIDENTIAL UNITS. PARKING FOR 167 VEHICLES A.t LEGAL DESCRIPTION: ANDOVER INDUSTRIAL PARK #2 POR NLY & ELY OF LN RNG. S 01-34-33 W 235 FT FR PT ON N LN TR 8 DIST 354.10 FT ELY FR NW COR SD TR TH S 88-25-27 E 224.93 FT TO E LN TR 9 APN: 022310-0080 SITE AREA= 1.2 ACRES APPROX. i;1 N R.O.W. CENTERLINE 3a-0" PROPERTY LINE r 7 SHINGTON PLACE HOTEL AND APARTMENTS r'x4E !ryo- 3223 ANDOVER PARK fuC'.,APN: 022310-0090 u iF z{VEW CONSTRUCTION ADA IMPROVEMENTS PER PROJECT# 17-079 EXST TELEPHONE BOX TO REMAIN LINE OF LEVEL 3 OVERHANG ABV EXST ELECTRICAL VAULTS; REF ALTA SURVEY/ EXST TRANSFORMER; REF ALTA SURVEY LINE OF EXST UTILITY EASEMENT 15' SETBACK FROM BACK OF CURB; PER TUC CORRIDOR STANDARDS PRIMARY VEHICULAR ACCESS: PRIMARY GARAGE INGRESS/EGRESS & BACK OF HOUSE ACCESS LINE OF LEVEL 3 OVERHANG ABV LINE OF NEW CURB °GREEN SCREEN" PLANTING FENCE ALONG SOUTH PROPERTY LINE; PART OF NEW CONSTRUCTION FOR ADJACENT PROPERTY (APN: 022310-0090) MIN. REAR SETBACK RECEIVED CITY OF TUKWILA DEC 1 1 2097 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED JAN 172118 City of Tukwila BUILDING DIVISION Yi "mac , `'f ' { t t t jrr� ARCHFITECTURE 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license 9776 REGISTERED ARCHITECT CHAD A ENTZ TATE OF ASHINGTO consultant logo project: name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 98188 key plan submittals/revisions 100% SD PROGRESS PRINT 09.07.2017 30% DD PROGRESS PRINT 0_9.29.2017 75% DD PROGRESS PRINT .10.18.2047 BUILDING PERMIT SET 10.31.2017 FOUNDATION ONLY PERMIT 1 12.06.2017 drawing title SITE PLAN drawing information • DATE 12.06.201 SCALE 1/16" =1'-O" DRAWN Author JOB # 17-004 copyright © 2017 Urbal Architecture, PLLC - Urbal Architecture, PLLC reserves common law copyright and other property rights in this document. All drawn and written information incorporated herein, is an instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. sheet number 15-1" BAKER BLVD (CA (C.B (C D) (C.E F UNDAT1ON ONLY X2.06.2017 (C.G) (C.H) 193'-11/4" 15'-11/4" 0 0 2'-1 1/4" //-3" 2.00° 91'-4 3/4" X22433 SE!. 1 / A1.01 A MATCHLINE 1 / A1.01B 1 / A1.01A 1/A1.01B 5 STD ST + 1 COM STALL �-tyccecacav al% \%N I S �WI- II Ei:::•: ' SWITCH RM. a (C B (C.D) (CE (C.H LEVEL 1 OVERALL 3/32" =1'-0" C.10 - ANDOVER PARK E RECEIVED CITY OF TUKWILA DEC 1 1 2017 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED JAN 17 2018 City of Tukwila BUILDING DIVISION } ARCHITECTURE f'Y S',�, E_ F ^"'S 4 :5 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbaiarchitecture.com T 206-257-0972 license 9776 REGISTERED ARCHITECT CHAD A ENTZ STATE OF ASHI NGTO consultant logo project name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 98188 key plan submittals/revisions 100% SD PROGRESS PRINT 09.07.2017 30% DD PROGRESS PRINT 09.29.2017 75% DD PROGRESS PRINT 10.18.2017 BUILDING PERMIT SET 10.31.2017 FOUNDATION ONLY PERMIT 12.06.2017 drawing title FLOOR PLAN — LEVEL 1 OVERALL drawing information DATE 12.06.201 SCALE As indicated DRAWN Author JOB # 17-004 copyright © 2017 Urbal Architecture, PLLC Urbal Architecture, PLLC reserves common law copyright and other property rights in this document, All drawn and written information incorporated herein, is an instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or In part without the written authorization of Urbal Architecture, PLLC, sheet number STRUCTURAL - GENERAL NOTES GENERAL REQUIREMENTS GOVERNING CODE: The design and construction of this project is governed by the "International Building Code (IBC)", 2015 Edition, hereafter referred to as the IBC, as adopted and modified by the City of Tukwila, WA understood to be the Authority Having Jurisdiction (AHJ). REFERENCE STANDARDS: Refer to Chapter 35 of 2015 IBC. Where other Standards are noted in the drawings, use the latest edition of the standard unless a specific date is indicated. Reference to a specific section in a code does not relieve the contractor from compliance with the entire standard. DEFINITIONS: The following definitions cover the meanings of certain terms used in these notes: "Architect/Engineer" - The Architect of Record and the Structural Engineer of Record. • "Structural Engineer of Record" (SER) - The structural engineer who is licensed to stamp & sign the structural documents for the project. The SER is responsible for the design of the Primary Structural System. • "Submit for review" - Submit to the Architect/Engineer for review prior to fabrication or construction. • "Per Plan" - Indicates references to the structural plans, elevations and structural general notes. • "Seismic Force Resisting System (SFRS)" - A recognized structural system of components (beams, braces, drags, struts, collectors, diaphragms, columns, walls, etc) of the primary structure that are specially designed and proportioned to resist earthquake -induced ground motions and maintain stability of the structure. Fabrication and installation of components designated as part of the SFRS require the general contractor, subcontractor, or supplier who is responsible for any portion of SFRS fabrication or installation to comply with special requirements (including, but not limited to, material control, compliance certifications, personnel qualifications, documentation, reporting requirements, etc) and to provide the required Quality Control including the required coordination of Special Inspections (Quality Assurance - QA). Special provisions apply to any member designated as part of the SFRS. Refer to plans, elevations, details, Design Criteria and Symbols and Legends for applicable members and connections. • "Specialty Structural Engineer" (SSE) - A professional engineer (PE or SE), licensed in the State where the project is located, (typically not the SER), who performs specialty structural engineering services for selected specialty -engineered elements identified in the Contract Documents, and who has experience and training in the Specialty. Documents stamped and signed by the SSE shall be completed by or under the direct supervision of the SSE. • "Bidder -designed" - Components of the structure that require the general contractor, subcontractor, or supplier who is responsible for the design, fabrication and installation of specialty -engineered elements identified in the Contract Documents to retain the services of an SSE. Submittals of "Bidder -designed" elements shall be stamped and signed by the SSE. OTHER DRAWINGS: Refer to the architectural, mechanical, electrical, civil and plumbing drawings for additional infor- mation including but not limited to: dimensions, elevations, slopes, door and window openings, non-bearing walls, stairs, finishes, drains, waterproofing, railings, elevators, curbs, depressions, mechanical unit locations, and other nonstructural items. STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project and are not intended to show all details of the work. Use entire detail sheets and specific details referenced in the plans as "typical" wherever they apply. Similarly, use details on entire sheets with "typical" in the name wherever they apply. STRUCTURAL RESPONSIBILITIES: The structural engineer (SER) is responsible for the strength and stability of the primary structure in its completed form. COORDINATION: The Contractor is responsible for coordinating details and accuracy of the work; for confirming and correlating all quantities and dimensions; for selecting fabrication processes; for techniques of assembly; and for per- forming work in a safe and secure manner. PRE -CONSTRUCTION MEETINGS: The Contractor is responsible for coordinating pre -construction meetings prior to commencing work. Pre -con meetings, scheduled approximately two weeks prior to the start of the relevant work, are required for the following phases of construction: Post -tensioned slabs. Attendees for pre -construction meeting are to include contractor, relevant subcontractors, fabricators, inspectors, architect/engineer, and representative of the Authority Having Jurisdiction where required. Meeting agendas are to include review of the work scope, project schedule relevant to the work, contact information of responsible parties, inspection points, review of materials and any special cases or issues, procedures for clarifications if required, testing and acceptance, etc. MEANS, METHODS and SAFETY REQUIREMENTS: The contractor is responsible for the means and methods of con- struction and all job related safety standards such as OSHA and DOSH (Department of Occupational Safety and Health). The contractor is responsible for means and methods of construction related to the intermediate structural conditions (i.e. movement of the structure due to moisture and thermal effects; construction sequence; temporary bracing, etc). BRACING/SHORING DESIGN ENGINEER: The contractor shall at his discretion employ an SSE, a registered profes- sional engineer for the design of any temporary bracing and shoring. TEMPORARY SHORING, BRACING: The contractor is responsible for the strength and stability of the structure during construction and shall provide temporary shoring, bracing and other elements required to maintain stability until the struc- ture is complete. It is the contractor's responsibility to be familiar with the work required in the construction documents and the requirements for executing it properly. CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads as noted in DE- SIGN CRITERIA & LOADS below or the capacity of partially completed construction as determined by the Contractor's SSE for Bracing/Shoring. CHANGES IN LOADING: The contractor has the responsibility to notify the SER of any architectural, mechanical, electri- cal, or plumbing load imposed onto the structure that differs from, or that is not documented on the original Contract Doc- uments oo-uments (architectural / structural / mechanical / electrical or plumbing drawings). Provide documentation of location, load, size and anchorage of all undocumented loads in excess of 400 pounds. Provide marked -up structural plan indicat- ing locations of any new equipment or loads. Submit plans to the Architect/Engineer for review prior to installation. NOTE PRIORITIES: Plan and detail notes and specific loading data provided on individual plans and detail drawings supplements information in the Structural General Notes. DISCREPANCIES: In case of discrepancies between the General Notes, Specifications, Plans/Details or Reference Standards, the Architect/Engineer shall determine which shall govem. Discrepancies shall be brought to the attention of the Architect/Engineer before proceeding with the work. Should any discrepancy be found in the Contract Documents, the Contractor will be deemed to have included in the price the most expensive way of completing the work, unless prior to the submission of the price, the Contractor asks for a decision from the Architect as to which shall govern. Accordingly, any conflict in or between the Contract Documents shall not be a basis for adjustment in the Contract Price. SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts between the draw- ings and actual site conditions shall be brought to the attention of the Architect/Engineer before proceeding with the work. ADJACENT UTILITIES: The contractor shall determine the location of all adjacent underground utilities prior to earth- work, foundations, shoring, and excavation. Any utility information shown on the drawings and details is approximate and not necessarily complete. ALTERNATES: Alternate products of similar strength, nature and form for specified items may be submitted with ade- quate technical documentation (proper test report, etc.) to the Architect/Engineer for review. Alternate materials that are submitted without adequate technical documentation or that significantly deviate from the design intent of materials spec- ified may be returned without review. Alternates that require substantial effort to review will not be reviewed unless au- thorized by the Owner. DESIGN CRITERIA AND LOADS OCCUPANCY: Risk Category of Building per 2015 IBC Table 1604.5 = II WIND DESIGN: MAIN WIND FORCE RESISTING SYSTEM 20 50 100 Ultimate Design Wind Speed, VuLT (MPH) ZONE 1 110 -35.1 Exposure Category -30.2 B ZONE 2 Internal Pressure Coefficient Cpi = +/- 0.18 -46.6 Topographic Factor Kzt = 1.0 -75.7 Wind Analysis procedure used: -37.0 Directional WIND DESIGN: COMPONENTS & CLADDING PRESSURES FOR DESIGN (PSF, ULTIMATE) ISOMETRIC VIEW EFFECTIVE WIND AREA (SQ. FT) PLAN VIEW` a =19'-6" 10 20 50 100 500 ZONE 1 -37.1 -35.1 -32.3 -30.2 -25.4 ZONE 2 -58.3 -55.4 -51.5 -46.6 -41.8 ZONE 3 -79.4 -75.7 -70.7 -37.0 -58.3 ZONE 4 -25.4 -25.4 -24.0 -20.0 -20.7 ZONE 5 -46.5 -46.5 -41.2 -37.2 -27.7 1) Components and Cladding Wind Pressures are based on ASCE 7-10 Chapter 30 Part 3: Buildings with h > 60 ft. 2) Components and Cladding zone locations are based on ASCE 7-10 Table 30.7-2 for Flat Roofs e < 10 deg. 3) For parapets around the perimeter of the roof equal to or higher than 3 ft, Zone 3 shall be treated as Zone 2. 4) All Parapet Components and Cladding Wind Pressures shall be determined through ASCE 7-10 Figure 30.7-1. SEISMIC Seismic Design Category: SDC = D DESIGN: (2) DESIGNED ELE- Snow Drift Loading required by Authority Having Jurisdiction? 1 Basic Structural System Bearing Wall (1) Seismic Force Resisting System Podium = Wood = Special Reinforced Concrete Shear Walls Light Framed Wall With Wood Struct Panel 1.0 Response Modification Factor: Podium R = Wood R = 5 6.5 Vehicle Barrier System Over Strength Factor Podium Omega = Wood Omega = 2.5 3 ® Deflection Amplification Factor Podium Cd = Wood Cd = 5 4 2000lbs Site Classification per IBC 1613.3.2 & ASCE 7-10, Ch. 20 Site Class = E 100 Seismic Importance Factor per ASCE 7-10 Table 1.5-2 le = 1.0 Corridors above first Floor Spectral Response Acceleration (Short Period) Ss = 1.442 g INDICATES CONCRETE COLUMN Spectral Response Acceleration (1 -Second Period) Si = 0.536 g 1.5 times the live load for area served. Not req'd to exceed 100 psf. Spectral Design Response Coefficient (Short Period) SDS = 0.865 g 40 Spectral Design Response Coefficient (1 -Second Period) Sol = 0.858 g Kitchens Seismic response coefficient(s) Podium Cs = Wood Cs = 0.174 0.1334 INDICATES MOMENT FRAME CONNECTION Redundancy Factor (North/South Direction) N/S rho= 1.0 INDICATES DOUBLE SHEAR CONNECTION (REFER TO THE DOUBLE SHEAR PLATE CONNECTIONS DETAIL) Redundancy Factor (East / West Direction) E/W rho= 1.0 100 Design Base Shear (North/South Direction) (KIPS) Podium Wood 3100 790 Mechanical Rooms Design Base Shear (East / West Direction) (KIPS) Podium Wood 3100 790 OOTB Base shear governed by: seismic Seismic Analysis procedure used: Equivalent Lateral Force (ELF) SNOW LOAD: (1) Flat Roof Snow Load, (PSF) P f = 25 (2) DESIGNED ELE- Snow Drift Loading required by Authority Having Jurisdiction? 1 No 50 PLF or 200 LB (1) Snow Load Importance Factor 15 = 1.0 (3) 5) Snow Load is un -reducible and includes 5 psf rain -on -snow surcharge where ground snow load is greater than zero and 20 psf or less per ASCE 7-10 Section 7.10. 6) Snow Load based on WABO/SEAW White Paper in Low -Lying Puget Sound Basin. 7) Snow Load Importance Factor per ASCE 7-10 Table 1.5-2. DESIGN LIVE AREA LIVE LOADS REMARKS & FOOT - NOTES (6) LOADS DESIGNED ELE- (PSF) UNO 1 Handrails & Pedestrian Guardrails 50 PLF or 200 LB (1) Roof, Live or Snow or Wind Load (RLL) Stairs & Exits 100 PSF or 300 LB Stair treads per note (2) LIMIT and FOOTNOTE Vehicle Barrier 6000 lbs Applied horizontally at both 18" and 27" above the level (3) ® Lobbies 100 2000lbs Members Supporting Masonry Corridors at First Floor 100 1 Corridors above first Floor ---- Same as occupancy served INDICATES CONCRETE COLUMN Balconies & Decks ---- 1.5 times the live load for area served. Not req'd to exceed 100 psf. INDICATES PRECAST CONCRETE COLUMN Parking Garage - Passenger Vehicles only 40 3000 Ib wheel (4) Kitchens 150 Commercial INDICATES MOMENT FRAME CONNECTION Dining Rooms & Restaurants 100 INDICATES DOUBLE SHEAR CONNECTION (REFER TO THE DOUBLE SHEAR PLATE CONNECTIONS DETAIL) Retail (Stores) - First Floor 100 1000 Ib INDICATES REINFORCING TYPE (REFER TO THE REINFORCING SCHEDULE) Mechanical Rooms 150 OOTB Light Storage Area 125 Roofs 20 PSF or 300 LB Area load is reducible. Point load per note (2), See above for Snow Load ( SR_) Roof Decks/Gardens/Assembly 100 Live load (Reducible) is separate from land- scape materials. (1) Top rail shall be designed to resist 50 PLF line load or 200 lb point load applied in any direction at any point. Interme- diate rails (all those except the handrail), balusters and panel fillers shall be designed to withstand a horizontally ap- plied normal load of 50 LB on an area not to exceed 1 ft square. These three loads are to be considered separately with worst case used for design. (2) Place 300 Ib concentrated load over 2"x2" area at any point to produce maximum stress. Area load and concentrat- ed load are to be considered separately with worst case used for design. (3) Need not apply concurrently with other handrail and guardrail loads; applied over not more than 1 square foot. (4) Apply concentrated wheel load over 4-1/2"x4-1/2" square area. (5) Floors for Business Group B (Offices) Occupancy shall be designed with a basic floor Live Load plus an additional 15 PSF (minimum) live loading for moveable partitions. (6) Unless otherwise noted, point loads to be distributed over a 2.5ft x 2.5ft area and located to produce maximum load effects on structural members. DESIGN DEAD BIDDER DESIGN DEAD LOADS REMARKS & FOOTNOTES LOADS DESIGNED ELE- (PSF) UNO 1 Wood Tie -Down System L / 240, where (L is span length,inches) As Noted on Shear Wall Key Plans Roof, Live or Snow or Wind Load (RLL) Gyperete Topping 12 PSF 1 '/4 per Architect SUBMITTALS SUBMIT FOR REVIEW: SUBMITTALS of shop drawings, and product data are required for items noted in the individual materials sections and for bidder designed elements. SUBMITTAL REVIEW PERIOD: Submittals shall be made in time to provide a minimum of TWO WEEKS or 10 WORK- ING DAYS for review by the Architect/Engineer prior to the onset of fabrication. GENERAL CONTRACTOR'S PRIOR REVIEW: Prior to submission to the Architect/Engineer, the Contractor shall re- view the submittal for completeness. Dimensions and quantities are not reviewed by the SER, and therefore, must be verified by the General Contractor. Contractor shall provide any necessary dimensional details requested by the Detailer and provide the Contractor's review stamp and signature before forwarding to the Architect/Engineer. SHOP DRAWING REVIEW: Once the contractor has completed his review, the SER will review the submittal for general conformance with the design concept and the contract documents of the building and will stamp the submittal according- ly. Markings or comments shall not be construed as relieving the contractor from compliance with the project plans and specifications, nor departures there from. The SER will return submittals in the form they are submitted in (either hard copy or electronic). For hard copy submittals, the contractor is responsible for submitting the required number of copies to the SER for review. SHOP DRAWING DEVIATIONS: When shop drawings (component design drawings) differ from or add to the require- ments of the structural drawings they shall be designed and stamped by the responsible SSE. DEFERRED SUBMITTALS BiDDER-DESIGNED ELEMENTS Submit "Bidder -Designed" deferred submittals to the Architect and SER for review. The deferred submittals shall also be submitted to the city for approval, if required by the city. Design of prefabricated, "bidder designed", manufactured, pre-engineered, or other fabricated products shall be comply with the following requirements: 1) Design considers tributary dead, live, wind and earthquake loads in combinations required by IBC. 2) Design within the Deflection Limits noted herein and as specified or referenced in the IBC. 3) Design shall conform to the specifications and reference standards of the governing code. 4) Submittal shall include: a. Calculations prepared, stamped and signed by the SSE demonstrating code conformance. b. Engineered component design drawings are prepared, stamped and signed by the SSE. c. Product data, technical information and manufacturer's written requirements and Agency approvals as applicable. d. SSE may submit to the Architect/Engineer, a request to utilize relevant alternate design criteria of similar nature and generally equivalency which is recognized by the Code and acceptable to the Au- thority Having Jurisdiction. Submit adequate documentation of design. DEFLECTION VERTICAL LIMIT LIMITS FOR SSE / BIDDER DESIGNED ELE- MENTS: 1 Roof Members, Dead + Live or Snow or Wind, Total Load (TL) Deflection L / 240, where (L is span length,inches) PILE CAP SYMBOL (REFER TO PILE CAP SCHEDULE) Roof, Live or Snow or Wind Load (RLL) L / 360 0 HORIZONTAL LIMIT and FOOTNOTE INDICATES HOLLOW STRUCTURAL SECTION (HSS) COLUMN OR STEEL PIPE COLUMN Members Supporting Brittle Finishes L / 240 (1) ® Members Supporting Flexible Finishes L / 180 (1) REVISION TRIANGLE Members Supporting Masonry L / 600 @ 0.7 x Cladding Wind or 0.7E (1) (1) Wind Load is reducible to 0.42 times the Component and Cladding Loads per Table 1604.3 footnote f. GENERAL CONTRACTOR'S PRIOR REVIEW: Once the contractor has completed his review of the SSE component drawings, the SER will review the submittal for general conformance with the design of the building and will stamp the submittal accordingly. Review of the Specialty Structural Engineer's (SSE) shop drawings (component design drawings) is for compliance with design criteria and compatibility with the design of the primary structure and does not relieve the SSE of responsibility for that design. All necessary bracing, ties, anchorage, proprietary products shall be furnished and installed per manufacturer's instructions or the SSE's design drawings and calculations. These elements include but are not limited to: • Steel Stairs • Handrails, Guardrails and Balcony Rail Anchorages • Roof Mounted Components: Skylights, hatches • Mechanical, Electrical, Plumbing & Sprinkler Hanger Plans • Temporary Shoring Systems • Wood Hold-down Systems • Reshoring for PT Slabs • Rammed Aggregate Piers • Bolt -on Decks INSPECTIONS, QUALITY ASSURANCE VERIFICATIONS AND TEST REQUIREMENTS INSPECTIONS: Foundations, footings, under slab systems and framing are subject to inspection by the Building Official in accordance with IBC 110.3. Contractor shall coordinate all required inspections with the Building Official. SPECIAL INSPECTIONS, VERIFICATIONS and TESTS: Special Inspections, Verifications and Testing shall be done in accordance with IBC Chapter 17, the STATEMENT AND SCHEDULES OF SPECIAL INSPECTIONS on S0.03, and the AHJ STATEMENT OF SPECIAL INSPECTION STRUCTURAL OBSERVATION: per IBC Section 1704.6 Structural Observation is the visual observation of the structural system by a registered design professional for general conformance to the approved construction documents. It is not always required on a project, does not include or waive the responsibility for the special inspections and tests required by a Special Inspector per IBC Chapter 17, is not continu- ous, and does not certify conformance with the approved construction documents. CONTRACTOR RESPONSIBILITY: Prior to issuance of the building permit, the Contractor is required to provide the Au- thority Having Jurisdiction a signed, written acknowledgement of the Contractor's responsibilities associated with the above Statement of Special Inspections addressing the requirements listed in iBC Section 1704.4. Contractor is referred to IBC Sections 1705.12.5 and 1705.12.6 for architectural and MEP building systems that may be subject to additional inspections (based on the building's designated Seismic Design Category listed in the CRITERIA), including anchorage of HVAC ductwork containing hazardous materials, piping systems and mechanical units containing flammable, combus- tible or highly toxic materials, electrical equipment used for emergency or standby power, exterior wall panels and sus- pended ceiling systems. SOILS AND FOUNDATIONS REFERENCE STANDARDS: Conform to IBC Chapter 18 "Soils and Foundations." GEOTECHNICAL REPORT: Recommendations contained in Proposed Development 415 Baker Boulevard Tukwila, WA Project No. 17-120 by Pan Geo Incorporated dated May 4, 2017 were used for design. CONTRACTOR'S RESPONSIBILITIES: Contractor shall be responsible to review the Geotechnical Report and shall fol- low the recommendations specified therein including, but not limited to, subgrade preparations, pile installation proce- dures, ground water management and steep slope Best Management Practices." GEOTECHNICAL SUBGRADE INSPECTION: The Geotechnical Engineer shall inspect all sub -grades and prepared soil bearing surfaces, prior to placement of foundation reinforcing steel and concrete. Geotechnical Engineers shall provide a letter to the owner stating that soils are adequate to support the "Allowable Foundation Bearing Pressure(s)" shown below. DESIGN SOIL VALUES: Safety Factor per Soils Report 1.5 Allowable Foundation Bearing Pressure 4000 Max PSF -Improved Design Subgrade Modulus 150 PCI - Improved Passive Lateral Pressure 350 PSF/FT Coefficient of Sliding Friction 0.4 FOUNDATIONS and FOOTINGS: Foundations shall consist a mat slab bearing on improved soil per the Geotechnical Report. Exterior perimeter footings shall bear not less than 18 inches below finish grade, unless otherwise specified by the geotechnical engineer and/or the building official. FOOTING DEPTH: Tops of footings shall be as shown on plans with vertical changes as indicated with steps in the foot- ings; locations of steps shown as approximate and shall be coordinated with the civil grading plans to ensure that the exterior perimeter footings bear no less than 18 inches below finish grade, or as otherwise indicated by the geotechnical engineer or building official CAST -IN-PLACE CONCRETE REFERENCE STANDARDS: Conform to: (1) ACI 301-10 "Specifications for Structural Concrete" (2) IBC Chapter 19 "Concrete" (3) ACI 318-14 "Building Code Requirements for Structural Concrete" (4) ACI 117-10 "Specifications for Tolerances for Concrete Construction and Materials" FIELD REFERENCE: The contractor shall keep a copy of ACI Field Reference manual, SP -15, "Standard Specifications for Structural Concrete (ACI 301) with Selected ACI and ASTM References." FOR PERMIT - FOUNDATION These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers. DRAWING LEGEND MARK DESCRIPTION MARK DESCRIPTION F2.0 FOOTING SYMBOL (REFER TO SPREAD FOOTING SCHEDULE) 1 INDICATES WIDE FLANGE COLUMN 1P) PILE CAP SYMBOL (REFER TO PILE CAP SCHEDULE) ° INDICATES HOLLOW STRUCTURAL SECTION (HSS) COLUMN OR TUBE STEEL (TS) COLUMN 0 TILT-UP/PRECAST CONCRETE WALL CONNECTION SYMBOL (REFER TO CONNECTION DETAIL) o INDICATES HOLLOW STRUCTURAL SECTION (HSS) COLUMN OR STEEL PIPE COLUMN 2W4 1 SHEAR WALL SYMBOL (REFER TO SHEAR WALL SCHEDULE) ® INDICATES WOOD POST / l \ REVISION TRIANGLE ® INDICATES BUNDLED STUDS 1 TILT-UP/PRECAST CONCRETE WALL PANEL NUMBER (REFER TO TILT UP/ PRECAST CONCRETE WALL ELEVATIONS' LI INDICATES CONCRETE COLUMN <> CMU WALL REINFORCING SYMBOL (REFER TO CMU WALL REINFORCING SCHEDULE) INDICATES PRECAST CONCRETE COLUMN 8° CONTINUITY PLATE LENGTH (REFER TO TYPICAL DETAIL) INDICATES MOMENT FRAME CONNECTION ®_ <DS> INDICATES DOUBLE SHEAR CONNECTION (REFER TO THE DOUBLE SHEAR PLATE CONNECTIONS DETAIL) INDICATES CANTILEVER CONNECTION 1) - INDICATES REINFORCING TYPE (REFER TO THE REINFORCING SCHEDULE) INDICATES DRAG CONNECTION OOTB /0"- INDICATES NUMBER OF STUD RAIL REQUIRED AT COLUMN (REFER TO STUD RAIL DETAILS) INDICATES WOOD OR STEEL STUD WALL ( SR_) ? , 10 ROOF/FLOOR DIAPHRAGM NAILING SYMBOL (REFER TO DIAPHRAGM' NAILING SCHEDULE) INDICATES MASONRY/CMU WALL / STEEL/CONCRETE COLUMN SYMBOL (REFER TO STEEL COLUMN SCHEDULE) INDICATES CONCRETE/TILT UP CONCRETE WALL C1 "" "' ``' XXD " fT/FTG = X' -X" ELEVATION SYMBOL (T/ REFERS TO COMPONENT THAT THE ELEVATION REFERENCES) INDICATES WOOD OR STEEL STUD SHEAR WALL © STUD BUBBLE (INDICATES NUMBER OF STUDS REQUIRED IF EXCEEDS NUMBER SPECIFIED IN PLAN NOTE) : : - - $ INDICATES BEARING WALL BELOW INDICATES STEP IN FOOTING (REFER TO TYPICAL STEP IN FOOTING DETAIL) INDICATES EXISTING WALL 4 4 X ( as)( DETAILS OR SECTION CUT (DETAIL NUMBER/SHEET NUMBER) 1+---i POST TENSION DEAD END (PLAN) X.X (Th 00 DETAILS OR SECTION CUTIN PLAN VIEW (DETAIL NUMBER/SHEET NUMBER) /---1„-_0 POST -TENSION STRESSING END (PLAN) ♦,",l SO.0 xxWALLS, INDICATES LOCATION OF CONCRETE SHEAR WALLS OR BRACED FRAME ELEVATIONS 3 POST -TENSION PROFILE (PLAN) (IN INCHES) XX/SXX.XX .---1-5 ...-e--- SPAN INDICATOR (INDICATES EXTENTS OF FRAMING MEMBERS OR OTHER STRUCTURAL COMPONENTS) to i INTERMEDIATE STRESSING (PLAN) , 4 .%---alk. INDICATES DIRECTION OF DECK SPAN ABBREVIATIONS L Angle EXT Exterior PSF Pounds per Square AB Anchor Bolt FD Floor Drain Foot ADDL Additional FDN Foundation PSI Pounds Per Square ADH Adhesive FIN Finish Inch ALT Alternate FLR Floor PSL Parallel Strand ARCH Architectural FRP Fiberglass Reinforced Plastic Lumber B or BOT Bottom FRT Fire Retardant Treated P -T Post -Tensioned B/ Bottom Of FTG Footing PT Pressure Treated BLDG Building F/ Face of R Radius BLKG Blocking GA Gage RD Roof Drain BMU Brick Masonry Unit GALV Galvanized REF Refer/Reference BP Baseplate GEOTECH Geotechnical REIM- Reinforcing BRBF Buckling Restrained GL Glue Laminated Timber REQD Required Braced Frame GWB Gypsum Wall Board RET Retaining BRG Bearing HDR Header SCBF Special Concentric BTWN Between HF Hem -Fir Braced Frame C Camber HGR Hanger SCHED Schedule CL Centerline HD Hold-down SFRS Seismic Force - CLT Cross -Laminated HORIZ Horizontal Resisting System Timber HP High Point SHTHG Sheathing CB Castellated Beam HSS = TS (Hollow Structural Section) SIM Similar CIP Cast in Place IBC International Building SMF Special Moment CJ Construction or Code Frame Control Joint ID Inside Diameter SOG Slab on Grade CJP Complete Joint IE Invert Elevation SP Southern Pine Penetration IF Inside Face SPEC Specification CLR Clear INT Interior SQ Square CLG Ceiling k Kips SR Studrail CMU Concrete Masonry KSF Kips Per Square Foot SF Square Foot Unit LF Lineal Foot SST Stainless Steel COL Column LL Live Load STAGG Stagger/Staggered CONC Concrete LLH Long Leg Horizontal STD Standard CONN Connection LLV Long Leg Vertical STIFF Stiffener CONST Construction LP Low Point STL Steel CONT Continuous LONGIT Longitudinal STRUCT Structural C'SINK Countersink LSL Laminated Strand Lumber SWWJ Solid Web Wood CTRD Centered LVL Laminated Veneer Lumber Joist DIA Diameter MAS Masonry SYM Symmetrical DB Drop Beam MAX Maximum T Top DBA Deformed Bar Anchor MECH Mechanical T/ Top Of DBL Double MEZZ Mezzanine T&B Top & Bottom DEMO Demolish MFR Manufacturer TC AX LD Top Chord Axial Load DEV Development MIN Minimum TCX Top Chord Extension DF Douglas Fir MISC Miscellaneous TDS Tie Down System DIAG Diagonal NIC Not In Contract T&G Tongue & Groove DIST Distributed NLT Nail -Laminated THKND Thickened DL Dead Load Timber THRD Threaded DN Down NTS Not To Scale THRU Through DO Ditto OC On Center TRANSV Transverse DP Depth/Deep OCBF Ordinary Concentric Braced TYP Typical DWG Drawing Frame UBC Uniform Building (E) Existing OD Outside Diameter Code EA Each OF Outside Face UNO Unless Noted EF Each Face OPNG Opening Otherwise EL Elevation OPP Opposite URM Unreinforced ELEC Electrical OWSJ Open Web Steel Joist Masonry Unit ELEV Elevator OWWJ Open Web Wood Joist VERT Vertical EMBED Embedment PL Plate W Wide EQ Equal PAF Powder Actuated Fastener W/ With EQUIP Equipment PC Precast W/0 Without EW Each Way PERP Perpendicular WHS Welded Headed Stud EXP Expansion PLWD Plywood WP Working Point EXP JT Expansion Joint PP Partial Penetration WWF Welded Wire Fabric PREFAB Prefabricated ± Plus or Minus REVIEWED FOR r r'tr P APPROVED JAN 17 2018 [BU:LDING CiittyofTukwillah DI )SIO UREAL ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license consultant logo DCI CWGUnCC Ise 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455-4448 www.dci-engineers.com CIVIL /STRUCTURAL © Copyright 10/2017 D'Amato Conversano inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or In part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for As unauthorized ase. project name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 98188 key plan submittals/revisions BUILDING PERMIT SET 10.31.17 FOUNDATION ONLY PERMIT/F1\ 12.06.17 STRUCTURAL RESUBMITTAL 12.18.17 STRUCTURAL RESUBMITTAL S2 01.10.18 drawing title GENERAL NOTES drawing information DATE 12.06.17 SCALE 12" =1'-0" DRAWN BSD JOB # 17041-0175 copyright © 2016 Urbal Architecture, PLLC Urbal Architecture, PLLC reserves common law copyright and other property rights in this document. All drawn and written information incorporated herein, is an instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. sheet number S0.01 1 CONCRETE MIXTURES: Conform to ACI 301 Section 4 "Concrete Mixtures" and IBC Section 1904.1. MATERIALS: Conform to ACI 301 Section 4.2.1 "Materials" for requirements for cementitious materials, aggregates, mix- ing water and admixtures. SUBMITTALS: Provide all submittals required by ACI 301 Section 4.1.2. Submit mix designs for each mix in the table below. Substantiating strength results from past tests shall not be older than 24 months per ACI 318 Section 26.4.3.1 (b). TABLE OF MIX DESIGN REQUIREMENTS Member Type/Location Strength fc (psi) Test Age (days) Nominal Maximum Aggregate Exposure Class Max W/C Ratio Air Con- tent Notes (1 to 8 Typical UNO) Mat Foundations 5000 28 1" - - - - Exterior Slabs on Grade & Sidewalks 3000 28 1" - 0.45 5% - Mild Reinforced Beams & Slabs 5000 28 1" - 0.45 - 9 PT Beams and Slabs 6000 3000 28 stressing 3/" C1 0.45 5% 9 PT Parking Beams & Slabs 5000 3000 28 stressing y: C1 0.40 D 5 /° 9 Mild Reinforced Parking Beams & Slabs 5000 28 3/" C1 0.40 5% 9 Shear Walls 4500 56 3/4" - - - - Exposed Shear Walls 4500 28 3/4" F2 0.45 6% - Misc interior Building Walls 4000 28 1" - - - - Stem Walls & Curbs 4000 28 1" - - - - Exterior Stem Walls & rb 4000 28 1" F1 0.45 6% - Columns 5000 56 3/" - - - - Table of Mix Design Requirements Notes: (1) W/C Ratio: Water-cementitious material ratios shall be based on the total weight of cementitious materials. Maxi- mum ratios are controlled by strength noted in the Table of Mix Design Requirements and durability requirements given in ACI 318 Section 19.3. (2) Cementitious Materials: a. The use of fly ash, other pozzolans, silica fume, or slag shall conform to ACI 318 Sections 19.3.2 and 26.4.2.2. Maximum amount of fly ash shall be 25% of total cementitious content unless reviewed and ap- proved otherwise by SER. b. For concrete used in elevated floors, minimum cementitious-materials content shall conform to ACI 301 Ta- ble 4.2.2.1. Acceptance of lower cement content is contingent on providing supporting data to the SER for review and acceptance. c. Cementitious materials shall conform to the relevant ASTM standards listed in ACi 318 Section 26.4.1.1.1(a). (3) Air Content: Conform to ACI 318 Section 19.3.3.1. Minimum standards for exposure class are noted in the table. If freezing and thawing class is not noted, air content given is that required by the SER. Tolerance is ±1-1/2%. Air content shall be measured at point of placement. (4) Aggregates shall conform to ASTM C33. (5) (6) Chloride Content: Conform to ACI 318 Table 19.3.2.1. (7) Slump: Conform to ACI 301 Section 4.2.2.2. Slump shall be determined at point of placement. Non- chloride accelerator: Non -chloride accelerating admixture may be used in concrete placed at ambient temper- atures below 50°F at the contractor's option. (8) ACI 318, Section 19.3.1.1 exposure classes shall be assumed to be FO, SO, P0, and CO unless different exposure classes are listed in the Table of Mix Design Requirements that modify these base requirements. (9) Shrinkage Limit: Concrete used in elevated slabs and beams shall have a shrinkage limit of 0.045% at 28 days measured in accordance with ASTM C157. Submit laboratory test results to SER for approval prior to construc- tion. FORMWORK & RESHORING: Conform to ACI 301 Section 2 "Formwork and Form Accessories." Removal of Forms shall conform to Section 2.3.2 except strength indicated in Section 2.3.2.5 shall be 0.75 f c. Reshoring shall conform to Section 2.3.3. In addition, mild reinforced (non post -tensioned) slabs shall be continuously reshored for a minimum of 14 days following placement of concrete or 7 days after concrete has reached 0.75 fc,.whichever is longer. Contractor shall submit formwork removal and reshore installation procedure and drawings as applicable sealed by a professional engi- neer licensed in the state where the project is located for the SER's information. MEASURING, MIXING, AND DELIVERY: Conform to ACI 301 Section 4.3. HANDLING, PLACING, CONSTRUCTING AND CURING: Conform to ACI 301 Section 5. In addition, hot weather con- creting shall conform to ACI 305R-10 and cold weather concreting shall conform to ACI 306R-10. CONSTRUCTION JOINTS: Conform to ACI 301 Sections. 2.2.2.5, 5.2.2.1 and 5.3.2.6. Construction joints shall be locat- ed and detailed as on the construction drawings. Submit alternate locations per ACI 301 Section 5.1.2.3a for review and approual by the SER twoweeks minimum.prior to forming.. Use of an acceptableadhesive, surface retardant ant portiand cement grout or roughening the surface isnot required unless specifically noted on the drawings. EMBEDDED ITEMS: Position and secure in place expansion joint material, anchors and other structural and non- structural embedded items before placing concrete. Contractor shall refer to mechanical, electrical, plumbing and archi- tectural drawings and coordinate other embedded items. GROUT: Use 7000 psi non -shrink grout under column base plates. GROUTED REBAR: See Post -Installed Anchors to Concrete. POST -INSTALLED ANCHORS to CONCRETE: Anchor location, type, diameter and embedment shall be as indicated on drawings. Reference the POST INSTALLED ANCHORS section for applicable Post -Installed Anchor Adhesives. An- chors shall be installed and inspected in strict accordance with the applicable ICC -Evaluation Service Report (ESR). Special inspection shall be per the TESTS and INSPECTIONS section. TOPPING SLABS: Conform to ACI 301 and the recommendations of ACI 302.1R-15 "Guide for Concrete Floor and Slab Construction" for Class 3 (unbonded topping floors. BONDING AGENT: Use MasterEmaco ADH 326. Apply in accordance with manufacturer's instructions. JOINT COMPOUND: Provide acid resistant silicone caulk where noted on the drawings. Submit product data for review. SHRINKAGE: Conventional and post -tensioned concrete stabs will continue to shrink after initial placement and stressing of concrete. Contractor and subcontractor shall coordinate jointing and interior material finishes to provide adequate tol- erance for expected structural frame shrinkage and shall include, but not be limited to: curtain wall, dryvit, storefront, sky- light, floor finish, and ceiling suppliers. Contact Engineer for expected range of shrinkage. FLOOR FINISHES: The contractor must provide and correctly install an isolation membrane and properly detailed expan- sion joints to help minimize cracking of finishes with cementitious setting beds or finish properties (tile, stone, terrazzo, concrete topping, etc). The expansion joints shall be sized for an expected shortening movement of 0.01 inches per foot. CLADDING CONNECTIONS and SLAB SHORTENING: At the time of installation, the cladding connection design shall accommodate a typical future vertical movement at each floor of inch or L/600, whichever is greater, due to variable live loading and creep. This displacement will occur at the free end of cantilever beams and at midspan of edge slabs and beams. At the time of installation, the cladding connections shall accommodate shortening of the slab edge inwards due to shrinkage and post -tensioning. Calculation of the amount of shortening is the responsibility of the design / construction team as a whole and shall be agreed upon in a preconstruction meeting. The connections shall also accommodate typi- cal slab edge construction tolerance both inward and outward. The amount of tolerance shall be defined by the general contractor and agreed to by the cladding designer and formwork subcontractor prior to the design of the connections. The cladding shall be installed to the proper design plan location.] CONCRETE CRACK REPAIR AND MAINTENANCE PROGRAM: Concrete shrinks and continues to shrink for up to two years after construction and as a result, cracking will typically occur. These cracks do not typically impair the integrity of the structure. However, DCI recommends a one-time crack repair and maintenance program be implemented for those slabs exposed to water or chemicals. The maintenance program shall consist of: • Inspect slabs and supporting members two years after construction • Determine cracks in the structure to be repaired • Repair cracks The total length of cracking can be estimated at 0.009 feet of cracks per square feet of slab area. The owner should re- serve funds for this one time maintenance program, which is to take place two years after the completion of construction. Even though cracking is normal and most often not structurally significant, when cracking occurs during construction the contractor shall contact the Architect/Engineer for review. The contractor should budget 0.004 ft of epoxy injected crack repair per square foot of slab. STRENGTH TESTING AND ACCEPTANCE: Testing: Obtain samples and conduct tests in accordance with ACI 301 Section 1.6.3.2. Additional samples may be required to obtain concrete strengths at alternate intervals than shown below. • Cure 6 cylinders for 28 -day test age post -tensioned concrete. Test 2 cylinders at 2 or 3 days for post -tensioned concrete only, test 1 cylinder at 7 days, test 2 cylinders at 28 days, and hold 1 cylinder in reserve for use as the Engineer directs. After 56 days, unless notified by the Engineer to the contrary, the reserve cylinder may be discarded without being tested for specimens meeting 28 -day strength requirements. • The number of cylinders indicated above reference 6 by 12 in cylinders. If 4 by 8 in cylinders are to be used, additional cylinders must be cured for testing of 3 cylinders at test age per the table of mix design require- ments. Acceptance. Strength is satisfactory when: (1) The averages of all sets of 3 consecutive tests equal or exceed the specified strength. (2) No individual test falls below the specified strength by more than 500 psi. A "test" for acceptance is the average strength of two 6 by 12 in. cylinders or three 4 by 8 in. cylinders tested at the specified test age. CONCRETE PLACEMENT TOLERANCE: Conform to ACI 117-10 for concrete placement tolerance. FLOOR FLATNESS and FLOOR LEVELNESS: Minimum values of flatness, F(F) 30; and of levelness, F(L) 20; with mini- mum local values of flatness, F(F) 24; and of levelness, F(L) 15; for slabs -on -grade are required. Overall minimum val- ues of flatness, F(F) 30; with minimum local values of flatness, F(F) 24; for suspended slabs are required. Concrete slabs that will receive wood flooring shall have a minimum F(F) 35. The preceding values are minimums unless specifica- tions require higher values. Measured values shall be in accordance with ACI 117. OVER -FRAMING / STRUCTURAL FOAM FILL / RIGID INSULATION FOAM FILL: Structural foam fill / rigid insulation as shown on the drawings shall be InsulFoam GF, by InsulFoam LLC Engineered EPS, Type ASTM D6817, or approved equal. Provide in locations and thicknesses indicated on plans. Mini- mum Required Foam Properties are: Foam Type, InsulFoam EPS19; Density, 1.15 pcf; Compressive Resistance, 5.8 psi (at 1% deformation), 13.1 psi (at 5% deformation), and 16.0 psi (at 10%deformation). CONCRETE REINFORCEMENT REFERENCE STANDARDS: Conform to: (1) ACI 301-10 "Standard Specifications for Structural Concrete", Section 3 "Reinforcement and Reinforcement Sup- ports. (2) ACI SP -66(04) "ACI Detailing Manual" (3) CRSI MSP -09, 28th Edition, "Manual of Standard Practice." (4) ANSI/AWS D1.4: 2005, "Structural Welding Code - Reinforcing Steel." (5) iBC Chapter 19 -Concrete. (6) ACI 318-14 "Building Code Requirements for Structural Concrete." (7) ACI 117-10 "Specifications for Tolerances for Concrete Construction and Materials" 57 SUBMITTALS: Conform to ACI 301 Section 3.1.1 "Submittals." Submit placing drawings showing fabrication dimensions and placement locations of reinforcement and reinforcement supports. MATERIALS: Reinforcing Bars ASTM A615, Grade 60, deformed bars. ASTM A706, Grade 60, deformed bars. Smooth Welded Wire Fabric ASTM A185 Deformed Welded Wire Fabric ASTM A497 Bar Supports CRSI MSP -09, Chapter 3 "Bar Supports." Tie Wire 16 gage or heavier, black annealed. Stud Rails ASTM A1044 Headed Deformed Bars ASTM A970 EARTHQUAKE REQUIREMENTS: Longitudinal Bars in ductile frames and shear walls and coupling beams of shear walls shall conform to ASTM A706, Grade 60 or shall conform to the following requirements: (1) Welding: Welding is not permitted except as specified in the drawings. Weld in accordance with AWS D1.4. (2) Mill Tests: Submit mill certificates indicating physical and chemical properties. (3) Yield Strength: 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 3000 psi.) (4) Ultimate Strength: The ratio of the actual tensile strength to the actual yield strength is not less than 1.25.] FABRICATION: Conform to ACI 301, Section 3.2.2. "Fabrication", and ACI SP -66 "ACI Detailing Manual." WELDING: Bars shall not be welded unless authorized. When authorized, conform to ACI 301, Section 3.2.2.2. 'Welding", AWS D1.4, and provide ASTM A706, grade 60 reinforcement. PLACING: Conform to ACI 301, Section 3.3.2 "Placing." Placing tolerances shall conform to ACI 117. CONCRETE COVER: Conform to the following cover requirements unless noted otherwise in the drawings. Concrete cast against earth 3" 2" Concrete exposed to earth or weather Ties in columns and beams Bars in slabs Bars in walls 1-1/2" 3/ " 4 3/4" Elevated PT Slab Top Reinforcing 3/4" Uncoated Elevated PT Slab Bottom Reinforcing 2 3/8" Uncoated Beams and Drop Bands 2-3/8" to ties Uncoated SPLICES: Conform to ACI 301, Section 3.3.2.7, "Splices". Refer to "Typical Lap Splice and Development Length Sched- ule" for typical reinforcement splices. "Shear Wall Reinforcing Splice Schedule" for those specific elements. Splices indi- cated on individual sheets shall control over the schedule. Mechanical connections may be used when approved by the SER. For reinforcing within the lateral system (shear walls, moment frames) and reinforcing connecting the diaphragm slab to the lateral system, mechanical splice strength is increased to develop 125 percent of the specified tensile strength of the splices bar. STUDRAILS: Where studrails are indicated on the drawings the following systems are acceptable. Studrails (also re- ferred to as punching shear resistor rails) shall conform to ASTM A1044 and be fabricated and installed in strict accord- ance with the applicable ICC -ESR report and manufacturer's instructions, using chairs provided by the manufacturer to position rails at the proper height. Submit current manufacturer's data and ICC ESR report of alternate systems to SER for approval. 1. Decon "Studrails" - ICC ESR -2494 2. Jobsite Stud Welding Punching Shear Resistor Shear Rail Assemblies - ICC ESR -3264 3. Conco Companies Headed Shear Stud (PSR) Reinforcement Assemblies - ICC ESR -3317 & 3619 FIELD BENDING: Conform to ACI 301 Section 3.3.2.8. "Field Bending or Straightening." Bar sizes #3 through #5 may be field bent cold the first time. Subsequent bends ends and other bar sizes require preheating. Do not twist bars. Bars shall not be bent past 45 degrees. TYPICAL CONCRETE REINFORCEMENT: Unless noted on the plans, concrete walls shall have the following minimum reinforcement. Contractor shall confirm minimum reinforcement of walls with SER prior to rebar fabrication. POST -TENSIONED CONCRETE REFERENCE STANDARDS: (1) ACI 301-10 "Specifications for Structural Concrete, Sec. 9 "Prestressed Concrete." (2) ACI 423.7-14 "Specification for Unbonded Single Strand Tendon Materials" (3) PTI "Specification for Unbonded Single Strand Tendons", 2md Edition (2000) (hereafter designated "PTI Specifica- tion"). SUBMITTALS: Conform to ACI 301 Sec 3.1.1 "Submittals, Data, and Drawings." Submit the following items for review: (1) Coordination Drawings: Submit drawings showing size and location of all slab penetrations, blockouts, conduit, embeds and other items which may affect tendon placement. (2) Shop Drawings. Submit shop drawings in accordance with ACi 301 Sec. 9.1.2.1 "Drawings." Include the following information: tendon support heights and chair sizes; location and profile of tendons throughout their length; size, location, details, materials and stress grade (where applicable) of tendons and accessories, including anchorages, stressing pockets, and couplers; jack clearances; jacking procedures; stressing sequence; initial tensioning forces, tendon elongation; details of reinforcing steel to prevent bursting and spelling; tendon trimming procedures and details or capping procedure; duct properties including size, material, thickness and support spacing. PT shop drawings shall be stamped by a structural engineer registered in the State of Washington. Stressing Records: Conform to PTI Specification Sec.1.5.7 "Stressing Records." Submit for review. The special inspector shall complete all stressing records. (4) Mill Test Reports: Conform to PTI Specification Sec. 1.5.1. Provide certified mill test reports for each coil or pack of strand. Contractor shall keep reports on file for duration of project. Anchorages and Couplers: Conform to PTI Specification Sec. 1.5.2. Contractor to keep reports on file for the du- ration of the project. (6) Sheathing and P -T Coating: Conform to PTI Specification Sec. 1.5.3 and 1.5.4. Contractor to keep reports on file for the duration of the project. Calculations: Submit calculations prepared by a SSE indicating: the force provided, the specified prestressing loss- es, the final working stresses and the stressing sequence. The design shown in the drawings is based on a final effective force in each tendon of 26.8 kips. (3) (5) (7) POST -TENSIONING MATERIALS: (1) (2) (3) (4) (5) Strand: ASTM A416, Grade 270, '/" diameter, low relaxation type. Conform to PTI Specification Sec. 2.1 "Prestressing Steel." Strands shall originate from a PTI certified plant. Sheathing: Conform to PTI Specification Sec. 2.3 "Sheathing," including section 2.3.5 "Aggressive Environments." Anchorages & Couplers: Conform to PTI Specification. Sec. 2.2 "Anchorages and Couplers", including Sec. 2.2.6 "Anchorages and Couplers in Aggressive Environments." Provide grease caps for all anchorages at all stressing ends. Tendon anchorages and couplings shall be designed to develop static and dynamic strength requirements of Section 2.2.1.1 and Section 2.2.1.2. Castings shall be nonporous and free of sand, blow holes, voids, and other defects. Provision shall be made for plastic cap to fit tightly and seal barred end on stressing side of anchor. Bear- ing side of anchor casting shall have provision for plastic sleeve, which shall prevent moisture leaks into anchor casting or tendon sheathing. For wedge type anchorages, wedge grippers shall be designed to precluded prema- ture failure of prestressing steel due to notch or pinching effects under static and dynamic test load conditions per Section 2.2.3, for low relaxation prestressing steel materials. Component parts from different manufacturers shall not be used without substantiating test data. Repair Tape: Conform to PTI Specification Section 3.2.5. Anchor Cap: Grease caps and clear/translucent greased trumpets (or the zero void system by General Technolo- gies Incorporated (GTI) or approved equivalent) at the P -T anchors shall be used to provide watertight connections between the P -T sheathing and anchors. (a) Stressing End: Plastic cap shall fit tightly, covering stressing end of barrel and wedges, and shall be fitted with sealing device. Cap shall allow minimum 1-3/4" protrusion of strand beyond wedges. (b) Intermediate Stressing Ends: Plastic cap similar to above shall be used with exception that cap shall be open to allow passage of strand with minimum 3/4" chimney extension of cap. (c) Coating Material: Wedge area and plastic cap shall be completely filled with same grease used along length of strand. (6) Sleeve and Grommet: A grease filled plastic sleeve shall be used on bearing side of anchor casting which will pre- vent moisture leaks into anchor casting or tendon sheathing. Plastic sleeve shall be minimum 10" long. A grommet shall be used at stressing ends, split grommet at intermediate stressing points, to prevent moisture leaks into an- chor casting or tendon sheathing. CORROSION INHIBITING COATING: Conform to PTI Specification Sec. 2.4 "P -T Coating." OTHER MATERIALS: Conform to notes for CAST -IN-PLACE CONCRETE and CONCRETE REINFORCEMENT sec- tions, except all admixtures shall be chloride free unless approved by the Engineer. PRE -CONSTRUCTION MEETING: The contractor shall arrange a pre -construction meeting. The contractor, structural engineer -of -record, subcontractors involved with the post -tensioning work, representatives of the AHJ and representa- tives of the special inspection agency shall attend this meeting. HANDLING, STORAGE, SHIPPING: Conform to PTI Specification Sec. 1.6.2 and 1.7. INSTALLATION REQUIREMENTS: Conform to PTI Specification Sec.3.2 "Tendon Installation." (1) DRAPES: Place tendons parabolic between supports and conform to controlling points shown on the drawings unless noted. Dimensions shown on drawings locate the Center of Gravity (c.g.) of the tendon from the bottom of the slab or beam. Low points are at mid -span unless noted otherwise. (2) SUPPORTS: Tendons shall be firmly supported at intervals not to exceed 4 ft. to prevent displacement during plac- ing of concrete. (3) TENDON BUNDLES: Twisting or entwining of individual strands within the bundle is not permitted. (4) TOLERANCES: Vertical deviations in tendon location shall not exceed the following nor maximum cover deviations per ACI 117: a. ± 1/4" for member thickness less than 8" b. ± 3/8" for member dimensions from 8" to 24" c. ± 1/2" for member dimensions more than 24" SHEATHING REPAIR: Conform to PTI Specification Sec. 3.2.5 "Sheathing Inspection." (1) Restore tendon grease coating in damaged area and 2 inches beyond each end of damage. (2) Place piece of longitudinally split tubing around greased tendon. Split tubing overlap shall be on opposite side of sheathing tear. Length of split tubing shall extend past damaged area 3 inches at each end. Alternatively, use two pieces of overlapping slit sheathing. Align slits on opposite sides of tendon from each other. (3) Tape entire length of repaired area, spirally wrapping tape around repair to provide at least two layers of tape. Tap- ing shall overlap repaired area by 3 inches at each end. Before taping, repair area shall be dry and free of grease. CONCRETE PLACEMENT: Conform to PTI Specification Sec. 3.3. TENDON STRESSING: Conform to PTI Specification Sec. 3.4 "Tendon Stressing." SCHEDULE: Stressing shall be performed within 96 hours of concrete placement unless approved by the Engineer. SEQUENCE: Stress temperature tendons first, followed by uniformly distributed tendons, additional slab tendons, and then beam or banded tendons. SHORING: Shoring shall remain in place until tendons are stressed. Shoring at closure strips and pour strips shall re- main in place until concrete placed in closure strip has attained design strength, unless noted otherwise on plan. RESHORING: When reshoring is required, reference "DEFERRED SUBMITTALS" above in these notes. CONCRETE STRENGTH: Compressive strength of the slab shall be not less than 3000 psi at time of stressing as deter- mined by a testing laboratory. STRESSING JACKS: Conform to PTI Specification Sec. 3.4.1.3 "Stressing Jacks" and Sec 3.4.2 "Jack Calibration." Pro- vide calibration certificates with each jack. Contractor shall keep certificates on file for duration of project. ELONGATIONS: Conform to PTI Specification Sec. 3.4.3 "Elongation Measurements." Measured elongations shall agree with calculated values within ±7%. Discrepancies exceeding 7% shall be resolved with the Engineer prior to cutting and capping the tendons. TENDON FORCES: Forces during and after stressing shall meet the following criteria: Maximum Force at Jacking 33.0 KIPS Maximum Force at Anchoring 28.9 KIPS Minimum Final Effective Force 26.8 KIPS TENDON FINISHING: Conform to PTI Specification Sec. 3.5 "Tendon Finishing." Finishing shall be completed within 3 days of acceptance of stressing records. CUTTING APPROVAL: Excess strand shall not be cut without approval of the Engineer. Transmit complete stressing reports to DCI as soon as possible after stressing has been completed. DCi will promptly review and indicate if cutting of tendons is acceptable. If all tendons are within tolerance, the contractor may cut excess strand at their own risk before DCI approval is received. Basic elongation tolerance is ±7% from calculated. Out of tolerance tendons will be approved by the EOR on a case by case basis. CUTTING: Conform to PTI Specification Sec. 3.5.1 "General." Tendons may be cut by means of oxyacetylene torch, abrasive wheel or hydraulic shears. When using oxyacetylene cutting do not direct flame toward wedges. Strand length protruding beyond the wedges after cutting shall be between 1/2" and W. COATING & CAPPING: Conform to PTI Specification Sec. 3.5.2 "Aggressive Environments." Install the grease -filled plastic caps as soon as possible. STRESSING POCKETS: Conform to PTI Spec. Sec. 3.5.3 "Stressing Pockets." (1) Preparation: Clean the inside surfaces of the pocket to remove laitance and grease. Coat inside surfaces with a resin bonding agent after cleaning at the contractor's discretion. (2) Filling: Fill pockets with non-metallic non -shrink grout. Grout shall not contain chlorides or other chemicals deleteri- ous to the prestressing steel. EMBEDS AND FASTENERS: Embeds and inserts for support of all non-structural elements, mechanical and other equipment shall be cast into the slab. Drilled or powder -driven fasteners will not be permitted except as noted below. Immediately before concrete is placed, the position of tendons shall be marked on the forms with a material which leaves a physical impression on the underside of the slab. Congested areas shall be entirely marked off. Contractor's proposed method of marking tendons shall be submitted and reviewed by the SER and architect before starting construction. Note: there may be areas where marking of the slab is not allowed for architectural and or concrete cover reasons. Drilled -in concrete anchors and powder -driven fasteners shall be placed a minimum distance equal to the slab thickness away from marked tendon locations. No anchors or fasteners shall be placed within a distance of five times the slab thickness from the face of any column. Exception: Powder -driven fasteners with 5/8 -inch maximum embedment may be installed at any location on the slab. No reinforcing steel, concrete, or post -tensioning tendons shall be damaged by an- chors or fasteners. BRICK VENEER REFERENCE STANDARDS: Conform to: 1) IBC Chapter 14 "Exterior Walls." 2) TMS 402-13/ACI 530-13/ASCE 5-13 "Building Code Requirements for Masonry Structures.", Chapter 12 "Veneer" Herein referenced as MSJC. 3) TMS 602-13/ACI 530.1-13/ASCE 6-13 "Specification for Masonry Structures." Herein referenced as MSJC.1. SUBMITTALS: Submit product specific information on anchor size, type and capacities with corresponding ICC -ESR reports regarding wire ties, sheet metal connector pieces, screws, and expansion anchors to the Architect/Engineer for review. MATERIALS: 1) BRICK VENEER: Conform to ASTM C216 "Standard Specification for Facing Brick (Solid Masonry Units Made from Clay or Shale)", Grade MW. 2) Mortar: Conform to ASTM C270, Type S, and IBC Section 2103.2 "Mortar." 3) JOINT REINFORCING: Conforms to ASTM A951 "Standard Specification for Steel Wire for Masonry Joint Rein- forcement". All joint reinforcing shall be hot dip galvanized. 4) ANCHORS: Anchor ties shall be the Hohmann & Bamard seismic anchors. Anchor ties shall be adjustable two- piece anchors made of 14 gage or 12 gage galvanized metal and/or W2.8 (3/16" diameter) galvanized wire that shall be engineered to attach: • to the face of Masonry or concrete with a 3/4" expansion bolt or screw anchor for concrete or masonry embed- ded 2" minimum into the concrete or masonry. • to steel stud with two #12 (0.209" diameter) screws per anchor. • to wood stud with two #9 (0.177" diameter) screws per anchor embedded at least 1 '/4" into the wood stud. • or at channel slot anchor assemblies with a 305 Dovetail Anchor Slot embedded in the concrete and a 303 SV Seismic Notch Dovetail Anchor. All parts of the veneer anchorage system shall be fabricated of similar metals with similar coatings to reduce the possibil- ity of galvanic corrosion occurring. Brick veneer in Seismic Design Category A, B, and C and all brick veneer not laid in a running bond pattern shall have continuous joint reinforcing of W1.7 (0.148" diameter) wires at a maximum vertical spacing of 20"oc. Lap wires 10" at splices. Brick veneer in Seismic Design Category D, E and F and all brick veneer not laid in a running bond pattern shall have continuous joint reinforcing of W1.7 (0.148" diameter) wires at a maximum vertical spacing of 16"oc. Lap wires 10" at splices. Pintle anchors shall have at least two pintle legs of wire size W2.8 (3/16" diameter) each and shall have an offset not ex- ceeding'h" from the horizontal plane of the plate anchored to the structure. Anchors in Seismic Design Category D, E and F shall have a positive mechanical connection to the continuous wire joint reinforcing in the veneer. Both wire and sheet -metal anchors shall extend into the veneer a minimum of 1'/2" and shall have a minimum of 5/8" mortar cover on the outside face. All anchors shall adjust 1-3/4" up or down to allow for different course heights and shall allow at feast 1/2" horizontal in - plane and 3/4" vertical in -plane movement to accommodate expansion, contraction, shrinkage and other movement. Coordinate expansion joint locations with the architect prior to erection. Typically, expansion joints should be installed at 24" from corners on one side of the comer, at intersecting walls, at changes in wall height, at changes in wall thickness and at 20' maximum on center. CONSTRUCTION OVER STUDS: When applied over wood or metal stud construction, the studs shall be spaced a maxi- mum of 16 inches on centers and approved paper shall first be applied over the sheathing or wires between studs except as otherwise provided in IBC Sections 1402-1405. An air space of at least 1-2 inch should be maintained between the backing and the veneer. The air space must be kept free and clear of debris and mortar droppings. BRICK PANELS: The panel manufacturer is responsible for the design of the panels and their connection to the primary structure. Edge beams have been designed for vertical load only. The panel manufacturer shall provide braces and ties to account for load eccentricities and lateral forces. The maximum vertical load and location of the bearing points is not- ed on the drawings. Brick panel shop drawings shall indicate the magnitude and location of all loads imposed onto the FOR PERMIT - FOUNDATION These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers. primary structure. The panel manufacturer engineer shall be responsible for verifying that panel bracing or ties are at- tached to the primary structure in such a manner that their forces do not cause any distress to the primary structure. Where necessary, additional structural elements shall be provided by the panel manufacturer to safely distribute the loads to the anchors. POST -INSTALLED ANCHORS (INTO CONCRETE AND MASONRY) REFERENCE STANDARDS: Conform to: 1) IBC Chapter 19 "Concrete" 2) ACI 318-11 `Building Code Requirements for Structural Concrete" 3) IBC Chapter 21 "Masonry" 4) ACI 530-11/ASCE 5-11/TMS402-11 "Building Code Requirements for Masonry Structures" POST -INSTALLED ANCHORS: Install only where specifically shown in the details or allowed by SER. All post -Installed anchors types and locations shall be approved by the SER and shall have a current ICC -Evaluation Service Report that provides relevant design values necessary to validate the available strength exceeds the required strength. Submit cur- rent manufacturer's data and ICC ESR report to SER for approval regardless of whether or not it is a pre -approved an- chor. Anchors shall be installed in strict accordance to ICC -ESR and the manufacturer's printed installation instructions (MPII) in conjunction with edge distance, spacing and embedment depth as indicated on the drawings. The contractor shall arrange for a manufacturer's field representative to provide installation training for all products to be used, prior to the commencement of work. Only trained installer shall perform post installed anchor installation. A record of training shall be kept on site and be made available to the SER as requested. Adhesive anchors installed in horizontally or up- wardly inclined orientation shall be performed by a certified adhesive anchor installer (AAI) as certified through ACl/ CRSi or approved equivalent. Proof of current certification shall be submitted to the engineer for approval prior to com- mencement of installation. No reinforcing bars shall be damaged during installation of post -installed anchors. Special inspection shall be per the TESTS and INSPECTIONS section. Anchor type, diameter and embedment shall be as indi- cated on drawings. 1. ADHESIVE ANCHORS: The following Adhesive -type anchoring systems have been used in the design and shall be used for anchorage to CONCRETE as applicable and in accordance with corresponding current ICC ESR report. Reference the corresponding ICC ESR report for required minimum age of concrete, con- crete temperature range, moisture condition, light weight concrete, and hole drilling and preparation require- ments. Drilled -in anchor embedment lengths shall be as shown on drawings, or not less than 7 times the anchor nominal diameter (7D). Adhesive anchors are to be installed in concrete aged a minimum of 21 days, unless otherwise specified in the ICC ESR report. a. HILTI "HIT-HY 200" - ICC ESR -3187 for anchorage to CONCRETE with embedment depth less than or equal to 20 bar diameters b. HILTI "HIT -RE 500 V3" - ICC ESR -3814 for anchorage to CONCRETE with any embedment depth c. SIMPSON "SET -XP" - ICC ESR 2508 for anchorage to CONCRETE, IAPMO 265 for anchorage to MASONRY d. SIMPSON "SET" - ICC ESR -1772 for anchorage to UNREINFORCED MASONRY Only 2. EXPANSION ANCHORS: The following Expansion type anchors are pre -approved for anchorage to CON- CRETE or MASONRY in accordance with corresponding current ICC ESR report: a. HILTI "KWIK BOLT TZ" - ICC ESR -1917 for anchorage to CONCRETE Only b. SIMPSON "STRONG -BOLT 2" - ICC ESR -3037 for anchorage to CONCRETE Only 3. SCREW ANCHORS: The following Screw type anchor is pre -approved for anchorage to CONCRETE or MASONRY in accordance with corresponding current ICC ESR report: a. SIMPSON "TITEN HD" - ICC ESR -2713 for CONCRETE Only and iCC ESR -1056 for MASONRY Only b. HILT! "KWIK HUS -EZ" - ICC ESR -3027 for anchorage to CONCRETE Only STRUCTURAL STEEL REFERENCE STANDARDS: Conform to: 1) IBC Chapter 22 -"Steel" 2) ANSI/AISC 303-10 - "Code of Standard Practice for Steel Buildings & Bridges" 3) AISC - "Manual of Steel Construction", Fourteenth Edition (2010) 4) ANSI/AISC 360-10 - "Specification for Structural Steel Buildings" 5) AWS D1.1:2010 - "Structural Welding Code - Steel" 6) 2009 RCSC - "Specification for Structural Joints using High -Strength Bolts" SUBMITTALS: Submit the following documents to the SER for review: (1) SHOP DRAWINGS complying with AISC 360 Sections M1and N3 and AISC 303 Section 4. (2) ERECTION DRAWINGS complying AISC 360 Sections M1and N3 and AISC 303 Section 4. Make copies of the following documents "Available upon Request" to the SER or Owner's Inspection Agency in elec- tronic or printed form prior to fabrication per AISC 360 Section N3.2 requirements: (1) Fabricator's written Quality Control Manual that includes, as a minimum: a. Material Control Procedures b. Inspection Procedures c. Non-conformance Procedures (2) Steel & Anchor Rod suppliers' Material Test Reports (MTR's) indicating the compliance with specifications. (3) Fastener manufacturer's Certification documenting conformance with the specification. (4) Filler metal manufacturer's product data for SMAW, FCAW and GMAW indicating: a. Product specification compliance b. Recommended welding parameters c. Recommended storage and exposure requirements including baking d. Limitations of use (5) Welded Headed (Shear) Stud Anchors Manufacturer's certification indicating the meet specifications. (6) Weld Procedure Specifications (WPS's) for shop and field welding. (7) Manufacturer's Certificates of Conformance for electrodes, fluxes and gases (welding consumables). (8) Procedure Qualification Records (PQR'sl for WPS's that are not prequalified in accordance with AWS. (9) Welding personnel Performance Qualification Records (WPQR) and continuity records conforming to AWS standards and WABO standards as applicable for Washington State projects. MATERIALS: Structural steel materials shall conform to materials and requirements listed in AISC 360 section A3 including, but not limited to: Wide Flange (W), Tee (WT) Shapes ASTM A992 Fy = 50 ksi Channel (C) & Angle (L) Shapes ASTM A36, Fy = 36 ksi Structural Plate (PL) ASTM A36, Fy = 36 ksi Hollow Structural Section - Square/Rect (HSS) ASTM A500, Grade B Fy = 46 ksi High Strength, Heavy Hex Structural Bolts ASTM A325/F1852, Type 1 or 3, Plain Heavy Hex Nuts ASTM A563, Grade and Finish per RCSC Table 2.1 Washers (Hardened Flat or Beveled) ASTM F436, Grade and Finish per RCSC Table 2.1 Anchor Rods (Anchor Bolts, typical) ASTM F1554, Gr. 36 Welded Headed (shear) Stud Anchors ASTM A108 - Nelson/TRW S3L Welded Headed Stud (WHS) Anchors ASTM A108 - Nelson/TRW H4L Dowel Bar Anchors (DBA) ASTM A496 - Nelson/TRW D2L, Fy = 70 ksi STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS: 1) ASTM A325 -N bolts - "threads NOT excluded in the shear plane". 2) High-strength bolted joints have been designed as "BEARING" connections. 3) Provide ASTM Bolt Grade and Type as specified in the Materials section above. 4) Provide Washers over outer ply of slotted holes and oversize holes per RCSC Table 6.1. 5) Provide Nut and Washer grades, types and finishes conforming to RCSC specification Table 2.1. 6) Provide fastener assemblies from a single supplier. 7) Joint Types shall be: a. ST - "Snug Tight", for typical beam end "shear" connections, unless noted otherwise. b. SC - "Slip Critical", where specifically indicated. Provide with Class A Faying surface. 8) Install bolts in joints in accordance with the RCSC Specification Section 8 and Table 4.1. 9) Inspection is per RCSC Section 9. ANCHORAGE to CONCRETE: 1) SHEAR STUDS on STEEL BEAMS for COMPOSITE CONSTRUCTION: Headed Shear Studs welded to tops of Wide Flange Beams, shall be 3/4" diameter WHS with nominal stud lengths as indicated. Unless noted otherwise, provide minimum shear stud height equal to the (metal deck depth + 1 %2") and a maximum shear stud height that allows for 1/2" of concrete cover over the stud. 2) EMBEDDED STEEL PLATES for Anchorage to Concrete: Plates (PL) embedded in concrete with studs (WHS) or dowel bar anchors (DBA) shall be of the sizes and lengths as indicated on the plans with minimum 1/2" dia. WHS x 6" long but provide not less than 3/4" interior cover or 1 '/" exterior cover to the opposite face of concrete, unless noted otherwise. 3) COLUMN ANCHOR RODS and BASE PLATES: All columns (vertical member assemblies weighing over 300 pounds) shall be provided with a minimum of four 3/4" diameter anchor rods. Column base plates shall be at least 3/4" thick, unless noted otherwise. Cast -in-place anchor rods shall be provided unless otherwise approved by the Engineer. Unless noted otherwise, embedment of cast -in-place anchor rods shall be 12 times the an- chor diameter (12D). FABRICATION: 1) Conform to AISC 360 Section M2 "Fabrication" and AISC 303 Section 6 "Shop Fabrication". 2) Quality Control (QC) shall conform to: a. AISC 360 Chapter N "Quality Control and Quality Assurance" and b. AISC 303 Section 8 "Quality Control". c. Fabricator and Erector shall establish and maintain written Quality Control (QC) procedures per AISC 360 section N3. d. Fabricator shall perform self -inspections per AISC 360 section N5 to ensure that their work is performed in accordance with Code of Standard Practice, the AISC Specification, Contract Documents and the Applicable Building Code. e. QC inspections may be coordinated with Quality Assurance inspections per Section N5.3 where fabri- cators QA procedures provide the necessary basis for material control, inspection, and control of the workmanship expected by the Special Inspector. REVIEWED FOR CODE COMPLIANCE , mrtrzse i.6gra ri a JAN 17 2018 City of Tukwila BUILDING DIVISION Vt! tLr'+1\17 Ls ,, JAN 1 2 2013 R/ REID MIDDLETON, INC. ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East SUITE ioo Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license consultant logo DCI C WGIWaeRso 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455-4448 www.dci-engineers.com CIVIL /STRUCTURAL © Copyright 10/2017 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, In whole or in part, without written pem,ission from D'Amato Conversano Inc. D'Amato Conversano Inc. disdains any responsibility for its unauthorized ase. project name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 98188 key plan submittals/revisions BUILDING PERMIT SET 10.31.17 FOUNDATION ONLY PER IT 12.06.17 STRUCTURAL RESUBMITTAL 12.18.17 STRUCTURAL RESUBMITTAL 01.10.18 drawing title GENERAL NOTES drawing information DATE 12.06.17 SCALE DRAWN BSD JOB # 17041-0175 copyright © 2016 Urbal Architecture, PLLC Urbal Architecture, PLLC reserves common law copyright and other property rights in this document. All drawn and written information incorporated herein, is an instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. sheet number S0.02 WELDING: 1) Welding shall conform to AWS D1.1 with Prequalified Welding Processes except as modified by AISC 360 sec- tion J2 and AiSC 341 as applicable. Welders shall be qualified in accordance with AWS D1.1 WABO, require- ments. 2) Use 70ksi strength, low -hydrogen type electrodes (E7018) or E71T as appropriate for the process selected. 3) Welding of high strength anchor rods is prohibited unless approved by Engineer. 4) Welding of headed stud anchors shall be in accordance with AWS D1.1 Chapter 7 "Stud Welding". ERECTION: 1) Conform to AISC 360 Section M4 "Erection" and AISC 303 Section 7 "Erection". 2) Conform to AISC 360 Chapter N "Quality Control and Quality Assurance" and AISC 303 Section 8. a. The Erector shall maintain detailed erection quality control procedures that ensure that the work is per- formed in accordance with these requirements and the Contract Documents. 3) Steel work shall be carried up true and plumb within the limits defined in AISC 303 Section 7.13. 4) High strength bolting shall comply with the RCSC requirements including RCSC Section 7.2 "Required Testing", as applicable and AISC 360 Chapter J, Section M2.5 and Section N5.6. 5) Welding of HEADED STUD ANCHORS shall be in accordance with AWS D1.1 Chapter 7 "Stud Welding. 6) Provide Headed (Shear) Stud Anchors welded through the metal deck to tops of beams denoted in plans. 7) The contractor shall provide temporary bracing and safety protection required by AISC 360 Section M4.2 and AISC 303 Section 7.10 and 7.11. PROTECTIVE COATING REQUIREMENTS: 1) SHOP PAINTING: Conform to AISC 360 Section M3 and AISC 303 Section 6.5 unless otherwise specified by the project Architect. 2) INTERIOR STEEL: a. Unless noted otherwise, do not paint any of the steel surfaces meeting the following conditions: • Concealed by the interior building finishes, • Fireproofed, • Embedded in concrete, • Specially prepared as a "raying surface" for Type -SC "slip -critical" connections including bolted connec- tions that form a part of the Seismic Force Resisting System governed by AISC 341 unless the coating conforms to requirements of the RCSC Bolt Specification and is approved by the Engineer. • Welded; if area requires painting, do not paint until after weld inspections and non-destructive testing requirement, if any, are satisfied. b. Interior steel, exposed to view, shall be painted with one coat of shop primer unless otherwise indicated in the project specifications. Field touch-ups to match the finish coat or as otherwise indicated per project spec- ifications. 3) EXTERIOR STEEL: Exposed exterior steel shall be protected by either: a. Paint with an exterior multi -coat system as per the project specifications. Field touch-up painting shall beper the project Arcchitect. b. Galvanizing: Unless protected with a paint system, exposed steel (outside the building envelope) shall be hot -dipped galvanized, where noted on the plans or otherwise indicated by the finishes specified by the Archi- tect. Apply field touch-ups per project specifications. 4) Steel need not be primed or painted unless noted otherwise on the drawings or in the project specifications. Con- form to AISC 360 Section M3 and AISC 303 Section 6.5 unless a multi -coat system is required per the project specifications. COLD -FORMED STEEL FRAMING REFERENCE STANDARDS: Conform to: (1) AISI S100-12 "North American Specification for the Design of Cold -Formed Steel Structural Members" (2) AISI S200-12 "North American Standard for Cold Formed Steel Framing - General Provisions" (3) AISI S210-07 "North American Standard for Cold Formed Steel Framing - Floor and Roof System Design" (4) AISI S211/07/S1-12 "North American Standard for Cold Formed Steel Framing - Wall Stud Design" (5) AISI S212 -07/S1-12 "North American Standard for Cold Formed Steel Framing - Header Design" (6) AISI S213 -07/S1-09 "North American Standard for Cold Formed Steel Framing - Lateral Design" (7) AISI S214-12 "North American Standard for Cold Formed Steel Framing - Truss Design" (8) AISI S220-11 "North American Standard for Cold Formed Steel Framing - Nonstructural Members" (9) AWWC "Wall and Ceiling Standards" Sec. 9.8 "Exterior Steel Studs Wall Systems." (10)AWS D1.3 "Structural Welding Code - Sheet Steel." MATERIALS: Structural Sections Sheet Metal Screws Fasteners to Steel Fasteners to Concrete Weld Material 54, 68 and 97 -mil; ASTM A653, SS Grade 50 or ASTM A1003 Grade 50, Min Fy=50 KSI 33 and 43 -mil; ASTM A653, SS Grade 33, or ASTM A1003 Grade 33, Min Fy=33 KSI Grabber or Buildex Self -Drilling, #10 screws unless noted otherwise on drawings; ASTM C1513 or SER approved alternate Hilti X -U Power Actuated Fasteners - ICC ESR -2269 Hilti X -U Power Actuated Fasteners with %" embedment- ICC ESR -2269 E60XX electrodes conforming to AWS D1.3 Studs and Track shall be galvanized in accordance with ASTM A653, G60, unless in contact with pressure treated wood. If in contact with pressure treated wood, use G90 or greater coatings. Fastenings not shown on the drawings shall be as recommended by the manufacturer. SIZE AND PROFILE: Cold -formed steel framing members shall be as specified in the Steel Stud Manufacturer's Associ- ation ICC Evaluation Report ESR -3064P and of the size and profile as shown on the drawings. Alternate members equiv- alent in shape, size, and strength by manufacturers not members of the Steel Stud Manufacturer's Association shall be subject to review and approval by the Architect / Engineer. CONNECTORS and FASTENERS: Connectors shall be installed per the manufacturer's instructions. All screws shall be snug with the steel surface and shall penetrate into steel studs by a minimum of three exposed threads. Connections shall not be stripped. Screws shall be installed a minimum of 3/8" from steel edges and with no less than 3/4" o.c. spac- ing. When fastening to steel, Powder Actuated Fasteners shall be installed a minimum of 1/2" from steel edges and with no less than 1" o.c. spacing. When fastening to concrete, Powder Actuated Fasteners shall be installed a minimum of 3" from concrete edges and with no less than 4" o.c. spacing. Powder Actuated Fasteners shall not be used for hanging applications. FULL -HEIGHT NON -LOAD-BEARING STUD WALLS: Full height stud walls shall be attached to concrete slabs above with deflection track to allow for differential vertical floor deflections under live loads. Maintain 3/4" gap between top of studs and slab unless noted otherwise on plan. MEMBER CONDITION: All structural cold -formed framing members must be in good condition. Damaged members, members with cracking in the steel at the bend radius locations, and members with significant red rusting or scaling of the protective coating are unacceptable and must be replaced, unless approved by the SER. Members not meeting tol- erances listed below shall be replaced prior to loading. ERECTION and TOLERANCES: Cold -formed steel framing shall be erected true and plumb per the requirements and within the specified tolerances listed below. For purposes of this section, camber is defined as the deviation from straightness of a member or any portion of a member with respect to its major axis, and sweep is defined as the devia- tion from straightness of a member or any portion of a member with respect to its minor axis. • For joists, track, and axial load bearing studs, out of plumbness and out of straightness (camber and sweep) shall not exceed 1/1000th of the member length (1/8" over 10'-0"). • Erect framing in accordance with manufacturer's instructions. • Studs shall seat into top and bottom tracks. The gap between the end of the stud and the web of the track shall not exceed 1/16" for axial load bearing studs. • Joists and end stiffeners shall be located directly over studs. The use of a wall top track as a load distribution member is not permitted. FIELD CUTS AND NOTCHES: Field cuts and notches of any kind (including widening pre -punched holes) are NOT al- lowed in any structural cold -formed steel member without prior approval from SER. PERMANENT WALL BRACING AND BRIDGING: Double flat strap or channel bridging as specified on the structural drawings shall be installed at 4'-0" oc maximum unless noted otherwise on the plan notes or bridging details and con- nected prior to loading studs. Bridging anchorage design to be based on "All Steel Design" (mechanically braced) or "Sheathing Braced Design" per AISI S211. TEMPORARY BRACING: Reference "Temporary Shoring, Bracing" in the "General Requirements" section above. STEEL STAIRS REFERENCE STANDARDS: Conform to: 1) IBC Chapter 10 - "Means of Egress", IBC Table 1607.1 2) NAAMM - "Metals Stairs Manual" 3) ANSI/AISC 360-10 - "Specification for Structural Steel Buildings" 4) AISI S100-12 - "North American Specification for the Design of Cold -Formed Steel Structural Members" 5) AWS D1.1:2010 - "Structural Welding Code -Steel" 6) AWS D1.3:2008 - "Structural Welding Code - Sheet Steel" SUBMITTALS: Steel stairs are to be prepared by a SSE. Reference DEFINITIONS and DEFERRED SUBMITTALS above. Submit structural calculations and shop drawings (component design drawings) stamped by a professional Struc- tural Engineer registered in the state of Washington. MATERIALS: Structural WF Shapes ASTM A992 Steel Channels, Angles, Plates & Bar ASTM A36 Sheet Steel (Galvanized) ASTM A446 Steel Pipe Rail ASTM A53, Grade B Steel Tubing ASTM A500, Grade B Steel Rod ASTM A36 or A307 Steel Deck 1-1/2" Composite Floor Deck Bolts ASTM A325N A307, Welds, Structural Steel AWS D1.1 Welds, Sheet Steel AWS D1.3 Welded Headed Studs (WHS) ASTM A108, AWS D1.1 Headed Concrete Anchors (HCA) ASTM A108, AWS D1.1 STRUCTURAL REQUIREMENTS: (1) Scope: Include treads, risers, stringers, landings, railings and all connections including connections to the primary structure unless noted otherwise. All inserts required for attachment to the primary structure shall be designed and provided by the stair supplier. (2) Loads: Stair treads shall be designed for 100 PSF live load or a 300 lb. concentrated load placed to produce maxi- mum stress, whichever controls. Stringers and landings shall be designed for 100 PSF live load. Live load deflec- tion shall not exceed 1/360 of the span. The stair assembly and attachment to the main structure shall be de- signed for lateral loads per IBC Chapter 16. (3) Railings: The completed handrail, guardrail, and supporting structure and their connections shall be designed to resist loads as specified in IBC Section 1607.8. ARCHITECTURAL REQUIREMENTS: Conform to shape and configuration shown on the architectural drawings. Consult the project specifications for additional information. All steel shall be painted per project specifications with one coat of standard shop primer unless noted otherwise on the drawings or in the specifications. CONCRETE FILL: Conform to notes, this sheet for CAST -IN-PLACE CONCRETE and CONCRETE REINFORCMENT. Provide minimum 3000 psi concrete and WWF 6x6-W1.4xW1.4 or Fibermesh unless noted on the drawings. WOOD FRAMING REFERENCE STANDARDS: Conform to: (1) IBC Chapter 23 'WOOD" (2) NDS - "2015 National Design Specification (NDS) for Wood Construction" (3) ANSI/AF&PA - SDPWA-15: Special Design Provisions for Wind and Seismic (4) APA D510C-12 Plywood Design Specification (5) ANSI/TPI 1-2014 "National Design Standard for Metal -Plate -Connected Wood Truss Construction" (6) BCSI "Guide to Good Practice for Handling, Installing & Bracing of Metal Plated Connected Wood Trusses" (7) TPI DSB "Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses" (8) APA Report TT -045B "Minimum Nail Penetration for Wood Structural Panel Connections Subject to Lateral Loads" SUBMITTALS: Submit shop drawings to the Architect/Engineer for review. Shop drawings shall include member size, spacing, camber, material type, grade, shop and field assembly details and connections, types and location of bolts and other fasteners. Supply shop drawings for the following: (1) Glued laminated members (2) PSL members (3) LVL members (4) LSL members (5) Tapered & Parallel Wood I Joists (Solid web -wood joists) (6) Panelized wood walls & connection details (7) Wood Tie -Down Systems DEFERRED SUBMITTALS: Submit product data and proof of ICC approval for framing members and fasteners that have been designed by others. Submit calculations prepared by the SSE in the state of [Washington] for all members and con- nections designed by others along with shop drawings. All necessary bridging, blocking, blocking panels and web stiffen- ers shall be detailed and furnished by the supplier. Temporary and permanent bridging shall be installed in conformance with the manufacturer's specifications. Deflection limits shall be as noted under DEFFERRED SUBMITTLALS section specific details. Products included are: • Metal plate connected trusses (prefabricated trusses) Conform to IBC Section 2303.4. [HUD Truss Con- nector Bulletin for Metal Plate Connected Wood Trusses is required.] Truss Supplier to provide design and materials for alt permanent truss bracing. Shop drawings shall provide for shapes, bearing points, intersections, hips, and valleys shown on the drawings. The manufacturer shall provide special hip, val- ley and intersection areas (step down trusses, jack trusses and girder trusses) unless specifically indicat- ed on the plans. Provide all truss -to -truss and truss -to -support connection details and required connec- tion materials. Specify temporary and permanent bracing and connections on the shop drawings. Pro- vide all truss reactions on shop drawings. • Solid web wood joists (I -joists) • Wood Tie Down Systems: Continuous rod hold-down systems, with take-up devices, shall be as speci- fied. Take-up devices are required at each framing level. Additional framing members shall be provided per the system requirements. Refer to details and loading on the structural drawings. IDENTIFICATION: All sawn lumber and pre -manufactured wood products shall be identified by the grade mark or a cer- tificate of inspection issued by the certifying agency. MATERIALS: • Sawn Lumber: Conform to grading rules of WWPA, WCLIB or NLGA and Table below. Finger jointed studs ac- ceptable at interior walls only. TABLE of SOLID SAWN LUMBER Member Use Size Species Grade Wall Stud 2x4, 3x4, 2x6, 3x6 Doug Fir Larch No. 2 Sill Plate 2x4, 3x4, 2x6, 3x6 PT Doug Fir Larch No. 2 Post 4x4, 4x6, 4x8 Doug Fir Larch No. 2 Floor or Roof Joist 2x6 through 2x12 Doug Fir Larch No. 2 Post or Timber 6x6, 6x8 Doug -Fir Larch No. 1 • Glued Laminated Timber: Conform to AITC 117-2010 "Standard Specifications for Structural Glue -Laminated Tim- ber of Softwood Species, Manufacturing and Design" and ANSI/AITC A190.1 "Structural Glued Laminated Timber." Camber all glued laminated beams, except cantilevered and continuous beams, to 3000' radius, unless shown oth- erwise on the plans. Fabricate cantilevered and continuous beams flat, unless shown otherwise on plans. • Wood Structural Sheathing (Plywood): Wood APA -rated structural sheathing includes: all veneer plywood, oriented strand board, waferboard, particleboard, T1-11 siding, and composites of veneer and wood based material with T&G joint. Architect may disallow OSB. Confirm with Architect. Conform to "Construction and Industrial Ply- wood" based on Product Standard PS 1-09 by the U.S. Dept. of Commerce, and "Performance Standard for Wood - Based Structural -Use Panels" based on Product Standard PS 2-10 by the U.S. Dept. of Commerce and "Plywood Design Specification" based on APA D510C-12 by the American Plywood Association. Unless noted otherwise, sheathing shall comply with the following table: TABLE of SHEATHING - Use, Minimum Thickness and Minimum APA Rating Location Thickness Span Rating Plywood Grade Exposure Floor 23/32" T&G 24 OC STURD-I-FLOOR 1 Walls 15/32" 32/16 C -D 1 Roof 19/32" 40/20 C -D 1 Unless noted otherwise on drawings, install roof and floor panels with long dimension across supports and with panel continuous over two or more spans. End joints shall occur over supports. • Timber Connectors: Shall be "Strong Tie" by Simpson Company as specified in their latest catalog. Altemate con- nectors by other manufacturers may be substituted provided they have current ICC approval for equivalent or greater load capacities and are reviewed and approved by the SER prior to ordering. Connectors shall be installed per the manufacturer's instructions. Where connector straps connect two members, place one-half of the nails or bolts in each member. Where straps are used as hold-downs, nail straps to wood framing just prior to drywall appli- cation, as late as possible in the framing process to allow the wood to shrink and the building to settle. Premature nailing of the strap may lead to strap buckling and potential finish damage. Where connectors are in exposed exterior applications in contact with preservative treated wood (PT) other than CCA, connectors shall be either batch hot -dipped galvanized (HDG), mechanically galvanized (ASTM B695, Class 55 minimum) stainless steel, or provided with 1.85 oz/sf of zinc galvanizing equal to or better than Simpson ZMAX finish. Nail straps to wood framing as late as possible in the framing process to allow the wood to shrink and the building to settle. Premature nailing of the strap may lead to strap buckling and potential finish damage. • Fasteners (nails, bolts, screws, etc) attaching timber connectors (joist hangers, post caps and bases, etc) to PT wood shall have similar corrosion resistance properties (matching protective treatments) as the protected connect- or. Fasteners (nails, bolts, screws, etc) attaching sawn timber members or sheathing (shear walls) to PT wood shall be corrosion resistant; nails and lag bolts shall be either HDG (ASTM A153) or stainless steel. Verify the suit- ability of the fastener protection/coating with the wood treatment chemical manufacturer/supplier. Provide washers under the heads and nuts of all bolts and lag screws bearing on wood. • Lag Bolts/Bolts: Conform to ASTM A307 and IBC Section 2304.10. • Nails and Staples: Conform to ASTM F1667 and IBC Sections 2303.6 and 2304.10. • Engineered Wood Products (TrusJoist): The following materials are based on lumber manufactured by TrusJoist and were used for the design as shown on the plans. Alternate products by other manufacturers may be substitut- ed provided they have current ICC approval for equivalent or greater load and stiffness properties and are re- viewed and approved by the Structural Engineer prior to ordering. a. Laminated Veneer Lumber (LVL): Conform to ICC ES Report No. ESR -1387 or CCMC Report No. 08675-R. b. Parallel Strand Lumber (PSL): Conform to ICC ES Report No. ESR -1387 or CCMC Report No. 11161-R. c. Laminated Strand Lumber (LSL): Conform to ICC ES Report No. ESR -1387 or CCMC Report No. 12627-R. TABLE of ENGINEERED WOOD Requirements Type Use Widths E(1o6) Fb Fv Fd/ PSI PSI PSI PSI LSL Rimboard Rimboard or Stair Stringer 1 '/2' 1.3E 1,700 425 1,835 Timberstrand LSL Header, Beam or Col- umn < 9" depth 3'/2" 1.3E 1,700 424 1,835 Timberstrand LSL Rimboard, Header or Beam >_ 9" depth 1 3/4", 3'A" 1.55E 2,325 310 2,170 Timberstrand LSL Wall Stud 2x4 & 2x6 1 'A" 1.3E 1,700 425 1,835 Wall Stud >2x6 1 h/" 1.5E 2,525 505 2,105 Parallam PSL Header, Beam 3'A", 5'/0", 7" 2.0E 2,900 290 2,900 NAILING REQUIREMENTS: Conform to IBC Section 2304.10 "Connections and fasteners." Unless noted on plans, nail per Table 2304.10.1. Nailing for roof/floor diaphragms/shear walls shall be per drawings. Nails shall be driven flush and shall not fracture the surface of sheathing. Alternate nails may be used but are subject to review and approval by the Structural Engineer. Substitution of staples for the nailing of rated sheathing is subject to review by the structural engi- neer prior to construction. STANDARD LIGHT -FRAME CONSTRUCTION: Unless noted on the plans, construction shall conform to IBC Section 2308 "Conventional Light -Frame Construction." NAILERS ON STEEL COLUMNS and BEAMS: Wood 3x nailers are generally required on all HSS columns and steel beams abutting or embedded within wood framing. Unless noted otherwise, attach with 5/8" diameter bolts or welded studs at 16" on centers. Wood nailers on beams supporting joist hangers shall not overhang the beam flange by more than W. WOOD SHRINKAGE AND EXPANSION: Wood materials will expand or contract based on relative changes in moisture. The contractor is responsible for means and methods of construction related to mitigating and managing the effects of changes in moisture. Structural design has taken into account the effects of shrinkage. MOISTURE CONTENT: Wood material used for this project shall have maximum moisture content of 19% except for the pressure -treated wood sill plate. Refer to TESTING & INSPECTIONS for the verification of these limits. The maximum moisture content required may be less than 19% when based on a particular cladding/insulation system. Refer to the Architect's drawings, and project specifications, or with cladding installer for maximum recommended moisture content. SHRINKAGE COMPENSATION FOR MECHANICAL, ELECTRICAL, AND PLUMBING SYSTEMS: MEP systems, in- cluding ductwork, pipes, and other elements that run continuously between levels shall be installed/designed in such a manner to accommodate shrinkage in the wood framing. Wood shrinkage amounts will vary depending on the construc- tion process and materials used. The anticipated shrinkage under typical conditions is expected to range between 1/8" and 1/4" per floor. CLADDING COMPATiBILTY: The Architect/Owner shall review the cladding and insulation systems proposed for the project with respect to their performance over wood studs with moisture contents greater than 19%. EIFS systems should be avoided on wood -framed projects due to problems with moisture proofing. PRESERVATIVE TREATMENT (PT): Wood materials that are required to be "treated wood" in accordance with IBC Sec- tion 2304.12. "Protection Against Decay and Termite Protection" shall conform to the appropriate standards of the Ameri- can Wood -Preservers Association (AWPA) for sawn lumber, glued laminated timber, round poles, wood piles and marine piles. Follow American Lumber Standards Committee (ALSC) quality assurance procedures. Products shall bear the ap- propriate mark. Fasteners or anchors in treated wood shall be of stainless steel or hot -dipped galvanized or as per IBC 2304.10.5. Mud silt plates in normally dry interior applications may be treated with Sodium Borate (DOT - Disodium Octaborate Tet- rahydrate) as recent studies have noted less connector corrosion potential than other available wood treatments or the original CCA treated sill plates. Wood treated with Sodium Borate shall be protected during shipment, storage and instal- lation to minimize leaching of the water-soluble preservative from the lumber. Sodium borate pressure treated plates do not require hot -dipped galvanized connectors. If using sill plates other than CCA or sodium borate, fasteners must be hot dipped galvanized or stainless steel. Fasten- ers (nails, bolts, screws, washers & lag screws) attaching timber connectors (joist hangers, post caps and bases, etc) to PT wood shall have similar corrosion resistance properties (matching protective treatments) as the protected connector; that is, use hot dipped galvanized or stainless steel fasteners. Fasteners (nails, bolts, screws, washers & lag screws) attaching sawn timber members or sheathing (shear walls) to Pressure Treated wood shall be corrosion resistant (hot dipped galvanized or stainless steel). Always verify the suitability of the fastener protection/coating with the wood treatment chemical manufacturer/supplier. Fire Retardant Treated (FRT) Wood: Wood material that is required to be Fire Retardant Treated Wood to conform to IBC section 2303.3 - "Fire Retardant Treated Wood." Submit ICC report to EOR for review and approval prior to con- struction. FOR PERMIT - FOUNDATION These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers. REVIEWED F CODE COMPLIANORCE APPROVED /. JAN 17 2018 City of Tukwila BB_DIN.G DIVISION UR L ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license consultant logo DCI C nGOW(EC WS® 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455-4448 www.dci-engineers.com CIVIL / STRUCTURAL © Copyright 10/2017 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Convemano Inc. disclaims any responsibiity for its unauthorized use. project name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 98188 key plan submittals/revisions BUILDING PERMIT SET 10.31.17 FOUNDATION ONLY PERMIT /F1\ 12.06.17 STRUCTURAL RESUBMITTAL S1 12.18.17 STRUCTURAL RESUBMITTAL S2 01.10.18 drawing title GENERAL NOTES drawing information DATE 12.06.17 SCALE DRAWN BSD JOB # 17041-0175 copyright ® 2016 Urbal Architecture, PLLC Urbal Architecture, PLLC reserves common law copyright and other property rights in this document. All drawn and written information incorporated herein, is an instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. sheet number S0.03 SPECIAL INSPECTIONS The following Statement and Schedules of Inspections are those Special Inspections and Tests that shall be per- formed for this project. Special Inspectors shall reference these plans and IBC Chapter 17 for all special inspec- tion requirements. The owner shall retain a WABO accredited Special Inspections agency to provide special inspections for this project. Special Inspectors shall be qualified persons per IBC1704.2.1. Special inspection reports shall be provided on a weekly basis. Submit copies of all inspection reports to the Architect/Engineer and the Authority Having Jurisdiction for review. In addition to special inspection reports and tests, submit reports and certificates noted in IBC 1704.5 to the Authority Having Jurisdiction. Final special inspection reports will be required by each special inspection firm per iBC 1704.2.4. STATEMENT OF SPECIAL INSPECTIONS: This statement of Special Inspections has been written with the understanding that the Building Official will: - Review and approve the qualifications of the Special Inspectors Monitor the special inspection activity on the project site to assure that Special Inspectors are qualified and performing their duty as state within this statement. Review all Special Inspection Reports submitted to them by the Special Inspector Perform inspections as required by IBC Section 110.3. The following Special inspections are applicable to this project: - Special Inspections for Standard Buildings (per IBC 1705.1) REQUIRED - Special Inspections for Seismic Resistance (per iBC 1705.12) REQUIRED - Testing for Seismic Resistance (per IBC 1705.1) NOT REQUIRED Special Inspections for Wind Resistance (per IBC 1705.11) NOT REQUIRED SPECIAL INSPECTION OF SHOP FABRICATED GRAVITY LOAD-BEARING MEMBERS AND ASSEMBLIES: Special Inspection of shop fabricated Gravity Load Bearing Members & Assemblies shall be verified by the Special Inspector as stated in Section 1704.2.5. STRUCTURAL STEEL per IBC 1705.2.1. A qualified Special Inspector of an "approved agency" providing Quality Assurance (QA) Special Inspections for the project shall review and confirm the Fabricator and Erector's Quality Control (QC) procedures for completeness and adequacy relative to AISC 360-10 Chapter N, AISC 303-10 Code of Standard Practice, AWS D1.1-2010 Structural Welding Code, and 2015 IBC code requirements for the fabricator's scope of work. o QA Agency providing Special Inspections shall provide personnel meeting the minimum qualification re- quirements for Inspection and Nondestructive Testing NDT per AISC 360-10 Section N4. o Verify Fabricator and Erector QC Program per AISC 360-10 Section N2. o Inspection of welds and bolts by both QC and QA personnel shall be per the Schedule of Special Inspec- tions below. All provisions of AWS D1.1-2010 Structural Welding Code for statically loaded structures shall apply. o Nondestructive Testing (NDT) of welds: • Non -Destructive Testing (NDT) of welded joints per AISC 360-10 N5.5 ■ Risk Category for determination of extent of NDT per AISC 360 N5.5b is noted in the Design Criteria and Loads section of these General Requirements. • NDT performed shall be documented and reports shall identify the tested weld by piece mark and location of the piece. • For field work, the NDT report shall identify the tested weld by location in the structure, piece mark and location of the piece. o Additional Inspection tasks per AISC 360-10 Section N5.7. o Inspection for Composite Construction shall be done per AISC 360-10 Section N6. POST -INSTALLED ANCHORS TO CONCRETE AND MASONRY: shall comply with IBC Section 1703. Inspections shall be in accordance with the requirements set forth in the approved ICC Evaluation Report and as indicated by the design requirements specified on the drawings. Refer to the POST INSTALLED ANCHORS section of these notes for anchors that are the basis of the design. Special inspector shall verify anchors are as specified in the POST IN- STALLED ANCHORS section of these notes or as otherwise specified on the drawings. Substitutions require approv- al by the SER and require substantiating calculations and current 2015 IBC recognized ICC Evaluation Services (ES) Report. Special Inspector shall document in their Special Inspection Report compliance with each of the elements required within the applicable ICC Evaluation Services (ES) Report. PREFABRICATED CONSTRUCTION: All prefabricated construction shall conform to IBC Section 1703. GROUND IMPROVEMENT SYSTEMS- Special Inspection shall be provided per IBC 1705.1 as required by the building official. SCHEDULES OF SPECIAL INSPECTIONS: TABLE 1705.6 REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS TYPE CONTINUOUS SPECIAL 1NSPEC- TION PERIODIC SPECIAL IN - SPECTION 1. Verify materials below shallow foundations are adequate to achiovo tho dooign boaring capacity - X 2. Verify excavations are extended to proper depth and have reach proper material - X 3. Perform classification and testing of com- pacted fill materials - X 4. Verify use of proper materials, densities and list thickness during placement and compac- tion of compacted fill X - 5. Prior to placement of compacted fill, inspect subgrade and verify that site has been pre- pared properly - X TABLE 1705.3 REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION TYPE CONTINUOUS SPECIAL iN- SPECTION PERIODIC SPE- CIAL INSPEC- TION REFERENCED STANDARD IBC REFER - ENCE 1. Inspection, reinforcement, including pre stressing tendons,and verify - X ACI 318 Ch. 20, 25.2, 1908.4 placement. AISC 360-10 TABLE N5.4-1 2. Manufacturing certifications for welding consumables available 25.3, 26.5.1-26.6.3 p 2. Reinforcing bar welding: 3. Material identification (type/grade) O O AISC 360-10 TABLE N5.4-1 a. Verify weldability of reinforcing - X AISC 360-10 TABLE N5.4-1 5. Fit -up of groove welds (including joint geom- etry) • Joint preparation • Dimensions (alignment, root opening, root face, bevel) • Cleanliness (condition of steel surfac- es) • Tacking (tack welding quality and location) • Backing type and fit (if applicable) bars other than ASTM A706 O AISC 360-10 TABLE N5.4-1 6. Configuration and finish of access holes O b. Inspect single pass fillet weld AISC 360-10 TABLE N5.4-1 7. Fit -up fillet welds • Dimensions (alignment, gaps at root) • Cleanliness (condition of steel surfac- es) • Tacking (tack weld quality and loca- tion) AWS D1.4 - maximum 5116", and c. Inspect all other welds X X - ACI 318: 26.6.4 AISC 360-10 TABLE N5.4-1 3. Inspect anchors cast in concrete - X ACI 318: 17.8.2 - 4. Inspect anchors post -installed in 0 AISC 360-10 TABLE N5.4-2 2. Control and handling of welding consuma- bles •Packaging • Exposure control 0 hardened concrete members: AISC 360-10 TABLE N5.4-2 3. No welding over cracked tack welds 0 0 a. Adhesive anchors installed in 4. Environmental conditions •Wind speed within limits •Precipitation and temperature 0 0 AISC 360-10 TABLE N5.4-2 horizontally or upwardly in- X - AISC 360-10 TABLE N5.4-2 6. Welding techniques •Interpass and final cleaning •Each pass within profile limitations •Each pass meets quality requirements dined orientations to resist 0 AISC 360-10 TABLE N5.4-2 ACI 318: 17.8.2.4 - sustained tension loads 1. Welds cleaned 0 0 b. Mechanical anchors and adhe- 2. Size, length, and locations of welds p p AISC 360-10 TABLE N5.4-3 sive anchors not defined in 4.a - X ACI 318: 17.8.2 4. Arc strikes 5. Verify use of required design mix- p X ACI 318: Ch. 19, 1904.1, 1904.2, 1908.2, p AISC 360-10 TABLE N5.4-3 6. Backing removed and weld tabs removed (if required) 26.4.3, 26.4.4 1908.3 6. Prior to concrete placement, fabri- 7. Repair activities p P AISC 360-10 TABLE N5.4-3 cate specimens, for strength tests, p P ASTM C172 INSPECTION TASKS PRIOR TO BOLTING perform slump and air content tests, X - ASTM C31 1908.10 and determine the temperature of AISC 360-10 TABLE N5.6-1 2. Fasteners marked in accordance with ASTM requirements ACI 318: 26.12 0 the concrete 3. Proper fasteners selected for the joint detail (grade, type, bolt length if threads are to be excluded from shear plane) Q 0 AISC 360-10 TABLE N5.6-1 8. Verify maintenance of specified 0 0 ACI 318 :26.5.3 - 5. Connecting elements, including the appropri- atefaying surface condition and hole prepa- ration, if specified, meet applicable require- ments curing temperature and techniques - X 26.5.5 1908.9 10. Verify in-situ concrete AISC 360-10 TABLE N5.6-1 7. Proper storage provided for bolts, nuts, washers and other fasteners components O 0 strength, prior to stressing of ten- dons in post -tensioned concrete - X ACI 318: 26.10.2 - prior to removal of sores and forms 0 0 AISC 360-10 TABLE N5.6 2 2. Joint brought to the snug -tight condition prior to the pre -tensioning operation from beams and structural slabs 0 AISC 360-10 TABLE N5.6-2 3. Fastener component not tumed by the wrench prevented from rotating 0 11. Inspect formwork for shape, AISC 360-10 TABLE N5.6-2 4. Fasteners are pre -tensioned in accordance with the RCSC Specification, progressing systematically from the most rigid point toward the free edges 0 0 location and dimensions of the - X ACI 318: 26.11.1.2 (b) - concrete member being formed P P AISC 360-10 TABLE N5.6-3 INSPECTION OF STEEL ELEMENTS OF COMPOSITE CONSTRUCTION PRIOR TO CONCRETE PLACEMENT REQUIRED SPECIAL INSPECTIONS OF WOOD CONSTRUCTION TYPE CONTINUOUS SPECIAL IN- SPECTION PERIODIC SPE- CIAL INSPEC- TION REFERENCED STANDARD 3. Shear Walls (where fastener spacing of the sheathing is flinch- es or lesson center) a. Anchor Bolts including proper bottom plate sizes (2x and 3x) and plate washers b. Hold-downs (HD) and Continuous Rod Tie- Down Systems (TDS) including squash blocks and anchors to concrete c. A36 and LPT shear connectors d. Strap Connectors e. Boundary Edge Nailing f. Plate Nailing and Panel Edge Nailing for size and spacing g. Blocking - - - - - - - X X X X X X X [IBC Section 1705.11.1] [IBC Section 1705.12.2] 5. Moisture Content of wood studs, plates, beams, decking, and joists - X AISC 360-10 TABLE N5.4-1 MINIMUM REQUIREMENTS FOR INSPECTIONS OF STRUCTURAL STEEL CONSTRUCTION INSPECTION TASKS QC QA REFERENCED STANDARD INSPECTION TASKS PRIOR TO WELDING 1. Welding procedure specifications (WPSs) available P P AISC 360-10 TABLE N5.4-1 2. Manufacturing certifications for welding consumables available P p AISC 360-10 TABLE N5.4-1 3. Material identification (type/grade) O O AISC 360-10 TABLE N5.4-1 4. Welder Identification system 0 0 AISC 360-10 TABLE N5.4-1 5. Fit -up of groove welds (including joint geom- etry) • Joint preparation • Dimensions (alignment, root opening, root face, bevel) • Cleanliness (condition of steel surfac- es) • Tacking (tack welding quality and location) • Backing type and fit (if applicable) O O AISC 360-10 TABLE N5.4-1 6. Configuration and finish of access holes O 0 AISC 360-10 TABLE N5.4-1 7. Fit -up fillet welds • Dimensions (alignment, gaps at root) • Cleanliness (condition of steel surfac- es) • Tacking (tack weld quality and loca- tion) O 0 AISC 360-10 TABLE N5.4-1 8. Check welding equipment 0 - AISC 360-10 TABLE N5.4-1 INSPECTION TASKS DURING WELDING 1. Use of qualified welders 0 0 AISC 360-10 TABLE N5.4-2 2. Control and handling of welding consuma- bles •Packaging • Exposure control 0 0 AISC 360-10 TABLE N5.4-2 3. No welding over cracked tack welds 0 0 AISC 360-10 TABLE N5.4-2 4. Environmental conditions •Wind speed within limits •Precipitation and temperature 0 0 AISC 360-10 TABLE N5.4-2 5. WPS followed •Settings on welding equipment •Travel speed •Selected welding materials •Shielding gas typelflowrate •Preheat applied •Interpass temperature maintained (min/ max) •Proper position (F, V, H, OH) 0 0 AISC 360-10 TABLE N5.4-2 6. Welding techniques •Interpass and final cleaning •Each pass within profile limitations •Each pass meets quality requirements O 0 AISC 360-10 TABLE N5.4-2 INSPECTION TASKS AFTER WELD- ING 1. Welds cleaned 0 0 AISC 360-10 TABLE N5.4-3 2. Size, length, and locations of welds p p AISC 360-10 TABLE N5.4-3 3. Welds meet visual acceptance criteria •Crack prohibition •Weld/base-metal fusion •Crater cross section *Weld profiles •Weld size • Undercut •Porosity P P AISC 360-10 TABLE N5.4-3 4. Arc strikes p p AISC 360-10 TABLE N5.4-3 5. k -area p p AISC 360-10 TABLE N5.4-3 6. Backing removed and weld tabs removed (if required) P p AISC 360-10 TABLE N5.4-3 7. Repair activities p P AISC 360-10 TABLE N5.4-3 8. Document acceptance or rejection of welded joint or member p P AISC 360-10 TABLE N5.4-3 INSPECTION TASKS PRIOR TO BOLTING 1. Manufacturers certifications available for fastener materials p AISC 360-10 TABLE N5.6-1 2. Fasteners marked in accordance with ASTM requirements 0 0 AISC 360-10 TABLE N5.6-1 3. Proper fasteners selected for the joint detail (grade, type, bolt length if threads are to be excluded from shear plane) Q 0 AISC 360-10 TABLE N5.6-1 4. Proper bolting procedure selected for joint detail 0 0 AISC 360-10 TABLE N5.6-1 5. Connecting elements, including the appropri- atefaying surface condition and hole prepa- ration, if specified, meet applicable require- ments O 0 AISC 360-10 TABLE N5.6-1 6. Pre -installation verification testing by installa- tion personnel observed and documented for fastener assemblies and methods used. P 0 AISC 360-10 TABLE N5.6-1 7. Proper storage provided for bolts, nuts, washers and other fasteners components O 0 AISC 360-10 TABLE N5.6-1 INSPECTION TASKS DURING BOLT- ING 1. Fastener assemblies, of suitable condition, placed in all holes and washers (if required) are positioned as required 0 0 AISC 360-10 TABLE N5.6 2 2. Joint brought to the snug -tight condition prior to the pre -tensioning operation 0 0 AISC 360-10 TABLE N5.6-2 3. Fastener component not tumed by the wrench prevented from rotating 0 0 AISC 360-10 TABLE N5.6-2 4. Fasteners are pre -tensioned in accordance with the RCSC Specification, progressing systematically from the most rigid point toward the free edges 0 0 AISC 360-10 TABLE N5.6-2 INSPECTION TASKS AFTER BOLT- ING 1. Document acceptance or rejection of bolted connections P P AISC 360-10 TABLE N5.6-3 INSPECTION OF STEEL ELEMENTS OF COMPOSITE CONSTRUCTION PRIOR TO CONCRETE PLACEMENT 1. Placement and installation of steel deck P P AISC 360-10 TABLE N6.1 2. Placement and Installation of steel headed stud anchors p p AISC 360-10 TABLE N6.1 3. Document acceptance or rejection of steel elements p p AISC 360-10 TABLE N6.1 O -Observe these items on a random basis. Operations need not be delayed pending these inspections P -Perform these tasks for each welded joint or member, each bolted connection, or each steel element REQUIRED SPECIAL INSPECTIONS AND TESTS OF MASONRY CONSTRUCTION LEVEL A MINIMUM SPECIAL INSPECTION Prior to construction, verify certificates of compliance used in masonry construction FOR PERMIT - FOUNDATION These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers. REVIEWED FOR CODE COMPLIANCE APPROVED JAN 1'7 2018 City of Tukwila BUILDING DIVISION 1 JAN 1 2 2W8 REID MIDDLETON, INC. ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license consultant logo DO C nGIWC Case 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455-4448 www.dci-engineers.com CIVIL /STRUCTURAL © Copyright 10/2017 D'Amato Conversano Inc. Al Rights Reserved This document, and the ideas end designs may not be reused, In whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for Its unauthorized use. project name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 98188 key plan submittals/revisions BUILDING PERMIT SET 10.31.17 FOUNDATION ONLY PERMIT/F1\ 12.06.17 STRUCTURAL RESUBMITTAL 12.18.17 STRUCTURAL RESUBMITTAL S2 01.10.18 drawing title SPECIAL INSPECTIONS drawing information DATE 12.06.17 SCALE DRAWN BSD JOB # 17041-0175 copyright 02016 UrbalArchitecture, PLLC Urbal Architecture, PLLC reserves common law copyright and other property rights in this document. All drawn and written information incorporated herein, is an instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. sheet number S0.04 MPMATCHLINE ER S1.01B FOR PERMIT - FOUNDATION These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers. HSS6x6x174 W/ BP 1/2x6x1'-0" TYP AT VENEER 550S162-54 @ 16°OC STUD WALL HSS6x6x1/4 W/ BP 1/2x6x1'-0" HSS6x6x1/4 W/ BP 1/2° PE 10/S3.02 3'-0" CC1 CC1 1 CC la w o_2 w o_ 30"DPTHKND SLAB 600S200-43 @ 24"OC, TYP AT EXT, UNO CC1 '3.02 4B 10B STL STAIR SUPPLIER 9 7771' S3.01 PER 6T 3'-0" r 118 r F18 m 1 J F20 TYP AT EXT STUD CC1 1 CC1 L F20 TYP AT EXT COL 600S200-43 @ 24"00, / TYP AT EXT, UNO—/ 1 J CC1 CO 0 ii/ //// A F20 ✓ L O 30"DP THKND SLAB 1 r -- 11 1 6B j— 22"DPTHKND SLAB L 5'-0" 2'-0" 3'-0" CC1 5B 12" CONC WALL W/ #5 VERT @ 12"OC EF & #5 HORIZ @ 10"OC EF J -1 1 '-6" TYP 12" CONC WALL W/ #5 VERT @ 12"OC EF & #5 HORIZ @ 8"QC EF M 1 M J TYP AT CMU 12" CONC WALL W/ #6 VERT @ 12"OC EF & #6 HORIZ @ 12"OC EF 1 r L CC1 36"DP THKN �30"DPTHKND SLAB r 10B �I -12" CONC WALL I W/ #5 VERT @ 1 12"OC EF & #5 L I HORIZ @ 12"OC EF SLAB 1 F20 TYP AT r INT COL 1 9 16" CONC MAT SLAB ON GRADE PER PLAN NOTES T/SLAB = 28'-0" h - m co 8TB TYP TOP REINFORCING SCHEDULE MARK QUANTITY REINFORCING 195'-10" SPACING REMARKS 1T — #5 8'-0 1/4" 19'-6" 30'-0" 27'-9" 29'-9" 33'-0" 25'-1" 20'-0" CTRD OVER WALL 3T 8 #5 10'-0" — W/ 2'-0" STAGG, W/ STD HOOK AT SLAB EDGE 4T 10 #5 2'-8 3/4"J — HSS6x6x174 W/ BP 1/2x6x1'-0" TYP AT VENEER 550S162-54 @ 16°OC STUD WALL HSS6x6x1/4 W/ BP 1/2x6x1'-0" HSS6x6x1/4 W/ BP 1/2° PE 10/S3.02 3'-0" CC1 CC1 1 CC la w o_2 w o_ 30"DPTHKND SLAB 600S200-43 @ 24"OC, TYP AT EXT, UNO CC1 '3.02 4B 10B STL STAIR SUPPLIER 9 7771' S3.01 PER 6T 3'-0" r 118 r F18 m 1 J F20 TYP AT EXT STUD CC1 1 CC1 L F20 TYP AT EXT COL 600S200-43 @ 24"00, / TYP AT EXT, UNO—/ 1 J CC1 CO 0 ii/ //// A F20 ✓ L O 30"DP THKND SLAB 1 r -- 11 1 6B j— 22"DPTHKND SLAB L 5'-0" 2'-0" 3'-0" CC1 5B 12" CONC WALL W/ #5 VERT @ 12"OC EF & #5 HORIZ @ 10"OC EF J -1 1 '-6" TYP 12" CONC WALL W/ #5 VERT @ 12"OC EF & #5 HORIZ @ 8"QC EF M 1 M J TYP AT CMU 12" CONC WALL W/ #6 VERT @ 12"OC EF & #6 HORIZ @ 12"OC EF 1 r L CC1 36"DP THKN �30"DPTHKND SLAB r 10B �I -12" CONC WALL I W/ #5 VERT @ 1 12"OC EF & #5 L I HORIZ @ 12"OC EF SLAB 1 F20 TYP AT r INT COL 1 9 16" CONC MAT SLAB ON GRADE PER PLAN NOTES T/SLAB = 28'-0" h - m co 8TB TYP TOP REINFORCING SCHEDULE MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1T — #5 6'-0° 12°OC W/ STD HOOK, TYP AT SLAB EDGE 2T — #5 12'-0° — CTRD OVER WALL 3T 8 #5 10'-0" — W/ 2'-0" STAGG, W/ STD HOOK AT SLAB EDGE 4T 10 #5 10'-0° — W/ 2'-0" STAGG, W/ STD HOOK AT SLAB EDGE 5T 12 #5 10'-0" — W/ 2'-0" STAGG, W/ STD HOOK AT SLAB EDGE 6T — #8 — 1 °0 LENGTH PER PLAN 7T — #8 — 6°OC LENGTH PER PLAN 8T 14 #6 12'-0° — W/ 2'-0" STAGG, W/ STD HOOK AT SLAB EDGE 9T 16 #5 12'-0" — W/ 2'-0" STAGG, W/ STD HOOK AT SLAB EDGE 10T — #5 12'-0° 12"OC W/ 2'-0" STAGG, W/ STD HOOK AT SLAB EDGE BOTTOM REINFORCING SCHEDULE MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1B — #4 — 36'OC EW, TYP OVER ENTIRE SLAB 2B — #4 — 24°OC ADDL 3B 2 #10 — 4°OC LENGTH PER PLAN 4B — #9 — 6°OC LENGTH PER PLAN 5B - #8 — 6°OC LENGTH PER PLAN 6B — #8 — 12°OC LENGTH PER PLAN 7B — #4 14'-0" 12°OC — 8B 3 #5 12'-0° 6°OC TYP AT EA COL 9B 6 #5 40'-0° — W/ STD HOOK AT END 10B 4 #8 10'-0° 4°OC W/ STD HOOK AT SLAB EDGE L r J F20 1 8'-0' F22 w CC Qwo ULU I-- O~w z CC OCO� O Q �E cv§�u- . 11 - r CC 1 8'-0" 4'-0 L F22 60"DP THKND SLAB L J F20 OMB TOP AND BOTTOM REINFORCING SCHEDULE MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1TB 2 #5 CONT 4"OC TYP AT UNSUPPORTED SLAB EDGE 2TB — #5 — — #8B @ 12°OC EW 3TB 10 #5 — — W/ 2'-0° STAGG, W/ STD HOOK AT SLAB EDGE 4TB 6 #10 — 4"OC LENGTH PER PLAN 5TB 4 #9 32'-0° 4"00 6TB 2 #9 — 4"OC LENGTH PER PLAN 7TB 3 #8 — 12°OC TYP AT MAT SLAB PERIMETER 8TB — #8 — 16"OC TYP AT MAT SLAB 9TB — #5 — 12"OC W/ COUPLERS PER 5/S4.02 10TB — #6 15'-0° 12"OC 4/S4.02 11TB — #5 10'-0" 12"OC THICKENED SLAB SCHEDULE TYPE SIZE REINFORCING COMMENTS LENGTH WIDTH DEPTH F18 10'-0" 10'-0° 1'-6" #8B @ 12°OC EW 1 F20 12'-0" 12'-0° 1'-8" #8B @ 12°OC EW 1 F22 14'-0" 14'-0' 1'-10° #8B @ 12'OC EW 1 F24 14'-0" 14'-0° 2'-0" #8B @ 12°OC EW 1 NOTES: 1. REINFORCEMENT IS IN ADDITION TO THE TYPICAL BOTTOM MAT. CC1 ///(/////// Eq - 80"DP THKND SLAB CC1 CC1 HSS8k8x1/4 W/ BFT 1/2x8x1'-2" 7TB TYP AT PERIMETE' CC1 CO c 10B 12" CONC WALL W/ #5 VERT@12"OCEF&#5 HORIZ @ 10"QC EF CC2 9 iV) t HSS8x8x1/4 W/ BP 1/2x8x1'-2" 7TB TYP fT PERIMETER TYP AT INT COI. 600S200-43 @ 2400, TYP A EXT, UNO 8" CMU WALL W/ #5 VERT @ 32"00 & (2) #4 HORIZ @ 48"OC, TYP —�-� 11 S3.01 TYP AT CMU 22"DPTHKND SLAB W/ #8B @ 12"OC EW \ \ ///////////{//////\ F24 60"DP THKND SLAB CC1 I J FOUNDATION PLAN NOTES: J L F18 r I L J 10B 36"DP THKND SLAB 3'-0" 30"DP THKND SLAB 1 CC1 F20 F22 1 10B CC1 1 16 S3.01 P AT EXT COL 1 L F24 INNS ///////////////////// //////////i /////////✓///Z///////✓/ 011111* 71 S3.01 T"P AT EXT STUD GREASE I \ \ / / /r INTERCEPTOR, 1 VERIFY SIZE & 1 / \ I DEPTH 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S0.01, S0.02, S0.03 AND S0.04. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCRETE: ALL DOOR OPENINGS IN FOUNDATION WALLS; DRAINS AND SLOPES; BLOCKOUTS FOR [POOLS, SPAS, FREEZERS, COOLERS, PLUMBING, SPRINKLERS AND HVAC]. ALL DUCTS, CHASES AND PIPES PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. 4. TOP OF SLAB (T/SLAB) ELEVATION ASSUMED 28'-0". FOR ACTUAL T/SLAB ELEVATION REFER TO CIVIL AND ARCHITECTURAL DRAWINGS. PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES. PROVIDE FREE - DRAINING GRANULAR FILL PER GEOTECH REPORT. 5. MAT SLAB SHALL BEAR ON IMPROVED SOIL PER GEOTECH REPORT AS NOTED IN THE STRUCTURAL GENERAL NOTES. 6. CJ INDICATES CONSTRUCTION JOINT PER PLAN TO BE COORDINATED WITH CONTRACTOR, REFERENCE 15/S3.02. - MNIO 10B CC1 IR �c Co N N 9 9 N i9 N MATCHLINE 41101 PER S1.01 B MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS PER ARCHITECT. 8. STEEL STAIRS SHALL BE BIDDER -DESIGNED, UNO. APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL GENERAL NOTES. TYPICAL DETAILS PER: 17/S3.01 20/S3.01 4/S3.02 5/S3.02 9/S3.02 10/S3.02 13/S3.02 14/S3.02 14 & 19/S4.02 17/S5.02 STANDARD HOOKS AND BAR BENDS TYPICAL LAP SPLICE SCHEDULE TYPICAL CONCRETE WALL OPENING REINFORCEMENT TYPICAL LAP SPLICE SCHEDULE (MASONRY) TYPICAL REINFORCING IN CMU WALL TYPICAL BASE PLATE CONFIGURATIONS CMU LINTEL, SILLS, AND BOLD BEAMS TYPICAL CMU CONTROL JOINT DETAIL TYPICAL COLUMN SECTIONS EXTERIOR NON -LOAD BEARING STUDS D i IL)infia ZEWI!'T)s\' JAN 1 2 2013 REID MIDDLETON, INC. REVIEWED FOR CODE COMPLIANCE APPROVED JAN 172t8 City of Tukwila ROOF $ LEVEL 7 LEVEL 6 $ LEVEL 5 LEVEL 4 LEVEL 3 LEVEL 2 LEVEL 1 NOTE: DARKENED LINES DESIGNATE AREA OF WORK. LEVEL 1 FOUNDATION PLAN - NORTH I,F4 ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license consultant logo DCI C In1GI1WC GIBS® 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455-4448 www.dci-engineers.com CIVIL. /STRUCTURAL © Copyright 10/2017 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use. project name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 98188 key plan submittals/revisions BUILDING PERMIT SET 10.31.17 FOUNDATION ONLY PER IT 12.06.17 STRUCTURAL RESUBMITTAL 12.18.17 STRUCTURAL RESUBMITTAL S2 01.10.18 drawing title LEVEL 1 FOUNDATION PLAN - NORTH drawing information DATE 12.06.17 SCALE As indicated DRAWN BSD JOB # 17041-0175 copyright © 2016 Urbal Architecture, PLLC Urbal Architecture, PLLC reserves common law copyright and other property rights in this document All drawn and written information incorporated herein, is an instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. sheet number S1.01A ....MATCHLINE PER S1.01A 10B 1 HSS6x6x1/4 W/ BP 1/2° PER 10/S3.02 HSS6x6x1 /4 W/ BP 1/2" PE 10/S3.02 TYP AT EXT COL 12" CONC WALL W/#5 VERT@ 12"OCEF&#5 L HORIZ @ 12"OC EF T 16. ea rar f CC1 CC1 12" CONC WALL W/ #5 VERT @ 12"OC E & #5 HORIZ @ 12"OC EF L CC1 10B 1 1 F20 CC1 L STL STAIR PER SUPPLIER 10B 12" CONC WALL W/ #5 VERT@12"OCEF&#5 HORIZ @ 12"OC EF 6'-0" r- 8'-01 /4" 1 1 L F20 8" CMU WALL W/ #5 VERT @ 32"OC & (2) #4 HORIZ @ 48"OC, TYP CC1 L 1 F20 3'-0" II N-30"DP THKND SLAB 12" CONC PARTIAL HEIGHT CONC WALL -I- J F20 L 1 1 F20 CC1 8TB TYP 16" CONC MAT SLAB ON GRADE PER PLAN NOTES T/SLAB = 28'-0° TYP AT INT COL F22 12' CONC WALL W/ #5 V RT @ 12"OC EF & #5 H RIZ @ 12"OC EF, TYP A ONG GRID C.10, UNO 41Fitl v I 10 19'-6" 30"DP THKND SLAB /7- orArAn 4111 r CC1 L J 1 1 F20 4'-0" F24 Zip S3.01 TYP AT CMU CC1 F22 80"DP THKND SLAB 4'-0" FOR PERMIT - FOUNDATION These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers. L F2# 4'-0" S3.01 12" CONC WALL W/ #5 VERT @ 8"OC EF & #5 HORIZ @ 8"OC EF VAIVIVAPFASIVAIAWAIMIFIEWAIIIAIVAIPWAVAINIFIM g en 20"DP THKND SLAB fWI 6B MEI `EEE S3.02 C1 ALL ----71 CC1 24"DP THKND SLAB STL STAIR PER SUPPLIER Sr�//In/o•iio�o1Iiiii�i 8' CMU WALL W/ #5 V RT@32"OC&(2)#4 HORIZ @ 48"OC, TYP ,1111kffnalarmassousgarms1 Y nom_ 12" CONC WALL W/ #5 VERT @ 12"OC EF & #5 HORIZ @ 12"OC EF 4" CONC SLAB W/ #4 @ 18"OC EW CTRD OVER RIGID INSULATION PER PLAN NOTES CC1 4'-0" 12" CONC WALL W/ #4 @ 18"OC EW, E 1. MEM SECISERVERNE. TOP REINFORCING SCHEDULE MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1T - #5 6'-0" 12°OC W/ STD HOOK, TYP AT SLAB EDGE 2T - #5 12'-0° - CTRD OVER WALL 3T 8 #5 10'-0° - W/ 2'-0" STAGG, W/ STD HOOK AT SLAB EDGE 4T 10 #5 10'-0° - W/ 2'-0" STAGG, W/ STD HOOK AT SLAB EDGE 5T 12 #5 10'-0° - W/ 2'-0" STAGG, W/ STD HOOK AT SLAB EDGE 6T - #8 - 12°OC LENGTH PER PLAN 7T - #8 - 6"OC LENGTH PER PLAN 8T 14 #6 12'-0" - W/ 2'-0" STAGG, W/ STD HOOK AT SLAB EDGE 9T 16 #5 12'-0° - W/ 2'-0" STAGG, W/ STD HOOK AT SLAB EDGE 10T - #5 12'-0° 12°OC W/ 2'-0° STAGG, W/ STD HOOK AT SLAB EDGE BOTTOM REINFORCING SCHEDULE MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1B - #4 - 36"OC EW, TYP OVER ENTIRE SLAB 2B - #4 - 24'OC ADDL 3B 2 #10 - 4°OC LENGTH PER PLAN 4B #9 FOC LENGTH PER PLAN 5B - #8 - 6°OC LENGTH PER PLAN 6B - #8 - 12°OC LENGTH PER PLAN 7B - #4 14'-0" 12°OC - 8B 3 #5 12'-0" 6"OC TYP AT EA COL 9B 6 #5 40'-0° - W/ STD HOOK AT END 10B 4 #8 10'-0° 4"OC W/ STD HOOK AT SLAB EDGE 30'-0" mitifige MP 10 10 � 10 27'-9" TOP AND BOTTOM REINFORCING SCHEDULE MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1TB 2 #5 CONT 4°OC TYP AT UNSUPPORTED SLAB EDGE 2TB - #5 - - #8B @ 12°OC EW 3TB 10 #5 - - W/2'-0" STAGG, W/ STD HOOK AT SLAB EDGE 4TB 6 #10 - 4°OC LENGTH PER PLAN 5TB 4 #9 32'-0" 4"OC 6TB 2 #9 - 4'OC LENGTH PER PLAN 7TB 3 #8 - 12°OC TYP AT MAT SLAB PERIMETER 8TB - #8 - 16°OC TYP AT MAT SLAB 9TB - #5 - 12°OC W/ COUPLERS PER 5/S4.02 10TB - #6 15'-0" 12"OC 4/S4.02 11TB #5 10'-0" 12"OC THICKENED SLAB SCHEDULE TYPE SIZE REINFORCING COMMENTS LENGTH WIDTH DEPTH F18 10'-0° 10'-0° 1'-6° #8B @ 12°OC EW 1 F20 12'-0° 12'-0° 1'-8" #8B @ 12°OC EW 1 F22 14'-0° 14'-0" 1'-10" #8B @ 12°OC EW 1 F24 14'-0" 14'-0" 2'-0" #8B @ 12"OC EW 1 NOTES: 1. REINFORCEMENT IS IN ADDITION TO THE TYPICAL BOTTOM MAT. 29'-9" 195'-10" FOUNDATION PLAN NOTES: 33'-0" TYP AT ER. 7TB r GREASE INTERCEPTOR, VERIFY SIZE & DEPTH 10B CC1 L 1- F18 I WI Qw EECL Ica IH 10B 1 30"DP THKND SLAB CC1 3'-0" MATCHLINE PER S1.01A TYP AT VENEER P AT COL 1 600S2 TYP A 0-43 @ 24"OC, EXT, UNO 46"DP THKND SLAB P AT 1 STUD 1 CD L 1 F20 30"DP THKND SLAB 25'-1" STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S0.01, S0.02, S0.03 AND S0.04. 7. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCRETE: ALL DOOR OPENINGS IN FOUNDATION WALLS; DRAINS AND SLOPES; BLOCKOUTS FOR [POOLS, SPAS, FREEZERS, COOLERS, PLUMBING, SPRINKLERS AND HVACI. ALL DUCTS, CHASES AND PIPES PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. 4. TOP OF SLAB (T/SLAB) ELEVATION ASSUMED 28'-0". FOR ACTUAL T/SLAB ELEVATION REFER TO CIVIL AND ARCHITECTURAL DRAWINGS. PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES. PROVIDE FREE - DRAINING GRANULAR FILL PER GEOTECH REPORT. 5. MAT SLAB SHALL BEAR ON IMPROVED SOIL PER GEOTECH REPORT AS NOTED IN THE STRUCTURAL GENERAL NOTES. 6. CJ INDICATES CONSTRUCTION JOINT PER PLAN TO BE COORDINATED WITH CONTRACTOR, REFERENCE 15/S3.02. TYP AT VENEER L 10'-0" 1 20 "-0" �'-8 3/L" 0 12" CONC WALL W/ #6 VERT @ 12"OC EF & #6 HORIZ @ 12"OC EF 0 Zo MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS PER ARCHITECT. 1 0 N -1 M CO 0 N rn 0 b C.8 8. STEEL STAIRS SHALL BE BIDDER -DESIGNED, UNO. APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 9. TYPICAL DETAILS PER: 17/S3.01 STANDARD HOOKS AND BAR BENDS 20/S3.01 TYPICAL LAP SPLICE SCHEDULE 4/S3.02 TYPICAL CONCRETE WALL OPENING REINFORCEMENT 5/S3.02 TYPICAL LAP SPLICE SCHEDULE (MASONRY) 9/S3.02 TYPICAL REINFORCING IN CMU WALL 10/S3.02 TYPICAL BASE PLATE CONFIGURATIONS 13/S3.02 CMU LINTEL, SILLS, AND BOLD BEAMS 14/S3.02 14 & 19/S4.02 17/S5.02 TYPICAL CMU CONTROL JOINT DETAIL TYPICAL COLUMN SECTIONS EXTERIOR NON -LOAD BEARING STUDS REVIEWED FOR CODE COMPLIANCE APPROVED JAN 17 2 i8 City of Tu zmita LJtLDNGt�`}ti ROOF LEVEL 7 LEVEL 6 LEVEL 5 LEVEL 4 LEVEL 3 LEVEL 2 LEVEL 1 NOTE: DARKENED LINES DESIGNATE AREA OF WORK. LEVEL 1 FOUNDATION PLAN - SOUTH U BP ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license consultant logo DCI CSWGIIWC C P;i SO 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455-4448 www.dci-engineers.com CIVIL /STRUCTURAL © Copyright 10/2017 D'Amato Conversano Inc. AB Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for As unauthorized use. project name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 98188 key plan submittals/revisions BUILDING PERMIT SET 10.31.17 FOUNDATION ONLY PER IT 12.06.17 STRUCTURAL RESUBMITTAL 12.18.17 STRUCTURAL RESUBMITTAL S2 01.10.18 drawing title LEVEL 1 FOUNDATION PLAN - SOUTH drawing information DATE 12.06.17 SCALE As indicated DRAWN BSD JOB # 17041-0175 copyright 0 2016 Urbal Architecture, PLLC Urbal Architecture, PLLC reserves common law copyright and other property rights in this document. All drawn and written information incorporated herein, is an instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. sheet number S1.OIB 6"CONC CURB #4 DOWELS W/ STD HOOK @ 16"0C MAT SLAB W/TYP REINF PER PLAN - 4 . 0r •4 O °O' PER PLAN z_ 2 (WHERE OCCURS) MAT SLAB AT EXTERIOR WALL SCALE: 3/40= 1'-0° (03002M) T/FTG PER PLAN z fr w f2 11 1/2" CONC CURB #4 DOWELS EF W/ STD HOOK @ 16"OC MAT SLAB W/ TYP REINF PER PLAN 4 4 A °. 0 ° 04 .11 4 EXT STUD WALL PER PLAN CLADDING PER ARCH (2) #4 CONT T/CURB AL PER ARCH FIN GRADE z 2 ° PER PLAN (WHERE OCCURS) EXT STUD WALL PER PLAN CLADDING PER ARCH (2) #4 CONT 3/4" CHAMFER T/CURB PER ARCH z 2 =111- 1 f 2 FIN GRADE z T/SLAB PER PLAN MAT SLAB W/ TYP REINF PER PLAN DOWELS TO MATCH VERT REINF COL & REINF PER PLAN, 14/S4.02 & 19/S4.02 ° .4 ° • 4 z. 110 4 • 0 a ° 4 0 ;a: °. 44- - ° d ° . 0 •. e 4 0 .<a 40 =1I1-111-11 1�1- I III11I� �1I1- ADDL REINF PER PLAN (WHERE OCCURS) PER PLAN INTERIOR COLUMN AT THICKENED MAT FOOTING SCALE: 3/4" = 1'-0° (03002M) BOUNDARY ELEMENT HOOPS & TIES WHERE OCCUR PER EL CONC SHEAR WALL PER PLAN EXTEND ALL WALL BOUNDARY DOWELS TO FTG BOT REINF AS SHOWN, AT CONTRACTORS OPTION, PROVIDE TERMINATORS IN -LIEU OF STD HOOKS MAT SLAB & REINF PER PLAN TOP REINF PER PLAN T/SLAB PER PLAN 4 4 1I Il l 1 ° 4 ° 0 VENEER PER ARCH WHERE OCCURS VERT REINF PER EL HORIZ REINF PER EL #6 DOWELS TO MATCH WALL VERT W/ ADDL DOWELS WHERE NOTED PER PLAN 6" CURB W/ #4 HORIZ @ 12"OC & #4 VERT @ 18"00 AT VENEER 3/4° CHAMFER 4 z o2 T/CURB PER ARCH ° C4) O 9 4 0 ° �IIIII�I-ISI �I�IIIII�I -111-I (3) ADDL TIES TO EXTEND INTO FTG ° ww Q~ U °ZS o°- zcc-3 in F/GRADE z U 0 z _zl 2 N� III- lillliil-lflll r III _ cc -111- T/FTG PER PLAN PER PLAN (2) #4 @ 24"OC W/ STD HOOK AT CURB PER PLAN ADDL REINF PER PLAN WHERE OCCURS MAT SLAB AT EXTERIOR WALL WITH VENEER A EXTERIOR CONCRETE SHEAR WALL AT MAT SLAB SCALE: 3/4° = 1'-0° (03002M) CMU WALL & REINF PER PLAN #5 DOWEL W/ STD HOOK TO MATCH VERT REINF (2) #4 AT BOT COURSE 4 4 --- L O. °' 1 1 1-1 I I1 I I-� I' l i iI I liil I lilt l 1 - CMU WALL AT MAT SLAB SCALE: 3/4° =1'-0" MAT SLAB W/ TYP REINF PER PLAN- 4' T/SLAB PER PLAN CC CC CV J U DOWELS TO MATCH COL VERT REINF GRADE BEAM & REINF PER PLAN n v-' 4 SCALE: 3/4° =1'-0° (03905M) BOUNDARY ELEMENT HOOPS & TIES WHERE OCCUR PER PLAN TOP REINF PER PLAN T_/_SLAB `r PER PLAN z w 0 4 °4 °: '0 .D 4 4 ° 4- . 4 ° ° 4 a° 4 d • ° °4 d .. 4 4° . 4 Z.)J BOT REINF PER PLAN COL & REINF PER PLAN, 14/S4.02 & 19/S4.02 CC 4 cc A. cc PER PLAN CONCRETE COLUMN AT MAT SLAB FIN GRADE$ EA SIDE OF COL, TYP TYP T&B REINF PER PLAN CONC FTG PER PLAN as 4 CONC SHEAR WALL PER PLAN a w w� _�- HORIZ REINF PER PLAN E �U VERT REINF PER PLAN - 0 4 ° o 4 DOWELS TO MATCH WALL VERT W/ ADDL DOWELS WHERE NOTED PER PLAN T/SLAB PER PLAN T/MAT PER PLAN z 0_ cc w 0 4 • 4 ° 4 a .4° PER PLAN PROVIDE (3) HOOP & TIES SETS IN FTG ADDL TIES o . WHERE OCCURS PER PLAN (0 .r MAT SLAB AT CONCRETE SHEAR WALL NOTE: 90r 115° (Nit 4d OR EXTEND ALL WALL BOUNDARY DOWELS TO FTG BOT REINF AS SHOWN, AT CONTRACTORS OPTION, PROVIDE TERMINATORS IN - LIEU OF STD HOOKS ALL REINFORCING EXCEPT COLUMN TIES AND BEAM STIRRUPS ec z (x0 12d STIRRUP d! [ STIRRUP OR TIE 2 f D cc z cc z k rb BEAM OR COLUMN CROSSTIES BEAM STIRRUPS AND COLUMN TIES d = BAR DIAMETER, D = BEND DIAMETER TIES AND CROSSTIES FOR SHEAR WALL BOUNDARY ELEMENTS SHALL BE DETAILED AS COLUMN TIES/CROSSTIES. STANDARD HOOKS AND BENDS - BEAM STIRRUPS AND COLUMN TIES SLAB & REINF PER PLAN RIGID INSULATION PER PLAN LAP PER 20/S3.01 #4 CONT FULL LENGTH OF RAMP (2) #4 CONT -III-1 MAT SLAB PER PLAN NOTCH SLAB PER PLAN DOWEL TO MATCH RAMP SLAB REINF SLAB ON RIGID INSULATION AT MAT SLAB SCALE: 3/4° = 1'-0" MAT SLAB W/ REINF PER PLAN m LAP PER SCHED 20/S3.01 TYP 0 4 STEP AT MAT SLAB 3/4" CHAMFER AT WALLS NOT IN CONTACT W/ SOIL SPLICE ° 4 d . . 4 G . 4 a l•1 III- ° 4 ° 4 4 ° #4 CROSSTIE @ 3 1/2"OC ALT HOOKS 3/4" CHAMFER, TYP CMU WALL W/ REINF WHERE OCCURS 3/4" CHAMFER 1 #5 @ 12"00 CONT, EXTEND 36" PAST STEP, TERMINATE W/ STD HOOK AT SLAB EDGE #8 x TO MATCH MAT SLAB REINF 4 III -I I I-111-1 I I -III -I 11 1111 �I V I I I IF - 1' -6" 1'-6" STD ALT EA SIDE CORNER REINF TO MATCH HORIZ REINF CORNER REINF TO MATCH CROSS WALL HORIZ REINF 0 Lu CROSS WALL AT CORNERS AT INTERSECTIONS NOTES: 1. SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE PER 20/S3.01. 2. WALL REINFORCING PER PLAN OR ELEVATIONS, SECTIONS AND DETAILS. 3. AT FOOTINGS AND STEMWALLS, CORNER REINFORCING TO MATCH FOOTING AND STEMWALL HORIZONTAL REINFORCING. PLAN - TYPICAL CORNER REINFORCING AT CONCRETE WALLS 3/4" CHAMFER AT WALLS NOT IN CONTACT W/ SOIL STD HOOK TYP Lu 1 - CORNER REINF TO MATCH HORIZ REINF CORNER REINF TO MATCH CROSS WALL HORIZ REINF Lu 73 AT CORNERS CROSS WALL AT INTERSECTIONS NOTES: 1. SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE PER 19/S3.01. 2. WALL REINFORCING PER PLAN OR ELEVATIONS, SECTIONS AND DETAILS. 3. AT FOOTINGS AND STEMWALLS, CORNER REINFORCING TO MATCH FOOTING AND STEMWALL HORIZONTAL REINFORCING. PLAN - TYPICAL CORNER REINFORCING AT CONCRETE WALLS z CC w a cc J NIU PER PLAN 4 rn 4 L WALL 4. (4. 4 4 ° DOWELS W/ STD HOOK TO MATCH HORIZ REINF, TYP (12) #8 VERT #4 HOOPS @ 3 1/2"OC 4. 44 J J ° • 4. 1 1/2" CLR TYP 8" TYP DOWELS W/ STD HOOK TO MATCH HORIZ REINF, TYP PLAN - CONCRETE L -SHAPED SHEAR WALL BOUNDARY (12 BARS) SCALE: 1° =1'-0° LAP PER 19/S3.01, TYP 111 CLR 3/4" CHAMFER, FOR PERMIT - FOUNDATION These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers. CC Lu HORIZ REINF PER PLAN, TYP VERT REINF PER PLAN, TYP PLAN - CONCRETE SHEAR WALL BOUNDARY (10 BARS) 01404 CONFINED REINFORCING (psi) #4 #5 #6 #7 #8 #9 #10 #11 4000 19 24 28 41 47 53 60 72 5000 17 21 25 37 42 47 54 65 6000 16 19 23 34 38 43 49 59 7000 15 18 21 31 35 40 45 55 8000 15 17 20 29 33 37 43 51 8500 15 16 20 28 32 36 41 50 9000 15 16 19 27 31 35 40 48 10000 15 15 18 26 30 33 38 46 UNCONFINED REINFORCING BAR SIZE MISCELLANEOUS BARS TOP BARS (see note #5) HOOKED BARS Ld Splice Ld Splice 4000 20 25 29 43 49 60 74 89 5000 18 22 26 38 44 54 66 80 6000 16 20 24 35 40 49 61 73 7000 15 19 22 32 37 46 56 67 8000 15 18 21 30 35 43 53 63 8500 15 17 20 29 33 41 51 61 9000 15 17 20 29 33 40 50 59 10000 15 16 19 27 31 38 47 56 UNCONFINED REINFORCING LAP SPLICE, TYP TYP 4 4 PLAN - TYPICAL SHEAR WALL UNCONFINED REINFORCING 1111. LAP SPLICE, TYP • .11 0 Li- z Lit 1-3 NOTES: 1. TABULATED VALUES ARE IN INCHES. ELEVATION 2. LAP SPLICE NOT PERMITTED AT #14 OR #18 BARS. SHEAR WALL REINFORCING LAP SPLICE SCHEDULE CC z cc T/SLAB A0 PER PLAN ‘4. LAP PER 19/S3.01, TYP 8" TYP CLR 3/4" CHAMFER, TYP 4 cr Lu #4 CROSSTIE @ 3 1/4"0C, ALT HOOKS DOWELS W/ STD HOOK TO MATCH ORI REIN TYP VERT REINF PER PLAN, TYP HORIZ REINF PER PLAN, TYP PLAN - CONCRETE SHEAR WALL BOUNDARY (8 BARS) LAP PER 19/S3.01, TYP 8" TYP CLR 3/4" CHAMFER, TYP 4 #4 CROSSTIE @ 3 1/4"0C, ALT HOOKS DOWELS W/ STD HOOK TO PLAN - CONCRETE SHEAR WALL BOUNDARY (6 BARS) 01400 GRADE 60 REINFORCING BAR SIZE MISCELLANEOUS BARS TOP BARS (see note #5) HOOKED BARS Ld Splice Ld Splice , Ldh f'c = 3000psi Dc #3 17 22 22 28 9 #4 22 29 29 38 11 #5 28 36 36 47 14 #6 33 43 43 56 17 #7 48 63 63 81 20 #8 55 72 72 93 22 #9 62 81 81 105 25 #10 70 91 91 118 28 #11 78 101 101 131 31 #14 93 N/A 121 N/A 38 f'c = 4000psi #4 19 25 25 33 10 #5 24 31 31 41 12 #7 42 54 54 71 17 #8 48 62 62 81 19 #9 54 70 70 91 22 #10 61 79 79 102 25 #11 67 87 87 114 27 #14 81 N/A 105 N/A 33 #18 108 N/A 140 N/A 43 #4 17 23 23 29 9 #5 22 28 28 36 11 #6 26 34 34 44 13 #7 38 49 49 63 15 #8 43 56 56 72 17 #10 54 71 71 92 22 #11 60 78 78 102 24 #14 72 N/A 94 N/A 29 #18 96 N/A 125 N/A 39 1. ALL TABULATED VALUES ARE IN INCHES. 2. VALUES FOR UNCOATED REINFORCING AND NORMAL WEIGHT CONCRETE WITH CLEAR SPACING > db, CLEAR COVER > db AND MINIMUM STIRRUPS OR TIES THROUGHOUT Ld OR CLEAR SPACING > 2db AND CLEAR COVER > db. REVIEVAZD FOR CODE COMPLIANCE d APPROVED JAN 17 201B City of Tukwila BUILDING DiVISION 3. DEVELOP ALL REINFORCING IN STRUCTURAL SLABS WITH MINIMUM DEVELOPMENT LENGTH Ld. 4. Ldh = DEVELOPMENT LENGTH OF BAR WITH STANDARD HOOK. 5. TOP BAR = HORIZONTAL BAR WITH MORE THAN 12" OF FRESH CONCRETE BELOW OR AS NOTED ON DOCUMENTS AS 'TOP BAR". 6. LAP SPLICE OF DIFFERENT SIZED BARS TO BE THE LARGER OF Ld OF THE LARGER BAR OR SPLICE LENGTH OF THE SMALLER BAR. 7. LAP SPLICE OF #14 AND #18 BARS IS NOT PERMITTED. LAP SPLICE OF SMALLER TO #14 AND #18 BARS IS NOT PERMITTED. 8. LAP SPLICE OF DIFFERENT GRADES OF REINFORCING TO BE THE LARGER OF SPLICE LENGTH OF THE LOWER GRADE BAR. 9.SHEAR WALL REINFORCING LAP SPLICE SCHEDULE PER 19/S3.01. TYPICAL LAP SPLICE AND BAR OR r...\\Nrq REID MIDDLETON, INC. DEVELOPMENT LENGTH SCHEDULE U If ARCHITECTURE uRBANIRuRAL 1938 Fairview Avenue East SUITEloo Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license 314 consultant logo or Dc ,707 W 2nd Avenue ';S okane, Washington 99201 5:P(509) 455-4448 www.dci-engineers.com © Copyright 10/2017 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole In pan, without wittten perrnission from D'Amato Conversano Inc. D'Arnato Conversano Inc. disclaims any responsibility for its unauthorized project name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 98188 key plan • BUILDING PERMIT SET 10.31.17 FOUNDATION ONLY PERMIT F1 12.06.17 STRUCTURAL RESUBMITTAL S1 12.18.17 STRUCTURAL RESUBMITTAL S 01.10.18 drawing title FOUNDATION - DETAILS drawing information DATE 12.06.17 SCALE As indicated DRAWN BSD JOB # 17041-0175 copyright 4D 2016 Urbal Architecture, PLLC Urbal Architecture, PLLC reserves cornmon law copyright and other property rights in thie document. to drawn aid written infcrmation incorporated herein, is an instrument of Urbal Architecture PLLC's professional practiceand shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. sheet number SOO I 01402 REINFORCING SIZE GRADE 40 GRADE 60 #4 20 24 #5 25 30 #6 30 36 #7 35 42 #8 40 48 NOTES: 1. DEVELOPMENT AND LAP SPLICE LENGTHS INDICATED SHALL BE USED UNLESS SPECIFICALLY NOTED ON DRAWINGS. 2. REINFORCING MAY BE CONSIDERED TO BE SPLICED WHEN PLACED IN ADJACENT GROUTED CELLS AND IF THE BARS ARE SPACED NO FARTHER APART THAN 1/5 THE REQUIRED LENGTH INDICATED AND NEVER FURTHER APART THAN 8". 3. ALL TABULATED VALUES ARE IN INCHES. TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR STRUCTURAL MASONRY SCALE: 3/4' = l' -O" (01402) T/FTG SLAB ON RIGID INSULATION PER PLAN 3/4" CHAMFER 1111112-1 NOTE: ADDITIONAL INFORMATION PER 6/S3.01 1=111=1 I 1- mul PER PLAN T/CURB PER ARCH `F FIN GRADE MAT SLAB AT EXTERIOR WALL WITH VENEER SCALE: 3/4° = 1'-0° (03002M) CORNER REINF TO MATCH HORIZ REINF rexArejr......wirmAnor. •rDJi I "tir-I-WAFAM 14I J Ild AT CORNERS STD HOOK TYP CORNER REINF TO MATCH HORIZ WALL REINF / / // /// / SmiismiA 2: F- CD ri CROSS WALL AT INTERSECTIONS NOTES: 1. LAP LENGTHS PER REINFORCING LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR CMU. 2. WALL REINFORCING PER PLANS, ELEVATIONS, SECTIONS AND DETAILS. 3. CORNER REINFORCING AT FOOTING AND STEMWALLS TO MATCH FOOTING AND STEMWALL HORIZONTAL REINFORCING. 0 8 SCALE: 1" = l' -O" (04002) PLAN - TYPICAL CORNER REINFORCING AT CMU WALLS LINTEL SILL BOND BEAM BLOCK (2) #4 IN LINTEL BLOCK 90° HOOK PARALLEL TO WALL (2) #4 IN BOND BEAM BLOCK 0 LINTEL W/ SHEAR REINF BOND BEAM (2) #4 #3 @ 8"0C (2) #4 IN LINTEL BLOCK (2) #4 IN BOND BEAM BLOCK OPEN BOND BEAM CMU LINTELS, SILLS AND BOND BEAMS SCALE: 1" = 1'-0° (04003) T/MAT PER PLAN NOTE: ADDITIONAL INFORMATION PER 12/S3.01 T/VVALL PER PLAN OR EL (2) #5, TYP UNO #5 x 48" DIAG, TYP (2) #5, TYP AL T/SLAB •ff PER PLAN AL T/FTG ''•F PER PLAN 2'-0" TYP NOTE: PROVIDE (2) #5 x 48" DIAGONAL BARS AT WALLS 10" OR THICKER. HOOK BARS WHEN 24" LENGTH IS NOT AVAILABLE ELEVATION - TYPICAL CONCRETE WALL OPENING REINFORCING SCALE: 3/4° = 1'-0" (03401M) CORNER REINF PER 8/53.02 TO MATCH HORIZ REINF, TYP #0, T/VVALL T/FLR 4. OR ROOF PER PLAN TYP HOR1Z REINF IN BOND BEAM, TYP AT OPNG (2) TYP VERT REINF MIN, TYP AT CORNERS (2) TYP VERT REINF MIN, TYP AT OPNG dia T/FTG 4. OR SLAB PER PLAN TYP HORIZ REINF AT T/VVALL FOR WALL SECTIONS 16" OR SMALLER, PROVIDE (2) TYP VERT REINF, MIN CMU CONTROL JOINT LOCATION PER 14/S3.02, LOCATION & WATERPROOFING PER ARCH TYP CONT HORIZ REINF IN BOND BEAM AT FLR, / / (4) TYP HORIZ REINF AT FLR, ROOF LINE W/ MIN 16"DP BOND BEAM / ( OP OP ING 2'-0" MIN TYP HOOK IF MIN LENGTH NOT AVAILABLE NOTES: 1. TYPICAL REINFORCING PER STRUCTURAL GENERAL NOTES. 2. INFORMATION NOT SHOWN PER TYPICAL SECTIONS. 3. CMU WALLS ARE SOLID GROUTED. DOWELS TO MATCH VERT REINF (PROVIDE STD HOOK PER STRUCT NOTES AS REQD) ROOF LINE THRU CONTROL JOINTS STOP HORIZ REINF AT CONTROL JOINT, TYP UNO TYP VERT REINF, EA SIDE OF CONTROL JOINT, TYP TYP HORIZ REINF PER PLAN TYP HORIZ REINF IN BOND BEAM AT SILL TYP HORIZ REINF IN FIRST COURSE ELEVATION - TYPICAL REINFORCING IN CMU WALL SCALE: 1" = l' -O" (04000) L JOINT VERT CONTROL JOINT, OMIT MORTAR. CAULK PER ARCH TERMINATE HORIZ REINF 2" FROM CONTROL JOINTS. EXCEPT AT FLR & ROOF BOND BEAMS VERT REINF PER 9/S3.02 NOTE: CONTROL JOINT LOCATION CRITERIA PER STRUCTURAL GENERAL NOTES. CONTRACTOR SHALL COORDINATE LOCATION OF JOINT WITH ARCHITECT AND STRUCTURAL ENGINEER. CMU WALL WHERE OCCURS PER PLAN MAT SLAB PER PLAN PLAN - CMU CONTROL JOINT SCALE: 1" = l' -O" (04001) PROVIDE STD HOOKS OR LENTON TERMINATORS AT ENDS OF T&B REINF, TYP #5 @ 12"0C CONT EXTEND 36" PAST ELEV PIT 12"0C PROVIDE 16" SMOOTH DOWEL (SAME SIZE AS HORIZ REINF) ACROSS JOINT. PREVENT BOND BTWN DOWEL & GROUT W/ GREASE OR PLASTIC SLEEVE. CAP ALL DOWELS TO ALLOW 1" OF MOVEMENT. PROVIDE CLOSED END BLOCKS AT CONTROL JOINTS, TYP CONC SHEAR 77 WALL PER PLAN #5 @ 12"0C CON EXTEND 36" PAST ELEV PIT DOWELS TO MATCH WALL VERTS BOUNDARY TIES WHERE OCCURS POUR JOINTS AT CONTRACTORS OPTION, TYP a • SECTION AT ELEVATOR PIT SCALE: 3/4° = V-0° 1-111-11 -11 1-lli 2'-0" TYP NW. I I I-- III 1_1H-111_111_11 #8 T&B 12'0C W/ STD HOOK A 4 4 FOR PERMIT- FOUNDATION These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers. AL T/SLAB 4. PER PLAN MAT SLAB & REINF PER PLAN STL STAIR PER SUPPLIER BP1/4x2 x LENGTH W/ (2) 1/20 EXP ANCHORS W/ 3 1/2" MIN EMBED, TYP AT EA STRINGER "± NON -SHRINK GROUT 4 44 4 -44 A 4 4 4 i1i=i ITT' i=w_ 111=111=111=111=111=111=111=1 =1 1=111 =111E11-111_-111E111-1_1-1E_--111E-111E111_=111-1"111=-=-111_-111:tL-7- -1117411:1=111_1=_111-111-E-111=111-111_111-=-111=_I---111= •=111=111:7-111-7=-11E-111=111111-L--_-111:- --E1T-111—.111---111- STRINGER BASE DETAIL AT MAT SLAB SCALE: 1° = 1'-0" (05608M) CL WALL 1 1/2" TYP 1 1/2" TYP CL WALL 44 ' 0 (r) COL PER PLAN 1 1/2" (2) SIDES BP PER PLAN TYP UNO _J 8 CN 1/4 (2) SIDES HSS WIDTH TYP NS &FS 1/4 STUD WALL PER PLAN F/STUD- F/CONC CL COL = CL WALL SECTION TYPICAL BASEPLATE TO CONCRETE WALL CONNECTION - HSS COLUMN TYPICAL PLANS AT TOP OF WALL SHTHG WHERE OCCURS 1" GROUT OPTIONAL WALL REINF PER PLAN, TYP CONC WALL PER PLAN CL COL ADDL #4 x 48" OPPOSITE TYP REINF, PROVIDE CORNER BAR AT CORNER CONDITION (-) NS &FS NAILER AT SHEAR WALLS WHERE OCCURS PER PLAN & WOOD DETAILS BP PER PLAN TYP UNO T/WALL PER PLAN \-4. (2) 3/4"0 AB'S W/ HEX NUTS & WASHERS UNO ELEVATION TACK WELD NUT TO AB SCALE: 1" = 1.-0" (05032) T/SLAB PER PLAN MAT SLAB AND REINF PER PLAN CJ PER PLAN 4 0 44 4-4 0° 0 I I 1=1 1 2" - —11_1 I I—I 1 —" • WATERSTOP PER ARCH WHERE REQD TYPICAL CONSTRUCTION JOINT AT MAT FOUNDATION SCALE: 3/4" = 1'-0" 4< 4 4 <4 4 < 4 a LENTON TERMINATORS OR STD HOOKS, TYP AT VERT REINF REVIEWED FOR 'CODE COMPLIANCE APPROVED JAN 17 201B City of Tukwila rDEVEI=E4VtgrEiTh JAN 1 2 2018 RED MIDDLETON, INC. B ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 consultant logo DC1 ER1GOITISSR Se 707 W 2nd Avenue Spokane; Washington 99201 P: (509)455-4448 www.dci-engineers.com c I N/I, 1L.7. .4" s—r Fl LJTLJ Fc A. © Copyright 10/2017 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibaity for its unauthorized use. project name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD, TUKWILA, WA 98188 key plan submittals/revisions BUILDING PERMIT SET 10.31.17 FOUNDATION ONLY PERMIT F1 12.06.17 STRUCTURAL RESUBMITTAL S1 12.18.17 STRUCTURAL RESUBMITTAL 01.10.18 drawing title FOUNDATION DETAILS drawing information DATE 12.06.17 SCALE As indicated DRAWN BSD JOB # 17041-0175 copyright 2016 tithe! Architecture, PLLC Urbal Architecture, PLLC reserves common law copyright and other property rights in this document. All drawn and written information incorporated herein, is at instrument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC. sheet number S3.02 • t J TYP AT VENEER TYP AT EXT STUD TYP AT EXT COL r L..�_��_1 tw TYP AT VENEER 5505/6254 16"0C STUD WALL rW <1- w rW N d -30"DP THKND SLAB -600S200-43 24POR,T EXT, UNO \ \ /-STL STAIR PER SUPPLIER r J 2" L J 1 J 36"Dip THK ID SLAB Nk"--30"DP THKND SLAB 12" CONC WALL HORIZ @ 12"0C EF TYP AT CMU r ------- 600S200-43 24POA,T EXT, UN r L /./////A J L O -------------- 30"DP THKND SLAB 22"DP THKND SLAB TYP AT r INT COL TYP PRIZ @ 12"0C EF 16" CONC MAT SLAB ON GRADE PER PLAN NOTES -J w 01 - Ch TYP AT - PERIMETER FOUND ON ONLY PERMIT TYP AT PERIMETER 12" CONC WALL W/ #5 600S 00-43 @ 741506T EXT, UN- TYP AT PA 1\-22"DP THKND SLAB EW 36"DP THKND SL TYP AT VE \JEER CI 30"DP THKND TYP AT CMU \-80"DP THKND SLAB THKND SLAB EXT COL P AT STUD / TP Ld >- 12" CONC WALL W/ #5 PRIZ @ 12"0C EF <1- Ilfrd TYP 12" CONC WALL W/ #5 24"DP THKND SLAB STL STAIR PER SUPPLIER 30"DP THKND SL TYP AT EXT COL TYP AT INT CCir_ TYP AT VENEER kbUS1b2-54 g STL STAIR PER SUPPLIER! 8" CMU WALL W/ #5 16" CONC MAT SLAB ON GRADE PER PLAN NOTES ELECTRICAL CONDUIT PENETRATIONS TYP AT CMU TYP AT INT COL 8' CMU WALL W/ #5 VAriz 48"0C, TYP 600S 00-43 @ 74150 EXT, U 46"DP THKND CONC WALL. W/ T 12"0C EF 12" CONC PARTIAL 2' CONC WALL W/ #5 ONG GRID C.10, UNO r. 30"DP THKND SLA TYP AT /-30"DP THKND SLAB TYP AT VENEER 12" CONC WALL W/ #6 HORIZ @ 12"0C EF 014 C8 o 4c;) RECEIVED CITY OF TUKWILA DEC 1 1 2017 PERMIT CENTER REVIEWED FOR 4 CODE COMPLIANCE t! APPROVED JAN 1 7 2016 City of Tukwila OCEAN PARK MECHANICAL #283, 14900 INTER URI3AN AVE TELEPHONE 2064744553 SEATTLE, WA 98168 FACSIMILE 206.6744564 PROJECT STERLING SOUTHCENTER 415 BAKER BOULEVARD TUKWILA, WA 98188 REVISIONS DATE DESCRIPTION ISSUED FOR REVIEW DRAWING TITLE LEVEL 1 ELECTRICAL PENETRATIONS DATE DECEMBER 5, 2017 DRAWN BY PW E1.0 600S200-43 24POA,T EXT, UNe-' OCEAN. PARK MECHANICAL #283, 14900 INTER URBAN AVE. THEME 206-6744553 SEATTLE, WA 98168 FACSIMILE 206-6744564 STERLING SOUTHCENTER 415 BAKER BOULEVARD TUKWILA, WA 98188 }�xn&sk{tom -22"DP THKNEP SLAB TYP AT INT COL 600SZ00-43 21150 ,T EXT, U 12" CONC WALIl. W/ #6 VERT ® 12"0C EF & #6 HORIZ ®.12"0C EF REVISIONS DATE DESCRIPTION STL STAIR PER SUPPLIED 8" CMU WALL W/ #5 VERT ® 32"0C & (2) #ARIZ 48"0C, TYP Hi T �� r C i I 1 1 1 , g//1////////////5/////®/// . 16 CONC MAT SLAB ON GRADE PER PLAN NOTES T SLAB = 28'-0" 4./////%///////////////////////////// WiEiM:VIrs� RECEIVED CITY OF.TUKWILA 12" CONC PARTIAL `. HEIGHT CONC WALL 12/ CONC WALL W/ #5 VRT®12"OC EF & # RIZ ® 12"0C EF, TYP A NG GRID C.10, UNO REVIEWED FOR CODE COMPLIANCE APPROVED JAN 17 2U18 fr 43:- 30 • • • • E a 0 io N 0 N 0 U m 0 RAP ELEMENT FOUNDATION CONSTRUCTION NOTES • 1. RAMMED AGGREGATE PIER (RAP) FOUNDATION SUPPORT IS AS DESIGNED BY GEOPIER FOUNDATION COMPANY, INC., DAVIDSON, NORTH CAROLINA (DESIGNER). 2. RAP ELEMENT LAYOUT 1S THE RESPONSIBIUTY OF THE GENERAL CONTRACTOR (GC). GEOPIER ELEMENT SHALL BE INSTALLED IN THE FIELD WITHIN 6—INCHES OF LOCATION SHOWN ON THESE PLANS. 3. A QUAUFIED, FULL—TIME QUALITY CONTROL (QC) REPRESENTATIVE PROVIDED BY THE RAP INSTALLER (THE INSTALLER) SHALL BE RESPONSIBLE FOR INSTALLATION OF THE RAP ELEMENTS IN ACCORDANCE WITH THE DESIGN, AND SHALL REPORT ALL GEOPIER FOUNDATION CONSTRUCTION ACTIVITIES TO . THE DESIGNER. IF AUTHORIZED BY THE OWNER, THE QC REPRESENTATIVE SHALL COORDINATE QC ACTiVIiiES WITH • THE • TESTING AGENCY HiRED . BY THE OWNER. UNDER NO CIRCUMSTANCES SHALL THE TESTING AGENCY DIRECT RAP INSTALLATION PROCEDURES. 4. RAP ELEMENTS SHALL BE BASED ON THE FOLLOWING CRITERIA UNLESS OTHERWISE APPROVED IN .WRITING BY THE DESIGNER: A. RAP ELEMENTS SHALL BE WITHIN 3 INCHES OR DEEPER THAN THE DEPTHS SHOWN ON THE PLANS. B. AVERAGE COMPACTED UFT THICKNESS DURING EACH DAYS PRODUCTION SHALL BE APPROXIMATELY 24 INCHES. C. A CST SHALL BE PERFORMED ON THE FIRST FIVE RAP INSTALLED. RESULTS OF THE INITIAL CST SHOULD BE PROVIDED TO THE DESIGNER FOR REVIEW AND ESTABLISHMENT OF ACCEPTANCE CRITERIA AND FREQUENCY OF CST. THE FREQUENCY OF CST MAY VARY DEPENDING ON THE SOIL CONDITIONS; HOWEVER,. CST SHALL BE PERFORMED ON NO LESS THAN 10% OF PRODUCTION RAP. D. RAP ELEMENT AGGREGATE SHALL CONSIST OF TYPE I GRADE B IN GENERAL ACCORDANCE WITH ASTM 0-1241-68, OR APPROVED BY GEOPIER DESIGNER AND SUCCESSFULLY USED IN THE MODULUS TEST. . 5. WHEN OBSTRUCTIONS ARE ENCOUNTERED THAT CANNOT BE REMOVED .WITH CONVENTIONAL RAP INSTALLATION EQUIPMENT, THE GC SHALL BE RESPONSIBLE FOR REMOVING THE OBSTRUCTIONS. IF THE GC DOES NOT DO SO IN A TIMELY MANNER THAT DOES NOT INTERRUPT RAP. PRODUCTION, THE INSTALLER MAY REMOVE OBSTRUCTION(S) AND SHALL BE REIMBURSED FOR COSTS INCURRED, INCLUDING LABOR, EQUIPMENT, AND MATERIALS. IN THE EVENT OBSTRUCTIONS ARE ENCOUNTERED BELOW THE DESIGN BOTTOM' OF FOOTING ELEVATION THE OBSTRUCTION SHALL BE REMOVED AS OUTLINED ABOVE. THE RESULTING EXCAVATION SHALL THEN BE BACKFILLED AND COMPACTED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. THE AREA SHALL BE TESTED BY THE OWNER'S TESTING AGENCY AND THE COMPACTION TEST RESULTS SHALL BE SUBMITTED TO THE INSTALLER AND THE. DESIGNER. 6. RAP ELEMENTS. NOT MEETING THE REQUIREMENTS DEFINED IN THE DESIGN AND MODULUS' TEST SHALL BE RE—INSTALLED TO MEET PROJECT REQUIREMENTS UNLESS OTHERWISE APPROVED IN WRITING. BY THE DESIGNER. 7. FOOTING ELEVATIONS ARE THE RESPONSIBIUTY OF THE CONTRACTOR AND SHALL BE REPORTED IN WRITING TO THE INSTALLER'S QC REPRESENTATIVE PRIOR TO INSTALLING RAP ELEMENTS. 8. UTILITY LOCATIONS ARE THE RESPONSIBiUTY OF THE GC. THE DESIGNER SHALL BE NOTIFIED OF ANY CONFUCTS WITH RAP LOCATIONS SHOWN ON THE PLANS. NEW UTILITIES EXCAVATIONS SHALL BE UMITED TO THE ZONE DEPICTING ON DETAIL 1 ON THIS SHEET. IF EXCAVATIONS ARE PLANNED WITHIN THE RAP "NO DIG" ZONE, THE DESIGNER SHOULD BE NOTIFIED IMMEDIATELY TO DISCUSS EXCAVATION OPTIONS. 9. RAP ELEMENTS ARE LOCATED AT THE INTERSECTION OF REI-LIlENCE GRID ONES OR AT THE CENTERLINE OF STRIP FOOTINGS UNLESS DIMENSIONED .OTHERWISE. 10. AFTER. COMPLETION OF RAP INSTALLATIONS, THE GC IS RESPONSIBLE FOR PROTECTION OF THE WORK. THIS .INCLUDES, BUT IS NOT LIMITED TO, PROPER SITE DRAINAGE TO PREVENT PONDING OF WATER ABOVE THE RAP ELEMENTS. AND APPROPRIATE CONTROL AND .COORDINATION OF EARTHWORK AND ANY SUBSEQUENT DRILL ACTIVITIES SUCH AS ELEVATOR SHAFT CONSTRUCTION, TO PREVENT DAMAGE TO INSTALLED RAP ELEMENTS. 11. ALL RAP ELEMENTS HAVE A MiNIMUM NOMINAL TOP DiAME1Lt' OF 20 INCHES WITH COMPACTED 24 INCH UFTS. GEOPIER ELEMENTS WILL BE INSTALLED TO DEPTHS OF 25 FEET OR REFUSAL, WHICHEVER IS REACHED FIRST. 12. THESE DRAWINGS ARE BASED ON THE STRUCTURAL DRAWINGS PROVIDED BY DCI ENGINEERS. THE RAP ELEMENT LAYOUT LOCATION PLAN AND FOOTING DETAILS PLAN ARE FOR RAP ELEMENT NUMBER, LOCATION, AND LAYOUT ONLY. FOOTING LOCATIONS, SIZES, AND ORIENTATION SHOWN ON THESE PLANS ARE FOR INFORMATION ONLY. PLEASE REFER TO STRUCTURAL PLANS FOR SPECIFIC FOUNDATION DIMENSIONS AND LOCATION. THE DESIGNER ACCEPTS NO RESPONSIBILITY FOR LOCATION OF FOOTINGS SHOWN ON THESE PLANS. THE DESIGNER SHALL BE NOTIFIED IMMEDIATELY IF INFORMATION ON THESE PLANS CONFUCTS WITH STRUCTURAL OR ARCHITECTURAL DRAWINGS. 13. THE RAP FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL INFORMATION PROVIDED IN THE SUBSURFACE EXPLORATION BY PANGEO, REPORT DATE MAY 4, 2017. GEOPIER FOUNDATION COMPANY, INC., HAS RELIED ON THIS INFORMATION AND WE HAVE NO REASON TO SUSPECT ANY OF THE INFORMATION IN THE REPORT IS IN ERROR. GEOPIER FOUNDATION COMPANY,INC. IS NOT RESPONSIBLE FOR ERRORS OR OMISSIONS IN THE REPORT THAT MAY AFFECT THE PARAMETER VALUES IN OUR DESIGN: IF THE SUBSURFACE OR SITE CONDITIONS DIFFER FROM THOSE UTILIZED IN THE DESIGN THE DESIGNER SHALL BE NOTIFIED IMMEDIATELY... 14. RAP FOUNDATION DESIGN LOADS. ARE BASED ON THE DESIGN INFORMATION PROVIDED TO US BY DCI ENGINEERS. IN THE EVENT THE STRUCTURAL LOADS VARY THE DESIGNER SHALL BE NOTIFIED. CONCRETE FOOTING CONSTRUCTION SUPPORTED BY RAP NOTES 1. ALL EXCAVATIONS FOR. FOOTINGS SUPPORTED BY RAMMED AGGREGATE PIERS SHALL BE PREPARED ' IN THE FOLLOWING MANNER BY THE GC: OVEREXCAVATION BELOW THE BOTTOM OF FOOTING SHALL BE LIMITED TO THREE INCHES. THIS INCLUDES LIMITING THE TEETH OF EXCAVATORS FROM OVEREXCAVATION BEYOND THREE INCHES BELOW THE FOOTING ELEVATION. 2. FOOTINGS SHALL BE POURED AS SOON AS POSSIBLE FOLLOWING FOOTING EXCAVATIONS IT IS THE CONTRACTORS RESPONSIBIUTY TO PROTECT FOOTING BEARING SURFACES FROM WET WEATHER AND DISTURBANCE. A. "MUD MAT" (3 INCH THICKNESS OF LEAN CONCRETE) OR COMPACTED CRUSHED ROCK SURFACE IS RECOMMENDED TO PROTECT BEARING SURFACES. 3. PRIOR TO CONCRETE OR MUD MAT : PLACEMENT, THE TOP OF THE EXCAVATED SOIL AND RAMMED AGGREGATE PIERS SHALL BE COMPACTED WITH, A STANDARD, HAND -OPERATED IMPACT COMPACTOR (LE. JUMPING JACK COMPACTOR). COMPACTION SHALL BE PERFORMED OVER THE ENTIRE FOOTING SUBGRADE TO COMPACT ANY LOOSE SURFACE SOIL AND LOOSE SURFACE PIER AGGREGATE. 4. WATER SHALL NOT BE ALLOWED TO ACCUMULATE IN THE FOOTING EXCAVATIONS PRIOR TO CONCRETE PLACEMENT OR ALLOWED TO ACCUMULATE OVER THE POURED FOOTING. 5. EXCAVATION AND 'SURFACE COMPACTION OF ALL FOOTING SUBGRADES. SHALL BE THE RESPONSIBILITY OF THE GC. 6. THE TESTING AGENCY .SHALL INSPECT EACH FOOTING AND APPROVE IT IN . WRITING ON THE SAME DAY THAT THE CONCRETE OR MUD MAT IS PLACED. IN THE FOOTING EXCAVATION.. THE APPROVAL SHALL. STATE THAT ALL FOOTING BOTTOMS INCLUDING MATRIX SOILS AND RAP TOPS HAVE NOT BEEN . OVEREXCVATATED MORE THAN THREE—INCHES BELOW THE BOTTOM OF THE FOOTING, HAVE BEEN KEPT FREE OF WATER ACCUMULATION, AND HAVE BEEN REASONABLY. DENSIFIED WITH A HAND-HELD MECHANICAL IMPACT COMPACTOR ON THE SAME DAY THAT THE CONCRETE WAS PLACED. 7. THE GC IS RESPONSIBLE FOR MEASURING TOP OF FOOTING ELEVATIONS TO ACCURACY OF 0.01 FEET. MEASUREMENTS SHALL BE TAKEN BY A LICENSED PROFESSIONAL SURVEYOR BEFORE LOADS ARE APPLIED TO THE FOOTINGS. 8. IN THE EVENT THAT FOOTING BOTTOM PREPARATIONS, AS DESCRIBED ABOVE, ARE NOT PERFORMED OR DOCUMENTED IN ACCORDANCE WITH THIS SECTION, ANY WRITTEN OR IMPLIED WARRANTY WITH RESPECT TO GEOPIER FOUNDATION PERFORMANCE CAN BE CONSIDERED VOID. "Geopier" is the registered trademark of the Geopier Foundation Company, Inc. This drawing contains information proprietary to The Geopier Foundation Company, Inc. and its licensees. The information contained herein is not to be trasmitted to any other organization unless specifically authorized in writing by the Geopier Foundation Company, Inc. Geopier is the property of. The Geopier Foundation Company, inc. and is protected under U.S. Patent No. 5249892 and other patents pending. 4 a• 24" TYP. COMPACTED • 4 . TYPICAL GEOPIER ELEMENT NOT TO SCALE GEOPIER LEGEND SPREAD FOOTINGS TO BE SUPPORTED BY GEOPIER ELEMENTS. SEE SHOP DRAWINGS FOR GEOPIER REQUIREMENTS 20" DIA. GEOPIER ELEMENT U.N.O. * GEOPIER , ELEMENTS WILL BE INSTALLED TO DEPTHS OF 25 FEET OR REFUSAL, WHICHEVER IS REACHED FIRST. 0 20" DIAMETER GEOPIER NOTE: GEOPIER DESIGN DOCUMENTS AND PLANS ARE ONLY VALID IF INSTALLED. BY A LICENSED GEOPIER INSTALLER. 2 1 FOOTINGS TO BE SUPPORTED BY GEOPIER ELEMENTS. ++, + + + + + + + + + + + + + + + + + + + �+ + + + + + + + + + + + + + + + + + + +. + + + +' + + + + + .+ +. + + + + + + + + + • + + + + + + : + + + + + + + + + + • + + +. + + + + . + +. + + + + + ' + + + + +'+ + + + + + + + + + + + + + '+ + . + + - + + .+ + + + + + + + + + + + + + + + +. + + + + + + + + + + . + + + + + . + + + + + + + + + + + •1-: + + + + + + + + + + + + + + + y\ + + + + + + + + + + + + + + + + + +!cG.«» r�`. + • + +. + ++•:.GX•• + + + •••t:0 cf. + + + +o'�•+ + + G1 »s dr• + + + Yb. p .� +++i+ ++• ++9:++++++6 +++:+2 + + + + + +"0,;d;�. + + + + + + + 1 ...:314..;.'1..."'. ,te + + + '•�:o Gi • �, + + . + + + + + + •._ +. + + +1-1 + ++++++ ++++++ +++++ ++++1 +++ + + + + ;�' �a'�•+ + + + + + + + + + 1 + + + + + + + + + + + + '„: ,y �, h:•+ + + + + + + + + + +. . + + •..••r. y. + + + + + + + + + + + + + + + + + + + + 1 LIMITS OF DISTURBANCE: ADJACENT EXCAVATIONS MUST BE OUTSIDE THIS ZONE. IF THIS IS NOT THE CASE THE DESIGNER MUST BE NOTIFIED. 2 ADJACENT EXCAVATION DETAIL NOT TO SCALE + + + -r + + + REVIEWED FOR CODE COMPLIANCE APPROVED JAN 17 2019 City of Tukwila BU1LDiN-tom . 1‘8:-; RECEIVED CITY OF TUKWILA DEC 1 1 2017 PERMIT CENTER NEREWIED JAN 1 2 2018 REID MIDDLETON, INC. GEOPIER CONSTRUCTION NOTES & DETAILS 12 04 2017 NG AT SOUTHCENTER WASHINGTON PROJECT NUMBER 17—GNW-00722 DATE 12 04 2017 SHEET NUMBER Arionamomonmenowonamononownomn 1 Illrfl'Air,d/AIK/21 2wwwwwwwwwwwwuummammow4 Animpumminnnnmnimmmmmr n••••••5•.: r. 10) 2 1 .L IWO w:v 0-$ E4 ArilArA 1.2 04 2017 ' 1 95'.--1 0" rr FOUNDATION PLAN REVIEWED FOR CODE COMPLIANCE APPROVED JAN 17 201B City of Tukwila BUILDING_DIVISLOM RECEIVED CITY OF TUKWILA DEC 1 1 2017 PERMIT CENTER "Geopier" is the registered trademark of the Geopier Foundation Company, Inc. This drawing contains information proprietary to The Geopier Foundation Company, Inc. and its licensees. The information contained herein is not to be trasmitted to any other organization unless specifically authorized in writing by the Geopier Foundation Company, Inc. Geopier is the property of The Geopier Foundation Company, Inc. and is protected under U.S. Patent No. 5249892 and • other patents pending. NOTE: GEOPIER DESIGN DOCUMENTS AND PLANS ARE ONLY VALID IF INSTALLED BY A LICENSED GEOPIER INSTALLER. GEOPIER PLAN NOTES:. 1. THIS DRAWING IS BASED ON STRUCTURAL DRAWINGS PROVIDED BY DCI ENGINEERS. 2. FOOTING OUTLINES ARE FOR. INFORMATION ONLY. SEE STRUCTURAL AND/OR ARCHITECTURAL PLANS FOR FOOTING DIMENSIONS AND DETAILS. 3. FOOTING LOCATIONS SHALL BE IN ACCORDANCE WITH STRUCTURAL AND/OR ARCHITECTURAL DRAWINGS, DIMENSIONS, AND DETAILS. 4. GEOPIER ELEMENTS UNDER WALLS AND COLUMNS SHALL BE CENTERED UNDER FOOTINGS AS • SHOWN, DIMENSIONED FROM CONTROL POINTS ESTABLISHED FROM STRUCTURAL AND/OR. ARCHITECTURAL PLANS. PROJECT NUMBER 17—GNW 00722 DATE 12 04 2017 SHEET NUMBER