The URL can be used to link to this page

Home My WebLink AboutPermit D19-0090 - HOLDEN AT SOUTHCENTER - TOWER CRANE AND FOUNDATIONHOLDEN AT SOUTHCENTER - TOWER CRANE 112 ANDOVER PARK E Apn: 0223000045 FINALED 02/24/2021 D19-0090 Parcel No: Project Name: ~^ xx ^ Tukwila °~U~ v n oU ov Una Department of Community Development 6300SouthcenterBoulevard, Suite #ln0 Tukwila, Washington 9Ol80 Phone: 206-431'3670 Inspection Request Line: 20G'43g'9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 0223000045 Permit Number: D19'0090 ll2ANDOV[RPARK E Issue Date: 5/21/2019 Permit Expires On: 1I/17/2019 HOLDEN AT SOUTHCENTER - TOWER CRANE Owner: Contact Person: Name: Contractor. License No: Lender: Name: Address: l88278OTHELLWAY N[#110' l938FAIRVIEW AVE E, SUITE1OO' ALLIANCE PACIFIC NYV8U}KSLL[ Phone: (206)247-0972 Phone: (206)330-0618 Z5Z5ECAMELBACKROAD SUITE 5Dn PHOENIX, AZ, 85U16 ALLIAPN871LK Expiration Date: 6/12/2019 ALLIANCE PACIFIC NW BLDRS LLC Z525ECAMELBACKROAD SUITE 5OO PHOENIX, AZ,85OI6 DESCRIPTION OF WORK: TOWER CRANE AND TOWER CRANE FOUNDATION FOLLOWING THE COMPLETION OF BUILDING DEMOLITION, UNDER PERMIT #D19-0054, THE TOWER CRANE FOUNDATION AND TOWER CRANE ERECTION FOR THE PURPOSE OF CONSTRUCTION FOR THE BUILDING PERMIT D91-0026 Project Valuation: $85,000.00 Type ofFire Protection: Sprinklers: Fire Alarm: Type ofConstruction: Electrical Service Provided by: TUKWILA Fees Collected: $2,687.40 Occupancy per IBC: Water District: TUmN|LA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila. m~ \~ X: �40' 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: VVACities Electrical Code: VVAC29646D: y Code: 0707 21 Public Works Activities: [hxnneUzahun/Sthping: Cu/b[ut/Access/Sdmma|k: Fire Loop Hydrant: Flood Control Zone: Hau|in0/OveoizeLoad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized SignatuY- Volumes Cut: 0 Fill: D Number 0 No | hearby certify that | have read and examined this permit and know the same to be true and correct. All provisions oflaw and ordinances governing this work will hecomplied with, whether specified herein ornot. The granting ofthis permit does not presume togive authority toviolate orcancel the provisions ufany other state orlocal laws regulating construction orthe performance nfwork. |amauthorized tosign and obtain this development permit and agree tothe conditions attached tothis permit. Signature: Date: This permit shall become null and void J the work isnot commenced within l8Odays for the date ofissuance, orif the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: 'PUBLIC WORKS PERMIT ODND[OONS*** Z: Prior noerecting the crane mast above the 200 feet threshold applicant shall submit copy of FAA approval. G: 1) Obtain approval from Labor & Industries prior to placing crane in operation. 2> Provide a safety/basic operations briefing to Tukwila Fire Dept. personnel prior to placing crane in operation. 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #243hand #2437) 4: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval ofsuch condition orviolation. 5: These plans were reviewed byInspector Sll. |fyou have any questions, please call Tukwila Fire Prevention Bureau m(206)575-4u07. CITY OF TUKCI:L A community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TulcwilaWA.gov Building Pe No. 5- 00q0 Project No. Date Application Accepted: Date Application Expires: 91.—Ir. oroi ce use onl 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: 112 Andover Park E Tenant Name: Holden of Southcenter King Co Assessor's Tax No.: 022300-0045 Suite Number: Floor: New Tenant: Yes 0 ..No PROPERTY OWNER Name: Beta - Tukwila, LLC Address: 18827 Bothell Way NE, #110 City: Bothell State: WA Zip: 98011 CONTACT PERSON — person receiving all project communication Name: Alex Dalzell Address: 1938 Fairview Ave E Suite 100 City: Seattle State: WA ZAP: 98102 Phone: (206) 257-0972 Fax: Email: alexd@urbalarchitecture.com GENERAL CONTRACTOR INFORMATION Company Name: Alliance Pacific Northwest Buildersd 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.: ARCHITECT OF RECORD Company Name: Urbal Architecture Architect Name: Chad Lorentz Address: 1938 Fairview Ave E Suite 100 City: Seattle State: WA Zip: 98102 Phone: (206) 257-0972 Fax: Email: chadl@urbalarchitecture.com ENGINEER OF RECORD Company Name: DCI Engineers Engineer Name: Anthony Sorentino Address: 707 W 2nd Ave City: Spokane State: WA Zip: 99201 Phone: (509) 227-5733 Fax: Email: asorentino@dci-engineers.com LENDER/BOND ISSUED (required for projects $5,000 or greaterper RCW 19.27.095) Name Address: 152 A c) 5 ttv ore - City: State: , Zip:cis i 0 scon_ri_t_ H:1ApplicationsTorms-Applications On Line \ 2011 ApplicationsWermit Application Revised 8-9-11:doex Revised: August 2011 bh Page 1 of 4 j (contractor'sprice): V 000 Existing Building Valuation: $ 1,039,000 Valuation of Project bid rice : $ 5, Describe the scope of work (please provide detailed information): Tower Crane & Tower Crane Foundation permit Following the completion of building demolition, under permit # D19-0054, the tower crane foundation and tower crane erection for the purposes of construction for the building permit #D91-0026. 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 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1°` Floor 2"d Floor 3rd Floor 4th Floor 5th Floor 6th Floor 7th Floor 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? ❑....... Yes ❑....... No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ .......None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2"x II" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. WAApplications\Forms-Applications On Line\201 1 Applications\Remit Application Revised - 8-9-I I.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT T ON — 20 3-0179 Scope of Work (please provide detailed information): N/A Call before you Dig: 811 Please refer to Public Works Bulletin for fees and estimate sheet. Water District o ...Tukwila 0 ...Water District #125 0 ...Water Availability Provided Sewer District ...T a El ...Sewer Use Certificate Highline 0 ...Valley View 0 .. Renton ... Sewer Availability Provided 0 Renton .. Seattle Septic System: EI On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): o ...Civil Plans (Maximum Paper Size — 22" x 34") El ...Technical Information Report (Storm Drainage) 0 ...Bond Insurance Easement(s) Proposed Activities (mark boxes that apply): El ...Right-of-way Use - Nonprofit for less than 72 hours Ej ...Right-of-way Use - No Disturbance 0 ...Construction/Excavation/Fill - Right-of-way Non Right-of-way 0 El ...Total Cut [2...Total Fill cubic yards cubic yards 1:1 Geotechnical Report O .. Maintenance Agreement(s) El ...Traffic Impact Analysis 0 ...Hold Harmless — (SAO) El ...Hold Harmless — (ROW) El .. Right-of-way Use - Profit for less than 72 hours .. ▪ Right-of-way Use — Potential Disturbance o .. Work in Flood Zone o .. Storm Drainage 0 ...Sanitary Side Sewer El .. Abandon Septic Tank 0 ...Cap or Remove Utilities 0 .. Curb Cut ...Frontage Improvements .. Pavement Cut 0 ...Traffic Control .. Looped Fire Line 0 ...Backflow Prevention - Fire Protection Irrigation If Domestic Water I> El ...Permanent Water Meter Size... ". WO # 0 ...Temporary Water Meter Size .. fl WO # 0 ...Water Only Meter Size. 5, WO # 0 ...Sewer Main Extension ..... ........Public El Private 0 0 ...Water Main Extension Public 0 Private D E] .. Grease Interceptor O Channelization 0 .. Trench Excavation O .. Utility Undergrounding 0 ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: Zip City State HAApplicationsWornis-Applications On Line \ 201l Applications1Perrnit Application Revised - 8-9-1 I.does Revised: August 2011 bh Page 3 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 OWNER OR AUT, Signature: Date: 03/14/2019 Print Name: Alex Dalzell Day Telephone: (206) 676-5649 Mailing Address: 1938 Fairview Ave E Suite 100 Seattle WA 98102 City State Zip HAApplicationsWorms-Applications On Linet2011 Applications\Pennit Application Revised - 8-9-1 l,docx Revised: August 2011 bh Page 4 of 4 Receipt Number R17173 DESCRIPTIONS PermitTRAK ACCOUNT 1 QUANTITY ., PAID $2,687.40 D19-0090 Address 112 ANDOVER PARK E Apn: 0223000045 $2,687.40 DEVELOPMENT $2,618.34 PERMIT FEE R000.322.100.00.00 0.00 $1,381,27 PLAN CHECK FEE R000.345.830.00.00 0.00 $897.83 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $25.00 STRUCTURAL CONSULTANT R000.345.830.01.00 0.00 $314,24 TECHNOLOGY FEE $69.06 TECHNOLOGY FEE , TOTAL FEES PAID BY RECEIPT: R17173 R000.322.900.04,00 0.00 ...' :: $69.06 $2,687,40 Date Paid: Friday, March 15, 2019 Paid By: HOLDEN AT SOUTHCENTER LLC Pay Method: CHECK 1037 Printed: Friday, March 15, 2019 3:11 PM 1 of 1 SYSTEMS Permit Inspections City of Tukwila Permit Number: D19-0090 Applied: 3/15/2019 Approved: 4/25/2019 Issued: 5/21/2019 Finaled: 2/24/2021 Status: FINALED Parent Permit: Parent Project: Details: Description: HOLDEN AT SOUTHCENTER - TOWER CRANE Site Address: 112 ANDOVER PARK E City, State Zip Code:TUKWILA, WA 98188 Applicant: HOLDEN AT SOUTHCENTER - TOWER CRANE Owner: BETA TUKWILA LLC Contractor: ALLIANCE PACIFIC NW BLDRS LLC TOWER CRANE AND TOWER CRANE FOUNDATION FOLLOWING THE COMPLETION OF BUILDING DEMOLITION, UNDER PERMIT #D19-0054, THE TOWER CRANE FOUNDATION AND TOWER CRANE ERECTION FOR THE PURPOSE OF CONSTRUCTION FOR THE BUILDING PERMIT #D91-0026. IliWCP SP GIT 0 S SCHEDULED DATE COMPLETED DATE TYPE INSPECTOR RESULT REMARKS CONCRETE SLAB Bill Centen Notes: FOOTING Bill Centen Notes: 11/15/2019 11/15/2019 FOOTING Lee Sipe NOT APPROVED Notes: NOT READY No Special Inspection report. No plans on site. 12/11/2019 Any 12/11/2019 CONCRETE SLAB Bill Centen PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 12/10/2019 11:18 AM Michael Ruby Contact Name: Michael Ruby Site Address: 112 ANDOVER PARK E Phone: 2064273547 e-Mail: mruby@allresco.com 12/11/2019 - BC Partial *Level 1 (Area 1) Footings and concrete slab -Ok to pour per special inspectors approval. 12/18/2019 12/18/2019 FIRE FINAL Brian Lucero APPROVED Notes: Crane installed and all conditions have been met. Printed: Wednesday, 06 October, 2021 1 of 2 • r4 SUPERION 3/17/2020 Any 3/17/2020 CONCRETE SLAB Darrin Graham NOT APPROVED #1 Provide special inspection report Notes: 3/10/2020 9:46 AM Michael Ruby PM Inspection Please Contact Name: Michael Ruby Site Address: 112 ANDOVER PARK E Phone: 2064273547 e-Mail: mruby@allresco.com 2/24/2021 AM 2/24/2021 BUILDING FINAL** Lee Sipe APPROVED 206-552-6918 Aaron Meadows Notes: Construction crane has been removed. Printed: Wednesday, 06 October, 2021 2 of 2 it SUPERION _DCI Er1GIrlEER5 E Washington Oregon California Texas Alaska Colorado Montana FILE STRUCTURAL CALCULATIONS HOLDEN AT SOUTHCENTER SUPPLEMENTAL PERMIT CALCULATIONS TOWER CRANE REVIEW 1 Prepared for: Urbal Architecture 1938 Fairview Avenue East, Suite 100 Seattle, WA 98102 \ck 00,0 E [MED APR 0 5 2019 Zvzoo 5•-0(..D2. REID MIDDLETON, INC. APR 1 17niq REID MIDDLETON, NC April 03, 2019 DCI Job Number 18041-0236.00 707 W 2nd Avenue Spokane, WA 99201 Phone (509) 455-4448 Service Innovation Value ommo enGineeRs Project No. heet No. Project 14-0L-f) Subject TC.9 e 'r/toac lvla—v,,+- Looc? k 4 -r c 2,D.S L- zI9 "?- ±. )'419c I 6"- cd 1-4 7S DL Qu p 6: Date SEE TOWER CRANE CUT SHEETS AT AFTER RAM CALCS THIS IS A REPRINT OF PREVIOUS CALCULATIONS PROVIDED ADDITIONAL INFORMATION note this is for the minimum amount of the mat slab required for the tower crane to be erected. full mat slab design is part of the foundation permit and includes all the building loading. That design controlled the reinforcing this is mainly verifying soil bearing to verify no overturning during erection. Holden Mat Slab TC only.cpt 4/3/2019 RAM Concept © 2019 Bentley Systems, Inc. RAM Concept"' is a trademark of Bentley Systems 7.1 Holden Mat Slab TC only.cpt - 4/3/2019 Table of Contents Materials 3 Loadings 5 Load Combinations 6 Mesh Input: Standard Plan 19 Other Dead Loading: All Loads Plan 20 Live (Reducible) Loading: All Loads Plan 21 Ultimate Wind East Loading: All Loads Plan 22 Ultimate Wind North Loading: All Loads Plan 23 Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Max Mx Plan 24 Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Max My Plan 25 Factored Wind LC: 1.2D + fiL + 0,5Lr - 1.OW: Max Mx Plan 26 Factored Wind LC: 1.2D + fiL + 0.5Lr - 1.0W: Max My Plan 27 Design Strip: Latitude Design Spans Plan 28 Design Strip: Longitude Design Spans Plan 29 Soil Bearing Design: Min Soil Bearing Pressure Plan 30 Design Status: Status Plan 31 Design Status: Top Reinforcement Plan 32 Design Status: Bottom Reinforcement Plan 33 Table of Contents - 2 Holden Mat Slab TC only.cpt - 4/3/2019 Materials Concrete Mix Mix Density Density For fci fc fcu/ fcu Poissons User Eci User Ec Name (pcf) Loads (pal (psi) (psi) (Psi) (Psi) Ratio Ec Calc (psi) (PSO 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 4500 150 150 3000 4500 3725 5590 0.2 Code 2500000 3000000 Materials - 3 Holden Mat Slab TCnnly.cp 4/3/2019 Loadings N�"=N~ m�ngs Loading Alame Self -Dead Loading Balance Loading HypentaticLoading Temporary Construction Kt Stressing) Loading Other Dead Loading Live (Redudb|c)Loading Live (Unmdudb|e)Loading Live (Storage) Loading Live (ParWny)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 Hypeotabc Stressing Dead Dead Live (Reducible) Live(Unedudb|e) Live (Storage) Live (Parking) Livc(Rooq Snow Ultimate Wind 1 Ultimate Wind 2 Ultimate Seismic 1 Ultimate Seismic z Analysis Normal Normal Hypentatic Normal Nnnna| Normal Normal Normal Normal Normal Numna| Nvnna| Npnna| Normal Normal On -Pattern Factor l 1 1 1 1 1 1 z 1 I 1 1 1 1 Off-Pattem Factor 1 1 z � � O O O 0 U l 1 1 1 Holden Mat Slab TC only,cpt - 4/3/2019 . Mesh Input: Standard Plan l .b Hpni Sum.; beam OApelbnin bioh Mum; Sob Amai bkkmnano; Slab Am. Corartta ooitnla; Slab Ama PnetBn.; Slob °pony.: SMbopnnip P.M.: Paint Supports; Point SappaM1 teem; ttm Nippon.: Line Supped lean; Mil. Ahern; WNb Beltiy pnlumm Above; Loh:m .8elgrry Column Humber.; Point SprM1 tott pobn Sprbq Icon.; Point Sp&p Bat.Hluaa HPAnrsB Mesh Input: Standard Plan - 19 Holden Mat Slab TC only.cpt - 4/3/2019 Other Dead Loading: All Loads Plan Pelt*Rr Data., LeMe; PONt Wd tem: Peed bd. Roe, Um Louis: lbw bawd bionic Um Lead R.N.; Me Loads: Area Loud Ram: Area LeedVelueu beer Nan.; (leer Lin, llur4bm»Iona: Webenut We Ann: Web Above; Rahmn Above( mms Abmu; VAW Ebnama earow:uNt ram OudN OMy.Gbvnn£a+um Abe, wenmrtSmem eeteu; SW e.mens:SHb EknaMamm.4; Scab titan Live {Reducible) Loading: All Loads Plan LM (Reducible) Leedlp: Uur hoes: blur Notes; U..e UArembna: Potel Loads; PONaLOM kam; Pond Load W Wes; Um Lolls; Um base tare; L. La.d WMn.Ava Loads: Area Le.dlmm; Area Load valor; Et Well Elements User LN..: Ueerxane; Uu(OMemb$ Selves WWU Element. Abaco: Wel Bounded Outrun Rimy, RebPm Ebmenb O.loAL, RaNPon EbmeMs Above: Gbh Ebmema: bleb Element Ruble Only; Holden Mat Slab TC only.cpt - 4/3/2019 Other Dead Loading: All Loads Plan - 20 Holden Mat Slab TC only.cpt - 4/3/2019 Ultimate Wind East Loading: All Loads Plan 4.1 WinitV Our tines. thv We, Usit, Otmen+.110;14. Lot. Palott.....0.....0•60., tArxammic ixerto0.1notuott.11.16 Aro. los,* lin. ie. Iwo; NtlatoadVAlua. *rowing $ow. thou Linea; Um' Aim User 111:riembn, Cirmtnt: W400...10 121a.1.11Elania it.00vc Elarlombut.l.fy; Column tiv..864A, CoIumn Morns. Moms, $141, Elamon. $41, £1.nskrat Own. CP* .1:300 ,faa-513 ,f .1 a 0ir413 Holden mat Slab TC only.cpt - 4/3/2019 Ultimate Wind North Loading: All Loads Plan tillimat•VoInd Nerth1.40[10tp:U., Wit.: lbw Iho-Olonorallorm Pa1rn WA.; Patrol.. Ms: PeAm bae Wu.; Line Leads; U. 41.11.1.1. Unitte. Ans 1.0.1, Are. 1....cor, Va., OnnufnOmpott Us.r 1.1., Wow Naas; tImer erne.: WAII Meow. 0.1.4 Elam. Abe, Ord, Calmtnn Elorncts Veto. Mem,. Maw: 01n4 ESerner. gum. ow. Only, Ultia 4. 1.0 Ultimate Wind East Loading: All Loads Plan - 22 Holden Mat Slab TC only.cpt - 4/3/2019 Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Max Mx PIE rub,. WWI LC: 13O •LC. a 01. a 1A. Y3rcetkea; Coo Nuu; User Oimemsbw; Drawing *Von:Ow Une.; Ou. W W s; Use*: EMwm: Wan Ebmaws St., Wall Elms. AOow: van Et•mem Ooll. Only; Column Et.m.nes nein, Column Elem .. Avow; Slab EMments; Stab iNwam Outline any; Salent:000 Eubn l YAW LC: MI. CIL • 05. • UM-Oen., Momem POI (WAmum Nihon) Ixrxi. OtrecunO 4w ComOu. • S IOw nnn wtw• 41s0 nq. a(100.a.stnry FOX Value • I51.2 an.(107.140.00( Holden Mat Slab TC only.cpt - 4/3/2019 Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Max My PIE ntesonaVardLC:1.21:1•I%.O.U..00,WetLln..:E�wnn.,Unto On.wWw: EIMMO: CeerUws: Cur Nobs: Coo Ot0w : W101 MW Wall E OM. E•Onn wall EMmem...wWO. E MMA DUSIm Only: Column Were.. Eobw: <Wumn Elements Mow; Slab MM. Sts0 ENmena Outline Only, 1:a00 YU•1.0W B•nopmm.nt pint (Maximo 141w4) OLl Yts DF:a[Kib on, vnw•.o.E laps (10ey00nt Mae yaw..153Jlcbaglr02,17.02I Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.OW: Max Mx Plan - 24 Holden Mat Slab TC only.cpt - 4/3/2019 Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.OW: Max My Plai Fen...%M4 LC: t04• Oat +CS, IOW Ow., Uwr Nola. U.ar Ohwn9aw: DowbgWon Ow ow: Ow. Wow Uwr : rn Wan Mono. Wigan WO Varna. Abe, W, el Vow» OOOMa Oalweal onConen4.Nam: eowmn Swoons Alm: Ekb Wen..., 0400.mM OUMw Onto EGN4kaw caowee WWI LC: 110 a fN.O.sU-t.AW.OwW'q Wn'rnt Plo! INt*Imam Wlwa) (NASI.Oimdkni On. C.o.°.x a IOpa OM who a -Obi HIP.011PIA9.n} max wiw.iHYY MIpa 01(I1,tl.A,Amin) Holden Mat Slab TC only.cpt - 4/3/2019 Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.0W: Max Mx Plai F.mowd Wl011e:1.20 • 01+034r-1.8W: Uwe On, Uxar wow.; U.ar Climax Ono., Imwrl: Mar Ilml.; Ua.. Neon. lbw Ohwwlow; Warm. Wall Ekon.. Malmo NW Elements Above; Mil Ekmanl :hllbw OnNI nohow Done Ocala •I O annw0le: 120 1.834r-1.9W-SaMMa Onnwm WO(14x+Ammm wlw.IfA-A.k Wn.. On2 0. ontour.510, Nln Oalw 1gpa g ttof.id.ta} W. wbw 1]IS gp.p(Ipa&.<e,]3) $kE£lanwm.: ekb Ckmnt Omllw On Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.0W: Max My Plan - 27 Holden Mat Slab TC only.cpt - 4/3/2019 Design Strip: Latitude Design Spans Plan 8.1,5trly: Spam Ef.ndavi.; Lalliade elScri..115.5 0.5s,teitula liaundsr.,Latuta 5S5a,S55 .0,1, Martian; thar thasOisanst., Ors.v MSC Walla Afx, Column khan: °errant Column Eleme...itr, 6.1. Elements: di igmmer Oullne Only. Scala • 1100 \ Holden Mat Slab TC only.cpt - 4/3/2019 Design Strip: Longitude Design Spans Plan St4*111.1.1.1; (her Ha.; U..�a.;Lqlt4.S5L LOrfpltudii 551.1555 Ratchi, Lensta (15a, Larbpituda span tanpfnafa 5111 Eleundarim: Drawing timt: ...Ns; User Iltrearal., Elemrst Wall Mom. N., Wall Elements E.enent 0.11. Onhr; Wm.. Ha, Cag. E... Ala., 5...1.00 Design Strip: Latitude Design Spans Plan - 28 Holden Mat Slab TC only.cpt - 4/3/2019 Soil Bearing Design: Min Soil Bearing Pressure Plan Br.0400 0000001110, tlr000 Use t1.004; .100 D.0000,, t.00,000 .0.00,0j4.10... NAM, v.., Impart UurOhnkrtsfanc 100.0e.0.1140•000.013010K.A100,00nis AILKIM Elmo0 .000 00,0,0.410n0iP00000013.50w; Column fivnonl• 04,000: 5104 Elem.., SW> 01.000. 90010. Ont, Sc. 01:100 &>013.0109 Mar Wetiul 00000,000 Net (ISnirnurn .1.00 b-7-711111100111=11 0 40 BO 120 060 200 ND —no 320 Maw 49120,1 per it (109.0,415.6) fie0 V0.00 300.4 00, (105.2,04.09) Holden Mat Slab TC only.cpt - 4/3/2019 Soil Bearing Design: Max Soil Bearing Pressure Plan 00.0, 00101; User I10000•1000; tAnnutle Span .01,1.000.010 5,0 00$10040 Laihmie 0.5 0000010; L.010.10 OS 0121000; PO 000400; 4n.; Oro mow %hot Olm.s.s; 1.00000 W00 V.v. IN00 Bang. Abo, 4.40 EIIrmtnt Ow. Only; G010001 01.00000s 0•10w; 0040mn Cunt. Alm; 0101, 04 rm.; 0104 0110,40t 00t000 001y; 0400, law so SO. Vert...lana Mot SOO 309 044 SOO WO 000 009 ova 1004 100,0000 0 ma wig teer-raim tbm trs, mox,..) Soil Bearing Design: Min Soil Bearing Pressure Plan - 30 Holden Mat Slab TC only.cpt - 4/3/2019 Design Status: Status Plan Design Status: User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; Span Design I Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Eleme Scale = 1:100 ci 0 2C-1 2C-2 OK OK 1C-1 OK <9, 0 2C-3 OK 1C-2- 1C-3 OK Ei OK Design Status: Status Plan - 31 Holden Mat Slab TC only.cpt - 4/3/2019 Design Status: Top Reinforcement Plan be.go Ws.; Unos; No.; We...Mow 1rne Sport Owls.; tenoltutle SpwlikAp.; Span Ouipn Tap Hon; 0.1go Otoviptiana; Le.. OS riestna; Lanes,* OS 0,-.SIM UNtr Unec Us., Mots, Use= 0.0: Coman, Vomoot. ftlave,01Elsownts Mgron Elen.ra 13.t. 00, 4.Iumn Elamekau Rea,elisenn Omens Above; WA Elemeet. EGI.4tmetrt Outirme Only. Re.oreamora: Top Foca Concerto -seed Rol.; MR Faces -cement,* PAInt, MA* Fa. C•onuretratut Ralf, Cams ranted Point Ilestaipilono, Top fi.otaO Rob, OW... DeacepOon, ther rnmeivitrstet1 Lone.. Slav Conan.. Re.; lstitudo Uoor01.2.1. Scala +1;300 0 a g is,ai,' or" 0 0 Holden Mat Slab TC only.cpt - 4/3/2019 Design Status: Bottom Reinforcement Plan 61.6, .1.• %ANN. 115 0.1,p, DS cwt.. sowrn ea ro U... Moto. Ulu Mewing Import Usor Nauks, User On., Mar Diolorniere: Imo, .40; lobArtaT ItIcIr.ssoC amant W4111.1sont4 AM, Wall Deft. War, emelt outa. A., Wu/. Mealy. Bele.: S. Mew., Rel.° mom., L.otlY. MA, Fteint„ User...m0441404., bottom fa. Colstentra..int: Bah ....man.. Reke, olula Amot Goma.* RuM1, Conon.* tvf nt.tacription., latOodo One t MOO.. Ref ov, tiomm F 0414Kned lierb Mau.. Amt. Fa. 3.14 *1:311,1 ,y0 39 0 sa S. wso Design Status: Top Reinforcement Plan - 32 AKMORROW 3218Pringle Road GE Salem, OR 87302-6313 USA P.O.Box 33OG Salem, OR 97502'0300 vmmm.monowequipment.com To: Dean Hunter Alliance Pacific Northwest Builders E-mail: dhuntor00mUmosmo.00rn Phone: 206'794'0044 itegury: Specifications 3ubieot: Temporary construction tower crane reaction forces Project: Alliance Pacific Northwest Builders Holden atSouthomntmr Tukwila, WA Thursday, September 27, 2018 RefNc Pages: JubNr COR4U944 1 of 2018-0421 �aoage: Please find attached reaction forces and tower crane anchor stool embedment requirements for the concrete footing design for the following freestan(:Uing tower crane: AUebherr31GEC-H12with 164ft. HRand 184ft. HUH. Please note that the reaction forces indicate that they are ^Pre|iminary.^ They are preliminary only with regard 0unot having received contracts yet. These reactions are valid for construction only for the configuration indicated on the Footing Loading sheet. Please feel free to call if we can be of any further assistance. Best regards, From: Garrett Schra Project Manager Engineering Department Ext.322 Copies: File, Andrew Morrow Jcsie Crutch Engineering Assistant Operations Department Ext. 320 . JKMORROW Footing loading �K�� " ~=��~.. .�� "~=��d«««g 3218Pringle Road, GE Salem, Oregon 97302-1544 USA P.C).Box 3306 Ph: 85U3\585'5721 Salem, Oregon 87302-0306 Fax: 8030315-1297 USA vmxmv'morr0vvequipmenLcom Status PRELIMINARY Reference #:1 of Equipment: Liebherr31G EC~H 12 Reach, ft.:1G4 Height, ft. :184 56.20 (mA�50 Comments: Top climbing unit MUST belowered mrremoved. LKA2mode not permitted. Forces meet urexceed ASCE7.110mph.Exp. Cwith ASCE 37-14 reduction factor8.85 for periods up to 2years. d M:Overturning moment H: Horizontal load at the top ofconcrete V:Vertical load K0d:Slewingtorque moment about the centerline of the tower All loads are reported at service level. Mode M H V Md In Operation 3.147.915 ft-|bo 8.092 |bo |bo 211.880 ft-|bo 4,268 kNm 40 kN 1.001 kN 287 kNm Out ofOperation Storm from Rear 2,308.570 ft-|ba 27.202 |bo 208,398 }ba O ft-|bo 3.130 kNm 121 kN 027 kN 0 kNm Out of Operation Storm from Front 4, _ft-lbo21,8U6 5.436 kNm 87 |ba kN 209522 |be kN U f-|ba 932 O kNm In Erection 1.874.145 f-|bo 7.194 |bo 138.932 |bu U ft-|ba 2.541 kNm 32 kN 618 kN -- 0 kNm General Notes The contractor shall be responsible for the proper design and construction of the tower crane footing, observing all |000|, state orprovincial and federal codes. The crane footing shall be designed by a professional engineer registered with the local jurisdiction. The engineer shall accomodate project specific conditions such as allowable soil bearing pressure, differential settlement, and water table influence. Per USDOL OSHA § 1926.1435(b)(4)(i), the controlling entity responsible for the installation of the foundations and structural supports must supply a letter, to the A/D direubor, stating that the tower crane foundations and structural supports are installed in accordance with their design, prior to crane erection. The tower crane design ieper D|Ni5U18. Tower Crane Wind Design Criteria iashown unthe attached sheet. Footing loading accounting for site specific wind criteria can be provided upon request. The footing loads are only valid for spread footings. Pile supported footings orsteel supports shall have a dynamic factor added bnthe In Operation Load Case, for service level loading, k4x 1.1. H x 1.1.Vx 1.1. K4dx 1.5 The loaded deflection of the structural support must not allow the tower base to rotate more than 1:500. The foundation anchors shall be secured to a tower section and held plumb and secure to a tolerance of 1:500 while the concrete footing iubeing constructed and cured. Foundation anchors are not tobereused. The concrete must reach a minimum strength of 4500 psi before erection of the tower crane. Areduced value may be applied based nnsite specific criteria. Footings deeper than the minimum depth require vertical tension reinforcing totransfer crane anchor uplift forces. In Operation is restricted to windspeeds up to 40 MPH. If windspeeds exceed, or are anticipated to exceed 40 MPH, the tower crane shall be placed Out of Operation and the tower crane allowed to weathervane 360 degrees. .The contractor shall verify all dimensions and site conditions prior to starting work. Any deviations from these documents shall be brought to the immediate attention of the Morrow Engineering Department. 27/2018 Prepared by: Josie Crutch Checked by: �� 6 .� Climbing side ( K'braoo eiUo ofupper tower) Liebhon28O HC Foundation Plan NT8 Tower section climbing side (K-brace side nfupper tower) Base tower section 21 MC29UFAr anchors Mn|d 10 1/2^ 1 \ Concrete leveling pads: V'0^square with shim pack. Liebhon28n MC Foundation Section NTS Hold 205mm Reinforcing steel top & bottom each way per design NOTE: The climbing side of the crane MUST be perpendicular to the fuuo of the structure orline ofclearance for proper climbing and dismantlement of the crane. Reinforced base section must boaligned for pomonoU. Reinforcing etoo| top & bottom each way per design 70mm / | | � I 76mm NOTE: The foundation anchors shall be secured to utower section and held PLUMB and SECURE to o tolerance of 1:500 vertically while the now foundation iabeing constructed and curing. Any FAILURE to follow this procedure could result in misalignment of the tower crane and costly corrective measures. �k�� Equipment �� N�� mu**��wmmw ��mm�� C 0 M P A N Y, L. L. C. The American Home of LIKOKERR 3210 Pringle Rood S.E. P. 0. 8ox33U6 Ph: (503) 585'5721 Fox: (508) 815-1297 So|em, Oregon 97302'0306 U.S.A. Email: engineering@noorrow com Foundation ^� t' � using �n | ' �� O[l A�� //�� u-u� /'`� Base � Tower ��7- � � Section �� Jnb#: Date: 12'28'17 Dr. by: VVC Ok. by:GJS Pago� 0f Liebherr 21 HC 290 FAr Foundation Anchor 90048643 N O = E L) C0 N E E O Plan View Top of Concrete 3 3 Elevation View Morrow Equipment COMP A N Y, L. L. C. LE ThIy American Nunn of BHERR 3218 Pringle Road S.E. P, O. Box 3306 Salem, Oregon 97302-0306 U.S.A. PH: (503) 585-5721 Fax: (503) 315.1297 Email: engineering@morrow.com Liebherr 21 HC 290 FAr Anchor Stool Detail Job #: Date: 4-26-171 Dr. by: EB Ck. by: MLS Pa of Tower Crane Wind Design Criteria Morrow Equipment Company, L.L.C. provides tower cranes based on the standard manufacturer's loading. The standard manufacturer's loading for all of our models from Liebherr, Pecco, and Wolff, follow standards which have a maximum storm wind speed Out of Operation of 94 mph, and an In Operation maximum wind speed of 45 mph. Each of our tower crane loading reports, for both the footing and the tie-in, reference the manufacturer's design standard for the specific crane in question. Wind pressures for each of the three standards that are used in our fleet are provided below: DIN 120, DIN 1055 (referenced in DIN 15018 & 15019), and FEM 1.001. The DIN standard is the Deutsche Industrie Norm, German Industrial Standard, which can be found at www2.din.de The FEM standard is the Federation Europeenne De La Manutention, European Federation of Materials Handling and Storage Equipment, which can be found at www.fem-eur.com If this standard tower crane wind design criteria does not meet site requirements, footing loading accounting for site specific wind criteria can be provided upon request, for a fee. DIN 120 wind nressures In Operation Out of Operation t peed mph Monitored YIN Pressure I Height psf I ft 49 Y 6,144 Full Height 80 N 16.4 Over 0' to 65.-7" 94 N 22.5 Over 65'-7" to 326-0" 102 N 26.6 ' Over 328-0" DIN 1055 wind pressures (referenced in DIN 15018 8 peed mph Monitored Pressure I Height Y/N I psf I ft In Operation 45 Y 5.2 Full Height Out of Operation 63 N 10.4 0 to 26'-3" 80 N 16.7 Over 26'-3" to 65.-7" 94 N 23 Over 65'-7" to 328'-0" 102 N 2(.2 Over 326-0" FEM 1.001 wind pressures In Operation Out of Operation pee. Y oni ore. mph Y/N 'ressure psf "eig ft 45 Y 5.2 Full Height 80.5 N 16.7 Over 0' to 65'-7" 94 N 23 Over 65'-7" to 328-0" 103 N 27.2 Over 328'-0" 15019) In Erection wind is specified by the Manufacturer in the manual, and may vary per crane model. Per USDOL OSHA 1926.1417(a): "The employer must comply with all manufacturer procedures applicable to the operational functions of the equipment, including its use with attachments." AL MORROW 3218 Pringle Road S.E. P. O. Box 3306 Salem, Oregon 97302-0306 U.S.A. PH: (503) 585-5721 Fax: (503) 315-1297 Email: engineering@morrow.com Tower Crane Wind Design Criteria DIN and FEM Standards ob #: Date 5-16-14 The lArncricantHome of LI Dr. by: WJS Ck. by: MJQ Page: 1iof{ AkMORROW Morrow Equipment Co, LLC^32/8Pringle Road SE,POBox 3306^Salem 0R A7302^USA ��585.572/,��363./172^moxrow.com^info@morrow.com February, 212019 Dean Hunter Alliance Residential Holden at5muthcenter 1lIAndover Park East Tukwila, VVA98l88 Mr. Hunter, REVIEWED CODE COMPLIANCE 1. APPROVED APR 2 3 2019 CitY of Tukwila BUILDING DIVISION The Uebhen316E['H12that will beused for the Holden atSouthcenterproject inTukwi|ausesconnponentsdesi@ned and manufactured byLiebherrwhich include the concrete anchors. Footing forces reported for the crane are also provided by the manufacturer and not engineered by Morrow. Morrow certifies the footing loads are per the manufacture published in the crane operation manual and that the anchorage provided the Liebherr 316 EC-H at Southcenter project are manufacturer components. Best regards, Hatem Bedair, MID'P.E. Engineer Manager 11 Tel (S03)58S'S721x30Z Fax (5O3)]6s'o7o h.hedair(amornow.cum monnw.mm 3218Pringle Road 6E p.p.]306 Salem, OR97302USA Gaffett Schra Engineer/ Project Manager 11 U� MORROW Tel (SO3)585'5721x3]2 Fax (5O3)363'1172 n.ychra(cbmurrow.mm morrow.com 3Z18Pringle Road SE p433U6 Salem, OR973O2USA RECEIVED ��'��_ .~.. . -~. .~°..WILA �� ."�= " � ��»�PERMIT CENTER Corporate Headquarters 'xu/nPringle Road os`poBox oxoo`Salem, o/ormm`USA GEOPIER® FILE TO: Mr. Eric Peterson Alliance Residential Company SUBJECT: Design Submittal Geopier Ground Improvement Holden Development — Tukwila, WA Dear Mr. Peterson: Geopier Northwest 40 Lake Bellevue, Suite 100 Bellevue, Washington 98005 Tel. 425.646.2995 - Fax 425.646.3118 www.geopier.com January 7, 2019 REVIEWED FOR CODE COMPLIANCE APPROVED APR 23 2019 City of Tukwila BUILDING DIVISION This letter and the attached documents represent our design submittal for Geopier® soil reinforcement at the site of the planned Holden 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 September 7, 2018, has been used as a basis for our design. The subsurface conditions below the existing grades consist of a thin crust of 5 ft of very stiff sandy clay to dense sand crust overlying soft to medium stiff silt and clay to up to 15 ft over layered loose to medium dense silty sand and medium stiff to stiff clay to depths of 55 to 60 ft over a thick layer of medium stiff clay extending to depths of 100 to 120 ft, the maximum depth of exploration. Groundwater is estimated at a depth of 15 to 20 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-lmpact 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 28 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 overall spacing of 7.5 ft o.c. with an approximate equivalent spacing of 6.5 feet -on -center underneath the mat foundation and 5 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. Also, per the request of the geotechnical engineer we have included a row outside of the building on the river side of the building. RECEIVED CITY OF TUKWILA MAR -1 5 2019 Geopier and Rammed Aggregate Pier' are registered trademarks of Geopier Foundation Company, 'PERMIT CENTER IVA I Holden Development Tukwila, WA January 7, 2019 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 615 Geopier elements to a maximum depth of 28 feet below the ground surface. The installation of the piers will displace over 1,600 cubic yards of subgrade soil that will be replaced with approximately 2,300 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 = 2 inches 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 less than two inches. A majority of this settlement should occur during construction as the load 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 1 1 5 % of the design load. We will also be conducting four post -installation CPT's and will provide a signed and stamped liquefaction mitigation letter with liquefaction analysis which documents our ground improvement meeting the project performance criteria. Holden Development Tukwila, WA January 7, 2019 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. Attachments: Geopier Foundation Plan and Construction Notes, Sheets GP0.1, GP1.1, and GP1.2, and Geopier Capacity and Settlement Calculations, PROJECT: Holden NO: GNW872 DATE: 12/16/2018 ENGINEER: BCM RAMMED AGGREGATE PIER' DESIGN FOR MatWidth 100 ft Mat Length 230 ft Mat Area 23000 sq. ft. Equiv Width, B 151,7 ft Floor Pressure 1000 psf Dgw 18 ft 7 soil 125 pcf Hs 28 ft Pier Diameter 24 inches Lower Zone: MATS Equivalent 8 r.' Rammed Aggregate Pier° Design: GEOP 151,7 ft. ER Center Edge Spacing (feet o-c) Layer Ra Thickness Em (ksf) Eg sf) Ecomp (ksf) z (ft) zlBeq Influence Factor AP (ksf) S (inches) Influence Factor AP (ksf) S (inches) 6,50 6.50 6 50 6.50 6.50 5 10 5 8 2 0.07 0,07 0.07 0,07 0.07 400 100 300 400 400 4500 1500 3500 4000 4000 705 204 538 668 668 2,5 10,0 17,5 24.0 29.0 0,02 0.07 0.12 0.16 0.19 1.00 1,00 0,99 0.98 0.97 1.00 1,00 0,99 0,98 0.97 0.1 0,3 0,1 0.1 0.1 0,95 0,68 0,61 0.57 0,56 0.95 0,68 0.61 0,57 0.56 0,1 0.2 0.1 0.1 0.0 30 Selected for Design: 6,50 Spacing (ft). 0.07 Ra _Ctr 0,7 UZ (in) 0.5 Edge UZ (in) - Center Edge Layer Soil Type Esoil Car CEc OCP Thickness z 0 zlBeq kJ 6P S (center) la AP S (Edoo ksf ksf ft ft psf Center ksf in Edge ksf in 11Z GPtt, ' ,, ',", `,,' 30.0 15,0 :, .,:...,,-:, . , ., ,-,., f,.' , , ', , 0,7 ' ` ' '',`" , 0. 1 SM 400 10 35,00 3314 0.23 0,94 0.94 0.28 0,54 0,54 0.2 2 SM 400 10 45.00 3940 0.30 0,90 0,90 0,27 0.51 0,51 0.2 3 CUML 0,02 0.12 0 91 10 55.00 4566 0,36 0.84 0.84 0.18 0,48 0,48 0.1 4 CUML 0.02 0.12 1.04 10 65,00 5192 0.43 0,78 0.78 0,15 0,45 0.45 0.1 5 CLJML 0,02 0 12 1.16 10 75.00 5818 0.49 0.71 0,71 0.12 0.43 0,43 0.1 6 CL/ML 0,02 0,12 1,29 10 85.00 6444 0.56 0.64 0.64 0,10 0.40 0.40 0,1 7 CL/ML 0.02 0.12 1 41 10 95,00 7070 0,63 0,58 0.58 0.08 0 37 0,37 0,1 6 CUML 0,02 0,12 1.54 10 105.00 7696 0.69 0.53 0,53 0.07 0,35 0,35 0,0 9 CL/ML 0,02 0.12 1.66 10 115.00 8322 0,76 0.48 0,48 0.06 0,32 0,32 0.0 10 CUML 0.02 0.12 1.79 10 125,00 8948 0,82 0,44 0,44 0.05 0.30 0.30 0.0 130.0 UZ (in): 0.7 UZ (in) = Q,5 LZ (in) = 1.4 LZ (In): 0,8 Total Center (in): 2,0 Total Edge (in): 1,3 GEOTECHNICAL ENGINEERING REPORT PROPOSED DEVELOPMENT RECEIVED112 ANDOVER PARK EAST TUKWILA, WASHINGTON MAR 1 y 2019 TUKWILA PUBLIC WORKS REVIEWED FOR CODE COMPLIANCE APPROVED Prepared for: Alliance Realty RECEIVED TY OF TUKWILA Partners, LLCMAR :1 5 2019 PERMIT CENTER PanGEE) INCORPOR ATED 3213 Eastlake Avenue East, Ste B Seattle, Washington 98102-7127 Tel: 206.262.0370 Fax: 206.262.0374 �l�a -nnan Project No. 18-174 September 7, 2018 PanGE® INCOR P OR ATED Geotechncal & Earthquake Engineering Consultants September 7, 2018 File No. 18-174.200 Alliance Realty Partners, LLC 1325 4th Avenue, Ste. 1005 Seattle, WA 98101 Attn: Jeremiah Jolicoeur Subject: Geotechnical Engineering Report Proposed Development — Broadstone Andover East 112 Andover Park East, Tukwila, Washington Dear Mr. Jolicoeur: 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 June 25, 2018. In summary, the site is underlain by up to about four feet of undocumented fill soil over a thick layer of alluvium, which generally consists of interlayered very soft to medium stiff silt and clay, and very loose to medium dense silty sand and sand. In our opinion, a feasible foundation system 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. Please do not hesitate to contact us with any questions. Sincerely, Jon C. Reh1opf, P.E. Senior Project Geotechnical Engineer Encl.: Geotechnical Engineering Report 321.3 Eastlake Avenue East. Suite 13 Seattle, WA 98102 Tel: (206) 262-0370 Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 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 3 4.0 SUBSURFACE CONDITIONS 3 4.1 GEOLOGY 3 4.2 Sou. 3 4.3 GROUNDWATER 4 5.0 SEISMIC CONSIDERATIONS 4 5.1 SITE CLASS 4 5.2 SEISMIC DESIGN PARAMETERS 5 5.3 SOIL LIQUEFACTION 6 5.3.1 Liquefaction Analysis Results 7 5.3.2 Liquefaction Mitigation Measures 7 5.4 LIQUEFACTION -INDUCTED LATERAL SPREADING & RIVERBANK STABILITY 8 6.0 GEOTECHNICAL RECOMMENDATIONS 8 6.1 FOUNDATION SYSTEM 8 6.2 GROUND IMPROVEMENT WITH AGGREGATE PIERS 8 6.3 LATERAL SPREADING MITIGATION 9 6.4 MAT FOUNDATION OR STRUCTURAL SLAB WITH THICKENED FOOTINGS 10 6.5 LATERAL RESISTANCE 10 6.6 UTILITY CONNECTIONS 11 7.0 CONSTRUCTION CONSIDERATIONS 11 7.1 SITE CONDITIONS AND PREPARATION 11 7.2 TEMPORARY EXCAVATION 11 7.3 DEWATERING 12 7.4 STRUCTURAL FILL AND COMPACTION 12 7.5 EROSION AND DRAINAGE CONSIDERATIONS 12 7.6 WET WEATHER EARTHWORK AND EROSION CONSIDERATIONS 13 8.0 LIMITATIONS 14 9.0 REFERENCES 16 18- I 74_andoverparke_rpt,cloc PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 ATTACHMENTS: Figure 1 Figure 2 Vicinity Map 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 — Log of CPT-3 Figure A-4 — Log of CPT-4 Figure A-5 — Dissipation test, CPT-1 Appendix B: Previous Subsurface Investigations Logs of Previous Borings B-1 and B-2 (ESNW, 2015) 1 8- 1 74_andoverparke_rpt.d oc ii PanGEO, Inc. GEOTECHNICAL ENGINEERING REPORT PROPOSED DEVELOPMENT — BROADSTONE ANDOVER EAST 112 ANDOVER PARK EAST 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 perfotmed in general accordance with our mutually agreed scope of work as outlined in the Broadstone Andover East Agreement for Consulting Services, dated June 15, 2018. Our service scope included reviewing readily available geologic data in the vicinity of the project site, conducting a site reconnaissance, advancing four 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 June 25, 2018. 2.0 SITE AND PROJECT DESCRIPTION The subject site is located at 112 Andover Park East, in Tukwila, Washington, as shown in Figure 1. The site is bounded to the north by a new hotel that is currently under construction, to the east by Christensen Road and the Green River, to the south by a one- story commercial structure, and to the west by Andover Park East. An aerial photo of the project site depicting adjacent site features is shown in the attached Figure 2. The site is currently occupied by a one-story commercial building located in the middle of the site. The remainder of the site consists of at -grade asphalt parking areas and drive lanes. A topographic survey was not available at the time of our study, hut based on our field observations, the site is practically level. Plate 1 on the following page depicts current site conditions. As currently planned, the proposed development will consist of one level of at -grade parking and 6 above -grade levels of residential space. The structure will be located within the approximately western half of the site, and the eastern half of the site will be developed with at -grade parking. No basement excavations are proposed. 321.3 'Eastlake Ave E Ste B Seattle, WA 981.02 Tel (206) 262-0370 Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 Plate 1, Looking northeast at subject site from near the southwest property corner. 3.0 SUBSURFACE EXPLORATIONS 3.1 CONE PENETROMETER TEST The subsurface exploration program for this project consisted of four (4) cone penetrometer tesis (CPT) designated CPT-1 through CPT-4. 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 June 13, 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 Figure 2 attached to this report. 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 1 8- 1 74_andoverparke_rpt. doc Page 2 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 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 a dissipation test are included in Appendix A. 3.2 PREVIOUS SUBSURFACE INVESTIGATIONS We reviewed the results of previous soil explorations performed in the project vicinity, including four soil borings completed by others for the new hotel currently under construction directly north of the subject site. A site plan showing the locations of the two closest previous explorations is presented in Figure 2, and the summary logs of the two previous borings (B-1 an B-2) are included in Appendix B of this report. 4.0 SUBSURFACE CONDITIONS 4.1 GEOLOGY According to Geologic Map of the Renton Quadrangle, King County, Washington (Mullineaux, 1965), the project site is underlain by recent alluvium. Alluvium typically consists of interbedded, very loose to loose sand to silty sand, and soft to medium stiff silt and clay with occasional thin peat seams and some organics. 4.2 Sou, 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 what we interpreted to be a thin layer of fill, about 2 to 4 feet in thickness. Fill was encountered at all four CPT locations, as well as at the locations of the previous explorations north of the site. The fill generally consists of a mixture of loose to medium dense silty sand, sandy silt, clayey silt and gravel. Wood fragments and debris, although not encountered in our current CPT explorations, are common in fill. Unit 2: Alluvium — Underlying the fill, alluvium was encountered at all locations to the teiiiiination depth of the explorations. The alluvium generally consists of interlayered very soft to medium stiff silt and clay, and very loose to medium dense 1 8-1 74_andoverparke_rpt. doc Page 3 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 silty sand and sand, to about 60 feet below the ground surface. Below 60 feet, the explorations encountered relatively uniform medium stiff sandy silt and clayey silt. At a depth of about 95 to 110 feet below the ground surface, dense soils were encountered in CPT-1, CPT-2 and CPT-3, which are likely glacial deposits. At the termination depth of 120 feet below the ground surface, CPT-4 did not encounter a dense soil deposit. The subsurface conditions encountered in the explorations are consistent with the mapped geology. 4.3 GROUNDWATER The groundwater level was observed by others in the previous test borings north of the site between 15 and 20 feet below grade. At a depth of 5 to 7 feet below grade, the soils samples retrieved from the borings were classified as wet. The groundwater measurements from the previous study were taken in July, when the groundwater levels are typically approaching the seasonal low. The groundwater level at the subject site was estimated to be about 18 feet deep at the time of the recent CPT explorations (June 2018). 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. It may be noted that because the site is adjacent to the Green River, when the river level rises, or floods, the groundwater level at the site would likely match the river level. 5.0 SEISMIC CONSIDERATIONS 5.1 SITE CLASS We anticipate that the seismic design of the building will be accomplished in accordance with the 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 2015 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 18-1 74_andoverparke_rpt.doc Page 4 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 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 lo 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 Fv 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 F, for liquefiable soils be taken equal to the values of site class determined without regard to soil liquefaction. If the building's fundamental period of vibration is less than 0.5 second, which will need to be determined by the structural engineer, 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 will be required. If required, PanGEO is available to perform the site -specific ground response analysis. 5.2 SEISMIC DESIGN PARAMETERS The following provides seismic design parameters for the site that are in conformance with the 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 Site Class section above.). 1 8- 1 74_andoverparke_rpt.doc Page 5 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 Site Class Spectral Acceleration at 0.2 sec. (g) Ss Spectral Acceleration at 1.0 sec. (g) Si Site Coefficients Design Spectral Response Parameters Fa Fy SDS SDI E 1.45 0.54 0.9 2.4 0.87 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. 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, CPT-3 and CPT-4, and the CPT Liquefaction Assessment Software CLiq v.2.1.6.11 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. 18-174_andoverparke_rpt.doc Page 6 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 5.3.1 Liquefaction Analysis Results The results of the analyses indicate that the majority of the soils below the groundwater level to a depth of about 55 to 60 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 6 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 4 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. Because of the generally uniform soil deposit below the site, our analyses indicate that that differential ground settlements across the site would only be on the order of 1 to 2 inches during the large, code level earthquake. 5.3.2 Liquefaction 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 6.2 below, we recommend that the proposed building be 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. 1 8- 1 74_andoverparke_rpt. doc Page 7 PanGEO, Inc. Geotechnical Engineering Report Proposed Development —112 Andover Park East, Tukwila, WA September 7, 2018 5.4 LIQUEFACTION -INDUCTED LATERAL SPREADING & RIVERBANK STABILITY Where sloping ground surface conditions are present, the occurrence of soil liquefaction could trigger lateral ground movements, or the horizontal flow of liquefied soils. This phenomenon is generally referred to as lateral spreading. The magnitude of the potential ground movements will largely depend on the earthquake magnitude, geometry of the slope, the depth and thickness of the liquefiable layer, the soil properties, and the distance from the slope face. Because the potentially liquefiable soils below the site are adjacent to the bank of the Green River, there exists the potential of lateral spreading affecting the subject property during a large earthquake. In our opinion, the effects of lateral spreading on the subject property can be effectively mitigated through the use of ground improvement, as discussed in Section 6.3 below. 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 sands and compressible silts and clays to depths of about 100 to 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 soft to 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, 18-174_andoverparke_rpt.doc Page 8 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 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 60 feet. As such, the potential for settlements of the improved soil mass during a seismic event remains. We anticipate that total settlements could be on the order of 2 to 4 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 25 to 30 feet below the building foundation to create an adequately thick improved soil mass on which the foundation can bear. 6.3 LATERAL SPREADING MITIGATION As discussed above, due to the potentially liquefiable soils below the site, and the proximity of the banks of the Green River, the subject site could be subjected to lateral earth movements during a large earthquake due to liquefaction induced lateral spreading. In our opinion the proposed project should include measures to mitigate the effects of lateral spreading and potential riverbank instability. One feasible option would be to improve the ground along the eastern border of the site to protect the site and proposed building from potential lateral ground displacements. Another could be to increase the depth and decrease the spacing of the ground improvement elements along the east side 1 8-174_andoverparke_rpt.doc Page 9 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 of the structure, however, this option would not protect the portion of the site east of the building (i.e. surface parking). We recommend the ground improvement designer consider the effects of lateral spreading and design the ground improvement program to mitigate the potential effects of lateral ground movements at the site. 6.4 MAT FOUNDATION OR STRUCTURAL SLAB WITH THICKENED FOOTINGS A mat foundation (or structural slab with thickened footings) may be constructed over the area of ground improvement. A mat foundation would be designed so that is sufficiently stiff to spread the concentrated column loads out over a wide area. A mat foundation or structural slab will reduce the effects of potential 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. This value should be confirmed by the ground improvement designer. Conventional Shallow Foundation: Depending on the final layout and configuration of the development, and input from the ground improvement designer, it may be possible to support the new structure on conventional spread and strip footings bearing on the ground improvement elements. The footings may need to be tied together with grade beams to reduce the potential effects of differential settlement. For preliminary estimating purposes, we anticipate that strip and spread footings bearing on the improved ground could be sized based on an allowable bearing pressure of about 3 to 4 ksf. This value would be provided by the ground improvement designer for final design. 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 detelinined 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 lo 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 1 8-1 74_andoverparke_rpt.doc Page 10 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 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 4 inches of differential movement should be fitted with flexible couplers to mitigate the potential of broken utilities during and after a large earthquake. 7.0 CONSTRUCTION CONSIDERATIONS 7.1 SITE CONDITIONS AND PREPARATION As described above, the surficial soils at the site are expected to consist of silty sand and sandy silt with some clay, gravel, and possible fill debris. The site soils are anticipated to be moisture sensitive, and will become disturbed when wet. As a result, the excavated site materials will not be suitable for use as backfill, particularly during the winter. In addition, at a depth of about 7 to 10 feet below the existing ground surface, very soft silt and clay is present, which will not support conventional construction equipment without improvement such as cement treatment, or the installation of a thick working surface of quarry spalls over geotextile fabric. 7.2 TEMPORARY EXCAVATION In general, maximum temporary excavation depths are expected to be less than about 8 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 silty sand and sandy silt may be sloped to as steep as 1H:1V (Horizontal:Vertical). The temporary cut slopes should be re- evaluated by a representative of PanGEO during construction based on actual observed soil conditions. 18-174_andoverparke_rpt.doc Page 11 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 7.3 DEWATERING We anticipate that excavations deeper than about 10 to 15 feet will encounter groundwater, depending on the season. 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 more than about 10 to 12 feet below existing grades. 7.4 STRUCTURAL FILL AND COMPACTION If structural fill is needed at the site, 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. 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 deteuiiined 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 1 8- 1 74_andoverparke_rpt. doc Page 12 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 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: • 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 should be covered with plastic sheeting. 1 8-1 74_andoverparke_rptdoc Page 13 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 Under no circumstances should soil be left uncompacted and exposed to moisture. 8.0 LIMITATIONS We have prepared this report for use by Alliance Realty Partners, LLC, 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 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. 18-174_andoverparke_rpt.doc Page 14 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 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 pelf°, med 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 perfaini 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. 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. Senior Project Geotechnical Engineer Siew L. Tan, P.E. Principal Geotechnical Engineer 18- 174 an doverparke_rpt.doc Page 15 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 9.0 REFERENCES ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other Structures, American Society of Civil Engineers, 2010. Earth Solutions NW, LLC., 2015. Test Boring Logs B-1 through B-4. Holiday Inn Express, Tukwila, Washington. File No. 0511.04. June 2015. International Building Code (IBC), 2015, International Code Council. Mullineaux, D.R., 1965, Geologic Map of the Renton Quadrangle, King County, Washington, Geologic Quadrangle Map GQ-405. WSDOT, 2018, Standard Specifications for Road, Bridges, and Municipal Construction. 1 8- 1 74_andoverparke_rpt. doc Page 16 PanGEO, Inc. Site Location Reference: Google Terrain Map PanGEE INCORP ORATED Proposed Development 112 Andover Park East Tukwila, Washington VICINITY MAP aroiect No. 18-174 Figure No. 1 18.114 Figure2_ExplorationPlangd 6J22118(18:26)JCR Image Credit Google Earth Pro Approx. Scale 1"=50' Legend: CPT.1 Q CPT Designation & Location (PanGEO, 2018) B.1 Existing Test Boring (ESNW, 2015) Note: Summary logs for CPT-1 Through CPT-4 (PanGEO, 2018) are presented in Appendix A. Summary logs for existing bongs are presented in Appendix B. FanGEE INCORPORATED Proposed Development 112 Andover Park East Tukwila, Washington SITE & EXPLORATION PLAN Project No. 18.174 1 2 APPENDIX A SUMMARY CPT DATA Depth (ft) Tip COR (tsf) 0 20 40 0 80 100 CPT-01 CPT CONTRACTOR: InSitu Engineering CUSTOMER: PanGEO LOCATION: Tukwila JOB NUMBER: 18-174 F.Ratio (%) 300 0 I L 120 COMMENT: Pore Pressure (psi) 7 -20 Ie �k= rzzI - - - — Ir I r -r- 1 sensitive fine grained 114 silty clay to clay 2 organic material 11 5 clayey silt to silty clay 3 clay 6 sandy silt to clayey silt *SBT/SPT CORRELATION: UBC-1983 OPERATOR: Romanelli/Okbay CONE ID: DDG1424 TEST DATE: 6/13/2018 7:50:45 AM PREDRILL: N/A BACKFILL: 20% Bentonite Grout SURFACE PATCH: Cold Patch SBT FR (RC 1983) 160 0 -+- --t— d -+- • -+- 7 silty sand to sandy silt 8 sand to silty sand 9 sand SPT (blows/ft) 12 0 <1 1 1. 80 - - - -1 - -+ - -4 10 gravelly sand to sand 11 very stiff fine grained (*) 11 12 sand to clayey sand (*) Tip COR (tsf) 0 CPT-02 CPT CONTRACTOR: InSitu Engineering CUSTOMER: PanGEO LOCATION: Tukwila JOB NUMBER: 18-174 F.Ratio (%) 300 0 ===yl L.„ 20 40 Depth 60 (ft) 80 12 1 100 120 COMMENT: -1 Pore Pressure (psi) 7 -20 — E I � - -r-r-r-r-r- II 1 sensitive fine grained II 4 silty clay to clay ® 2 organic material 5 clayey silt to silty clay 3 clay 6 sandy silt to clayey silt *SBT/SPT CORRELATION: UBC-1983 OPERATOR: Romanelli/Okbay CONE ID: DDG1424 TEST DATE: 6/13/2018 9:16:40 AM PREDRILL: N/A BACKFILL: 20% Bentonite Grout SURFACE PATCH: Cold Patch SBT FR (RC 1983) 160 0 -+- SPT (blows/ft) 12 0 T� rt - --1-+-r- r 7 silty sand to sandy silt 10 gravelly sand to sand 8 sand to silty sand g 11 very stiff fine grained (*) 9 sand • 12 sand to clayey sand (*) Depth (ft) Tip COR (tsf) 00 20 40 0 80 100 i 120 COMMENT: CPT-03 CPT CONTRACTOR: InSitu Engineering CUSTOMER: PanGEO LOCATION: Tukwila JOB NUMBER: 18-174 F.Ratio Pore Pressure (%) (psi) 300 0 7 -20 1 -r-r-r-I-- 1 J -r-r-r-r-1-- )1, --1--1--F--F---- �I -z# _ SI it 1 sensitive fine grained 1114 silty clay to clay 11 2 organic material clayey silt to silty clay 11 3 clay 16 sandy silt to clayey silt *SBT/SPT CORRELATION: UBC-1983 OPERATOR: Romanelli/Okbay CONE ID: DDG1424 TEST DATE: 6/13/2018 10:31:00 AM PREDRILL: N/A BACKFILL: 20% Bentonite Grout SURFACE PATCH: Cold Patch SBT FR (RC 1983) 160 0 - t - -+- - + - - t - - +- - +- t Ij I., 1 I I 1 SPT (blows/ft) 12 0 7 silty sand to sandy silt 10 gravelly sand to sand 8 sand to silty sand 11 very stiff fine grained (*) 9 sand III12 sand to clayey sand (*) 80 Tip COR (tsf) 00 20 40 Depth 60 (ft) 80 100 120 COMMENT: > I I 1 I r--r' i i CPT-04 CPT CONTRACTOR: InSitu Engineering CUSTOMER: PanGEO LOCATION: Tukwila JOB NUMBER: 18-174 F.Ratio (%) 300 0 I 1 I I 7' I I Pore Pressure (psi) 7 -20 k —�; r-r-r-r- r - I �-• I /I 1%I f Tell IN 1 sensitive fine grained al 4 silty clay to clay ® 2 organic material IN 5 clayey silt to silty clay ® 3 clay ® 6 sandy silt to clayey silt *SBT/SPT CORRELATION: UBC-1983 OPERATOR: Romanelli/Okbay CONE ID: DDG1424 TEST DATE: 6/13/2018 11:35:10 AM PREDRILL: N/A BACKFILL: 20% Bentonite Grout SURFACE PATCH: Cold Patch SBT FR (RC 1983) 160 0 C-I 10 7 8 9 -t- -+- -+- silty sand to sandy silt sand to silty sand sand SPT (blows/ft) 12 0 10 gravelly sand to sand ic 11 very stiff fine grained (*) 12 sand to clayey sand (*) 80 PRESSURE (PSI) CPT-O 1 OPERATOR: Romanclli+Okbay CUSTOMER: PanGEO LOCATION: Tukwila JOB NUMBER: 18.174 CPT CONTRACTOR: InSitu Engineering CONE ID: DDG-1424 TEST DATE: 17 1 1 4 1 0 MAXIMUM PRESSURE = 17.433 (P511 TIME: (SECONDS) DEPTH (ft) —46.752 r IF m 100 1000 APPENDIX B PREVIOUS SUBSURFACE INVESTIGATIONS Earth Solutions NW LLC II 2881 IS2nd Avenue N h +ypitJ[!0/>< Redmond. WA 98052 Telephone 4252843300 Fax, 4252842855 t,tFNr `L RadovtchCo. L-, jecT NUMBER QStf t0A1T STARTED COMPLETED DRILLING CONTRACTOR Holoc;rye pr _tal , GRILLING METHOD NSA 1 LOGGED BY SSR, NOTES Gravel Surface w -w w wm a 4: 0 } re 0 w CC CLI OZJ mo> TESTS v2 1/10; J6.. CHECKED BY SSR MC = 37.90% MC = 44 70% BORING NUMBER B-1 PAGE 1 OF 2 PROJECT NAME Taw,is Commercfat Ow_rtlotynent PROJECT LOCATION Tukwil s,Wasitington GROUND ELEVATION ? 4 a fl _ . HOLE. SIZE GROUND WATER LEVELS: AT TIME OF DRILLING 20,0 ft t Etev 4,0 ft AT END OF DRILLING AFTER DRILLING Tay silty SAND w Gray sandy SILT; -becornes very loose .clayey silt layers -becomes wet MATERIAL DESCRIPTION rnedium dense, most (Fill) Solutions NVV, LLC 2t181 152nd Avenue N.E. Redmond, WA 98052 Telephone. 4252843300 Fax: 4252842855 jraT ,r..),c6adovich Co pizo .1E0- NuMBER 0511 BORING NUMBER B-1 PAGE 2 OF 2 PROJECT NAME Tukwila Commercial Develo rnent PROJECT LOCATION Tukwila VVashin MATERIAL DESCRIPTION Dark gray poorly graded fine SAND with silt, very loose, wet 300 Eilack poorly graded fine SAND wattl. s,tr atualtdOnSe„ a CLIENT Earth Solutions NW C 2881 152nd Avenue N.E Redmond, WA 98052 Telephone" 4252843300 Fax 4252842855 J C Radov.ch Co _. PROJECT NUMBER 0511 Earth A'Wui 100 t•1 MC=48.10% MC = 38.30% MC = 35.40% ML BORING NUMBER 8-2 PAGE 2 OF 2 PROJECT NAME Tukwila Commercial Deval^lpment .. PROJECT LOCATION Tukwila Wnwh MATERIAL DESCRIPTION Gray SILT with tine sand, soft, wet -gtay sr'ty fine sand toyer -increase n silt content SAND r taw ootutions NVV, LLC 2881 152nd Avenue N Redmond, WA 98052 , elephone 4252843300 Fax: 4252842855 Radovich Co T!U OAM 013'g7R;i'0'9/06"1---__-- COMPLETED 7/10/06-- ____„ DRILLING CONTRACTOR Holocene Drillin DRILLING METHOD HSA LOGGED BY SSI3 CHECKED BY SsR NOTES .21.As MC = 19.40"k LL = 32 PL = 21 BORING NUMBER B-2 PAGE 1 OF 2 PROJECT NAME Tukwila Commerdal Develo PROJECT LOCATION Tukwila Washin ton GROUND ELEVATION 24 ft --- HOLE SIZE GROUND WATER LEVELS: SZ AT TIME OF DRILLING 20.0 Elev 4.0 ft AT END OF DRILLING — AFTER DRILLING 3rown 1ty SAND with gravel, medium dense, moist (Fill) Brown lean CLAY, Medium stiff, moist Brown silty fine SAND, very loose, moist Gray silty fine City of Tukwila Department of Community Development 2/9/2021 ALEX DALZELL 1938 FAIRVIEW AVE E, SUITE 100 SEATTLE, WA 98102 RE: Permit No. D19-0090 HOLDEN AT SOUTHCENTER - TOWER CRANE Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 3/13/2021. Based on the above, you are hereby advised to: 1) Login to the City of Tukwila's Online Portal https://tukw-egov.aspgov.com/BP/index.html to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 3/13/2021, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Laurie Werle Permit Technician File No: D19-0090 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Bill Rambo From: To: Hey Bill, Please forward to Jerry Height. ATTN:Jerry Height Building Official City of Tukwila AJoxDabeU <alexd@urbe|aohbec une.com^ Wednesday, October 9,201911:O8AK4 Bill Rambo Ashley V jda Holden Southcenter Permit extensions D19-0090 Tower Crane & D19-0055 Foundation | would like 0nfile for apermit extension for two permits. 1.D19-0N55Foundation Permit 2. D19-0090Tower Crane Permit Work for both permits is waiting on ground improvements to be finalized before starting and will not be complete by the permit expiration date of 11/17/2019. Please let meknow ifyou need any additional information. Thanks for your time &lexDzlzei\ F� o I93OFairview A"cnueEast Seattle, Washington 98102 o:Joaoroso*y Request for Extension# Current Expiration Dz/c Cxonsionkcqoesc \/ \d�/-� /�Approvcdfor /c_*�^ duyy -- |Jcoied(pm0J,cxFanm�x) z�|ch�b CAUTION: This email originated from outside the City ofTukwila network. Please 0O NOT open attachments orclick links from anunknown orsuspicious origin. 1 City of Tukwila Department of Community Development 10/1/2019 ALEX DALZELL 1938 FAIRVIEW AVE E, SUITE 100 SEATTLE, WA 98102 RE: Permit No. D19-0090 HOLDEN AT SOUTHCENTER - TOWER CRANE 112 ANDOVER PARK E Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 11/17/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 11/17/2019, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D19-0090 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING March 28, 2019 File No. 262019.005/00601 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Te.‘6E1 irtr) /'01; .1° 2/97,3 riLCOA4 vg)Evtdaypiry Subject: Building Permit Plan Review — First Submittal Holden of Southcenter — Tower Crane Foundation only (D19-0090) Dear Mr. Hight: 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 foundation portion of the drawings was previously submitted as part of the City of Tukwila permit D19-0026. We understand that these drawings have been removed from permit D19-0026 and have been resubmitted as part of this permit, which is for the foundation only and includes ground improvement drawings. 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. Two complete full-sized sets of updated structural drawings. c. Three copies of supplemental structural calculations. The applicant should resubmit documentation directly to Reid Middleton, Inc. Geotechnical 1. Geotechnical special inspections and tests by the geotechnical engineer should be provided for this project. Geotechnical special inspections have been addressed in the review for the foundation -only (Permit # D19-0055) portion of this project. Please refer to Reid Middleton's review letter dated March 7, 2019. This comment does not require a response by the applicant. 0 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 March 28, 2019 File No. 262019.005/00601 Page 2 Ground Improvements 2. The ground improvements have been addressed in the review for the foundation -only (Permit # D19-0055) portion of this project. Please refer to Reid Middleton's review letter dated March 7, 2019. This comment does not require a response by the applicant. Structural General Structural special inspections and tests should be performed for this project. See IBC Sections 1704.2.3, 1704.3.1, and 1705. Special inspections and tests have been addressed in the review for the foundation -only (Permit # D19-0055) portion of this project. Please refer to Reid Middleton's review letter dated March 7, 2019. This comment does not require a response by the applicant. 4. Structural submittals. Reports, certificates, and other documents related to structural special inspections and tests should be submitted to the City of Tukwila. Please refer to Reid Middleton's review letter for Foundation -only (Permit # D19- 0055), dated March 7, 2019, for further information. This comment does not require a response by the applicant. 5. Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the City of Tukwila until after issuance of the initial building permit. Please refer to Reid Middleton's review letter for Foundation -only (Permit # D19-0055), dated March 7, 2019. The following should be added to the list: a. Design drawings for tower crane anchorage to concrete foundation. Tower Crane Foundation 6. Structural calculations do not appear to include sufficient documentation for the design of crane tower foundation. Documentation substantiating the design of the crane tower foundation should be submitted for review. The documentation should include but not be limited to: a. The letter from Morrow Equipment Co. notes that the forces for the design of the crane footing are provided by the crane manufacturer. The design crane loading information from the manufacturer such as excerpts from the operator's manual may be required as part of this submittal. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development March 28, 2019 File No. 262019.005/00601 Page 3 b. The design loadings should include the maximum loadings during in -operation and out -of -operation, including the information on the wind design criteria. c. Provide addition information to clarify the model inputs for the tower crane foundation design loadings during in -operation and out -of -operation, such as gravity, seismic, and wind loadings. See IBC Sections 107.1, 1603.1, 1604.1, 1605.1, 1609.1, 1613.1, and 1808.1. 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. 4z-Iv•/-01 Sabina S. Surana, P.E. Project Engineer Corbin M. Hammer, P.E., S.E. Principal Engineer cc: Alex Dalzell, Urbal Architecture (by e-mail) Chad Lorentz, Urbal Architecture (by e-mail) Anthony Sorentino, DCI Engineers (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\19\TK19_006R01.docx\sss Reid iddieton Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING April 11, 2019 File No. 262019.005/00602 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 Holden of Southcenter — Tower Crane Foundation only (D19-0090) Dear Mr. Hight: 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 tower crane foundation portion of the drawings was previously submitted as part of the City of Tukwila permits D19-0026 and D19-0055. We understand that these drawings have been removed from permits D19-0026 and D19-0055. The tower crane foundation has been resubmitted as part of this permit. Drawing Revisions New structural drawing sheets were submitted in response to our plan review. These sheets are enclosed and should replace any previous sheets submitted with the original permit submittal. The new drawing sheets are: S0.01, S0.02, S0.03, S0.04, S1.01A, S1.01B, S3.01, and S3.02 (dated April 3, 2019). Special Inspections, Submittals, and Tests Special inspections and tests should be performed by qualified special inspectors. Requirements for structural special inspections and structural tests have been provided on Sheets S0.04. Reports, certificates, and other documents related to structural special inspections and tests should be submitted to the City of Tukwila. Geotechnical special inspections: Special inspections and test by the geotechnical engineer should be provided as recommended in the geotechnical report by PanGEO, Inc., dated September 7, 2018. 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 April 11, 2019 File No. 262019.005/00602 Page 2 Structural Observation: Structural observation during construction is required for this project per IBC Section 1704.6. 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 peiiiiit 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. Sabina S. Surana, P.E. Project Engineer Corbin M. Hammer, P.E., S.E. Principal Engineer cc: Alex Dalzell, Urbal Architecture (by e-mail) Chad Lorentz, Urbal Architecture (by e-mail) Anthony Sorentino, DCI Engineers (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rochelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) ehw\26Se\Plan Review\Tukwila\19\TK19006R02.docx\sss Reid iddleton Aci-engineers.com Washington Oregon California Texas Adadka Colorado Montana Reid Middleton Attn: Sabina Gusana APR&�� MY� =� �w/� �� INC.x�~xL� MIDDLETON, �� Re: Building Permit Plan Review- First Submittal Holden of Southconter—Tower Crane Only (O19'08S0) Dear Sabina: This letter is prepared to address the comments provided by Sabina Surana for the first review of Holden at Southoonter(D1Q'UUQO)toweroaneyoondadonoubmittaiSpacifioa|ly,this|etteruddnes000theonmment associated with the structural design. The follow is an itemized list of responses to the provided comments. STRUCTURAL 5.Tower Crane and anchorage added 0odeferred submittal list. 5.a)Please see supplemental calculations dated 4/3/2018for cut sheets from Morrow. b) The design included the combination of the max moment and max axial load. This includes max live load, dead load and moment. The max moment is out of service while max live load is in service. The dead load is just the crane weight so with load combos we conservatively check max in operation (using max axial load and max moment) and out ofoperation (using max moment and just dead |ood). o)Thoso are included in the supplemental calculations. Including loading info from Morrow and loading inputs in the model. If further explanation or additional information is requested, please feel free to contact DCI Engineers directly. Sinnoroly, DC1 Engineers Anthony Gonunhno.PE Project Manager (509)227-5738 asunenUno@dci*nginoonazmm D EVO EWE APR I REID MIDOf ETON. INC. Spokane, WA802O1Phone (5OA) 455-4448 @ervioe |nnovation Vu|uo PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0090 DATE: 03/15/19 PROJECT NAME: HOLDEN OF SOUTHCENTER - TOWER CRAN SITE ADDRESS: 112 ANDOVER PARK E X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: uilding Division tlir TWA Fire Preven ly1 AU) -201-1 Public Works 111 Structural -14 Al° '-,?°-/1 Planning Division 11 Permit Coordinator 11111 PRELIMINARY REVIEW: Not Applicable ri (no approval/review required) DATE: 03/19/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: S,D€ Approved with Conditions Denied (ie: Zoning Issues) NArrit-4/ DUE DATE:: 04/16/19 F4,4 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire fl Ping Ej PW 0 Staff Initials: 12/18/2013 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director March 18, 2019 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D19-0090 Holde of Southcenter — Tower Crane — 112 Andover Park E • 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, Bill Rambo Permit Technician encl File: D19-0090 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov 11 one Espanol. Contact Search L&I Safety & Health Claims & Insurance Clik Washington State Department of Labor & Industries A-7, Index Help Niy 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. 603 221 710 140 GRAND STREET STE 300 WHITE PLAINS, NY 10601 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. vggp003827 Received by Lad Effective date 01/29/2019 01/31/2019 Expiration date 01/31/2020 Insurance history 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 . STRUCTt! L - GENERAL NOTES I I GENERAL REQUIREMENTS I 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 I to be the Authority Having Jurisdiction (AHJ). a = 1 V-0" 10 20 50 100 500 ZONE 1 37 35 32 30 26 ZONE 2 58 55 51 48 42 ZONE 3 79 76 71 67 58 ZONE 4 26 26 23 22 21 ZONE 5 1 46 46 41 37 28 I REFERENCE STANDARDS: Refer to Chapter 35 of 2015 IBC. Where other Standards are noted in the drawings, use 1) Components and Cladding Wind Pressures are based on ASCE 7-10 Chapter 30 Part 3: Buildings with h > 60 ft. I the latest edition of the standard unless a specific date is indicated. Reference to a specific section in a code does not 2) Components and Cladding zone locations are based on ASCE 7-10 Table 30.7-2 for Flat Roofs A < 10 deg. relieve the contractor from compliance with the entire standard. 3) For parapets around the perimeter of the roof equal to or higher than 3 ft, Zone 3 shalt be treated as Zone 2. 4) All Parapet Components and Cladding Wind Pressures shall be determined through ASCE 7-10 Figure 30.7-1. I DEFINITIONS: The following definitions cover the meanings of certain terms used in these notes: I "ArchitecUEngineer" - The Architect of Record and the Structural Engineer of Record. I • "Structural Engineer of Record" (SER) - The structural engineer who is licensed to stamp & sign the structural I documents for the project. The SER is responsible for the design of the Primary Structural System. I • "Submit for review" - Submit to the ArchitecUEngineer for review prior to fabrication or construction. I "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 I 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 I supplier who is responsible for any portion of SFRS fabrication or installation to comply with special requirements personnel qualifications, documentation (including,but not limited to material control compliance certifications,erso P P q I reporting requirements, etc) and to provide the required Quality Control including the required coordination of - provisions apply t n member designated as art of ( Special Inspections (Quality Assurance CIA). Special pr s pp y o any g p the SFRS. Refer to plans, elevations, details, Design Criteria and Symbols and Legends for applicable members I and connections. i E ( "Specialty Structural Engineer" (SSE) - A professional engineer (PE or S ), 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 I 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 I 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. I I SPECIFICATIONS: Refer to the project specifications issued as part of the contract documents for information supple - I mental to these drawings. 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, I 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 speck details referenced in the plans I as "typical" wherever they apply. Similarly, use details on entire sheets with "typical" in the name wherever they apply. I STRUCTURAL RESPONSIBILITIES: The structural engineer (SER) is responsible for the strength and stability of the I primary structure in its completed form. I 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. d. SSE may submit to the ArchitecUEngineer, a request to utilize relevant alternate design cmena 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 Roof Members, Dead + Live or Snow or Wind, Total Load (TL) Deflection L 1240, where (L is span length,inches) SSE / BIDDER DESIGNED Roof, Live or Snow or Wind Load (RLL) L / 360 ELEMENTS: Floor Members, Total Load (TL) uno L 1240 Floor Live Load (LL) uno L / 360 Members Supporting Masonry L / 1200 or 114" max masonry DL only HORIZONTAL LIMIT and FOOTNOTE Members Supporting Brittle Finishes L / 240 (1) Members Supporting Flexible Finishes L / 180 (1) 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 I. 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 Temporary Shoring Systems . Wood Hold-down Systems C • Reshoring for PT Slabs Tower Crane and Tower Crane Anchorage 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 listed in these drawings, 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 cominu- ous, and does not certify conformance with the approved construction documents. Structural Observation for this project is required per IBC Section 1704.6. Contractor shall notify the SER in a timely manner to allow required Structural Observations to occur. Reports will be distributed to the Architect, the Contractor, Special Inspector and the Authority Having Jurisdiction. I The frequency and extent of observations is at the discretion of the structural observer. Only significant stages of con - PRE -CONSTRUCTION MEETINGS: The Contractor is responsible for coordinating pre -construction meetings prior to struction identified b the Structural Observer require observation For re etitive or similar structural elements identified 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, architectlengineer, 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 - I 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. I movement of the structure due to moisture and thermal effects; construction sequence; temporary bracing, etc). I SEISMIC Seismic Design Category: SDC = D DESIGN: Basic Structural System Bearing Wall Seismic Force Resisting System Podium = Special Reinforced Concrete Shear Walls Light Framed Wall = With Wood Struct WithWood Panel Response Modification Factor: Podium R = 5 Wood R= 6.5 System Over Strength Factor Podium Omega = 2.5 Wood Omega = 3 Deflection Amplification Factor Podium Cd = 5 Wood Cd = 4 Site Classification per IBC 1613.3.2 & ASCE 7-10, Ch. 20 Site Class = E Seismic Importance Factor per ASCE 7-10 Table 1.5-2 le = 1.0 Spectral Response Acceleration (Short Period) Se = 1.45 g Spectral Response Acceleration (1-Second Period) S1= 0.54 g Spectral Design Response Coefficient (Short Period) Sea = 0.879 Spectral Design Response Coefficient (1-Second Period) SDI = 0.86 g Seismic response coefficient(s) Podium Cs = 0.174 Wood Cs = 0.1334 Redundancy Factor (North/South Direction) N/S rho= 1.0 Redundancy Factor (East / West Direction) E1W rho= 1.0 Design Base Shear (North/South Direction) (KIPS) Podium 1662 Wood 448 Design Base Shear (East I West Direction) (KIPS) Podium 1662 Wood 448 Base shear governed by: seismic Seismic Analysis procedure used: Equivalent Lateral Force (ELF) Y I P as significant, only the first element of a stage requires observation unless noted otherwise. The following significant stages of construction require observation: prior to first post -tensioned slab placement, during the first elevated floor framing, and after roof diaphragm is complete prior to roofing. 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 Q 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 wail panels and sus- BRACING/SHORING DESIGN ENGINEER: The contractor shall at his discretion employ an SSE, a registered profes- pended ceiling systems. I sional engineer for the design of any temporary bracing and shoring. SOILS AND FOUNDATIONS 1) Snow Load is un-reducible and includes 5 psf rain -on -snow surcharge where ground snow load is greater than I TEMPORARY SHORING BRACING: The contractor is responsible for the strength and stability of the structure during zero and 20 psf or less per ASCE 7-10 Section 7.10. REFERENCE STANDARDS: Conform to IBC Chapter 18 "Soils and Foundations." I construction and shall provide temporary shoring, bracing and other elements required to maintain stability until the strut- 2) Snow Load based on WABO/SEAW White Paper in Low -Lying Puget Sound Basin, ASCE Fig 7-1. lure is complete. It is the contractor's responsibility to be familiar with the work required in the construction documents 3) Snow Load Importance Factor per ASCE 7-10 Table 1.5-2. GEOTECHNICAL REPORT: Recommendations contained in Proposed Development - Broadstonce Andover East I and the requirements for executing it properly. by PanGEO dated September 7, 2018 were used for design. CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design Toads as noted in DE - I 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- I cal, or plumbing load imposed onto the structure that differs from, or that is not documented on the original Contract Doc - I 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- I ing locations of any new equipment or loads. Submit plans to the ArchitecUEngineer for review prior to installation. NOTE PRIORITIES: Plan and detail notes and specific loadi ng data provided on individual plans and detail drawings s supplements information in the Structural General Notes. I DISCREPANCIES: In case of discrepancies between the General Notes, Specifications, Plans/Details or Deference Standards, the Architect/Engineer shall determine which shall govern. Discrepancies shall be brought to the attention of the ArchitecUEngineer before proceeding with the work. Should any discrepancy be found in the Contract Documents, I 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, I any conflict in or between the Contract Documents shall not be a basis for adjustment in the Contract Price. I SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts between the draw - I ings and actual site conditions shall be brought to the attention of the Architect/Engineer before proceeding with the work. I ADJACENT UTILITIES: The contractor shall determine the location of all adjacent underground utilities prior to earth- work, foundations, shoring, and excavation and prior to drilling holes for piles. Any utility information shown on the draw - I ings and details is approximate and not necessarily complete. I ALTERNATES: Alternate products of similar strength, nature and form for specified items may be submitted with ade- uate technical documentation ( ro er test report etc ) to the Architect/Engineer for review. Alternate materials that are SNOW LOAD: (1) Flat Roof Snow Load, (PSF) p = P5 (2) Snow Drift Loading required by Authority Having Jurisdiction? No Snow Load Importance Factor I s = 1.0(3) Ground Snow Load, (PSF) p 8= 25 Snow Exposure Factor C • = B Thermal Factor C c 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. DE SIGN SOIL VALUES: Safety per Factor Soils Report... ....................................... 1.5 Allowable Foundation BearingPressure ........................... 4000 Max PSF - Improved P 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. SLABS -ON -GRADE: AN slabs -on -grade shall bear on compacted structural fill or competent native soil per the geotech- nical report. All moisture sensitive slabs -on -grade or those subject to receive moisture sensitive coatings/covering shall be provided with an appropriate capillary break and vapor barrier/retardant over the subgrade prepared and installed as noted in the geotechnical report, barrier manufacturer's written recommendations and coordinated with the finishes spec- ified by the Architect. submitted without adequate technical documentation or that significantly deviate from the design intent of materials spec - I ified may be returned without review. Alternates that require substantial effort to review will not be reviewed unless au- (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- CAST -IN -PLACE CONCRETE thorized by the Owner. diate rails (ail those except the handrail), balusters and panel fillers shall be designed to withstand a horizontally ap- I plied normal load of 50 LB on an area not to exceed 1 ft square. These three loads are to be considered separately REFERENCE STANDARDS: Conform to: I DESIGN CRITERIA AND LOADS with worst case used for design. (1) ACI 301-10 "Specifications for Structural Concrete" (2) Place 300 lb concentrated load over 2"x2" area at any point to produce maximum stress. Area load and concentrat- (2) IBC Chapter 19 "Concrete" I ed load are to be considered separately with worst case used for design. (3) ACI 318-14 "Building Code Requirements for Structural Concrete" OCCUPANCY: I Risk Category of Building per 2015 IBC Table 1604.5 = 11 (3) Need not apply concurrently with other handrail and guardrail loads; applied over not more than 1 square foot. (4) ACI 117-10 "Specifications for Tolerances for Concrete Construction and Materials" I (4) Apply concentrated wheel load over 4-1/2"x4-1/2" square area. (5) Unless otherwise noted, point loads to be distributed over a 2.5ft x 2.5ft area and located to produce maximum load FIELD REFERENCE: The contractor shall keep a copy of ACI Field Reference manual, SP-15, "Standard Specifications effects on structural members. for Structural Concrete (ACI 301) with Selected ACI and ASTM References." 1 (6) Unless noted otherwise, live loads not exceeding 100psf are reducible per IBC chpt.16. Loads greater than 100 psf WIND DESIGN: MAIN WIND FORCE RESISTING SYSTEM Ultimate Design Wind Speed, Vu, (MPH) 110 Exposure Category B Internal Pressure Coefficient Cpi = +/- 0.18 Topographic Factor Kzt = 1.0 Wind Analysis procedure used: Directional DESIGN LIVE AREA LIVE LOADS REMARKS & FOOT - LOADS (PSF) LINO NOTES (6) Handrails & Pedestrian Guardrails 50 PLF or (1) 200 LB Stairs & Exits 100 PSF or Stair treads per note 300 LB (2) Vehicle Barrier 6000 Ibs Applied horizontally at both 18" and 27" above the level 3 Lobbies 100 2000Ids Balconies & Decks -- 1.5 times the live load for area served. Not req 'd to exceed 100 PSI. Light Storage Area 125 Heavy Storage Area 250 Roofs 20 PSF or 300 Area load is reducible. LB Point load per note (2), See above for Snow Load Roof Decks/Gardens/Assembly 100 Live load (Reducible) is separate from land- scape materials. are not reducible unless noted otherwise per IBC chpt. 16. CONCRETE MIXTURES: Conform to ACI 301 Section 4 "Concrete Mixtures" and IBC Section 1904.1. QMATERIALS: Conform to ACI 301 Section 4.2.1 "Materials" for requirements for cementitious materials, aggregates, mix- DESIGN DEAD BIDDER DESIGN DEAD LOADS REMARKS & FOOTNOTES LOADS (PSF) UNO Wood Tie -Down System As Noted on Shear Wall Key Plans Gyperete Topping 15 PSF 1-1/2" per Architect WIND DESIGN: COMPONENTS & CLADDING PRESSURES FOR DESIGN IPSF, ULTIMATE) SUBMITTALS SUBMIT FOR REVIEW: SUBMITTALS of shop drawings, and product data are required for items noted in the individual I materials sections and for bidder designed elements. I SUBMITTAL REVIEW PERIOD: Submittals shall be made in time to provide a minimum of TWO WEEKS or 10 WORK - I ING DAYS for review by the Architect/Engineer prior to the onset of fabrication. I g GENERAL CONTRACTOR'S PRIOR REVIEW: Prior to submission to the Architect/Engineer, the Contractor shall re - I > _ 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 0 ~ `? 3 2 3 and provide the Contractor's review stamp and signature before forwarding to the ArchitecUEngineer. 2s Nti1 ,> g � IF SHOP DRAWING REVIEW: Once the contractor has completed his review, the SER will review the submittal for general I 10 I l conformance with the design concept and the contract documents of the building and will stamp the submittal according- 3 <y. I l l ly. Markings or comments shall not be construed as relieving the contractor from compliance with the project plans and I o L 15 I I specifications, nor departures there from. The SER will return submittals in the form they are submitted in (either hard I , 2`. k l l copy or electronic). For hard copy submittals, the contractor is responsible for submitting the required number of copies 5 v <' 1 2 i ZONE 1 i 2 to the SER for review. I 1 2 9 1aGp t i i SHOP DRAWING DEVIATIONS: When shop drawings (component design drawings) differ from or add to the require- 2 l 019, LD a i ments of the structural drawings they shall be designed and stamped by the responsible SSE. 9 I I I I l I L DEFERRED SUBMITTALS 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 Strength Test Age Nominal Exposure Max Air Con- Notes Type/Location fc (psi) (days) Maximum Class WIC tent I (1 to 8 Typical Aggregate Ratio UNO) Mat Foundations 4500 28 1" - - Exterior Slabs on Grade & Sidewalks 3000 28 V - 0.45 5% - PT Slabs Level 2 5000 28 3000 stressing �" C1 0.45 9 PT Slabs Level 3 6000 28 /e" C1 0.45 - 9 3000 stressing Exterior Topping Slabs 4500 28 1" F2 0.45 6% 9 Shear Walls 4000 56 3/." - - - - Stem Walls & Curbs 3000 28 1" - - Columns 5000 56 %/ - - DRAWING LEGEND MARK DESCRIPTION MARK DESCRIPTION F2 0 FOOTING SYMBOL (REFER TO SPREAD ,,.i, �, INDICATES DIRECTION OF DECK SPAN FOOTING SCHEDULE) 1 P PILE CAP SYMBOL (REFER TO I INDICATES WIDE FLANGE COLUMN PILE CAP SCHEDULE) TILT-UP(PRECAST CONCRETE WALL INDICATES HOLLOW STRUCTURAL 0 CONNECTION SYMBOL (REFER TO ❑ SECTION (HSS) COLUMN OR CONNECTION DETAIL) TUBE STEEL ITS) COLUMN 2W4 SHEAR WALL SYMBOL (REFER TO INDICATES HOLLOW STRUCTURAL SECTION COLUMN OR SHEAR WALL SCHEDULE) 0 (HSS) STEEL PIPE COLUMN a0 REVISION TRIANGLE ® INDICATES WOOD POST TILT-UP/PRECAST CONCRETE WALL t❑ PANEL NUMBER (REFER TO TILT -UP/ o INDICATES BUNDLED STUDS PRECAST CONCRETE WALL ELEVATIONS 0 CMU WALL REINFORCING SYMBOL (REFER TO CMU WALL REINFORCING ED INDICATES CONCRETE COLUMN SCHEDULE) B CONTINUITY PLATE LENGTH sr v( INDICATES PRECAST (REFER TO TYPICAL DETAIU f CONCRETE COLUMN INDICATES DOUBLE SHEAR INDICATES MOMENT FRAME DS CONNECTION (REFER TO THE DOUBLE D- CONNECTION SHEAR PLATE CONNECTIONS DETAIL) INDICATES REINFORCING TYPE INDICATES CANTILEVER OTB (REFER TO THE REINFORCING 0 CONNECTION SCHEDULE) INDICATES NUMBER OF STUD RAIL O REQUIRED AT COLUMN (REFER TO o- INDICATES DRAG CONNECTION STUD RAIL DETAILS) ROOF/FLOOR DIAPHRAGM NAILING INDICATES WOOD OR STEEL STUD 0 SYMBOL (REFER TO DIAPHRAGM � WALL NAILING SCHEDULE) C1 STEELICONCRETE COLUMN SYMBOL (REFER TO STEEL INDICATES MASONRY/CMU WALL XX"wX)C" COLUMN SCHEDULE) ELEVATION SYMBOL IT/ REFERS INDICATES CONCRETEMLT-UP rT FTG = X'-X' TO COMPONENT THAT THE CONCRETE WALL f/ ELEVATION REFERENCES} 3 STUD BUBBLE (INDICATES NUMBER INDICATES WOOD OR STEEL STUD OF STUDS REQUIRED IF EXCEEDS SHEAR WALL NUMBER SPECIFIED IN PLAN NOTE) INDICATES STEP IN FOOTING (REFER TO TYPICAL STEP IN , _ _ _ _ $ INDICATES BEARING WALL BELOW FOOTING DETAIL) X I DETAILS OR SECTION CUT (DETAIL NUMBER/SHEET NUMBER) �. INDICATES EXISTING WALL SX.X 00 DETAILS OR SECTION CUT IN PLAN p-i POST -TENSION DEAD END (PLAN) �_ / S0.0 VIEW (DETAIL NUMBER/SHEET NUMBER) INDICATES LOCATION OF CONCRETE XX/SXX.XX WALLS, SHEAR WALLS OR BRACED ? 1 - i POST -TENSION STRESSING END (PLAN) FRAME ELEVATIONS STRUCTURAL EXTENT SYMBOL 3 POST -TENSION PROFILE (PLAN) SINGLE ARROW - END OF EXTENT i--{--i (IN INCHES) ----e- DOUBLE ARROW - CONTINUOUS EXTENT ALONG THE ELEMENT LINE UNTIL THE ELEMENT IS INTERRUPTED INTERMEDIATE STRESSING (PLAN) ABBREVIATIONS L Angle EXP JT Expansion Joint PLWD Plywood AB Anchor Bolt EXT Exterior PP Partial Penetration ADDL Additional FD Floor Drain PREFAB Prefabricated ADH Adhesive FDN Foundation PSF Pounds per Square Foot ALT Alternate FIN Finish PSI Pounds Per Square Inch ARCH Architectural FLR Floor PSL Parallel Strand Lumber B or BOT Bottom FRP Fiberglass Reinforced Plastic P-T Post -Tensioned Bt Bottom Of FRT Fire Retardant Treated PT Pressure Treated BLDG Building FTG Footing R Radius BLKG Blocking F/ Face of RD Roof Drain BMU Brick Masonry Unit GA Gage REF Refer/Reference BP Baseplate GALV Galvanized REINF Reinforcing BRBF Buckling Restrained GEOTECH Geotechnical READ Required B,I ced Frame GL Glue Laminated Timber RET Retaining BRG B Iring GWB Gypsum Wall Board SCBF Special Concentric BTWN Bc'ween HDR Header Braced Frame C 'Camber HF Hem -Fir SCHED Schedule CB Castehated Beam HGR Hanger SFRS Seismic Force- CTORE CC *,terbore HD Hold-down Resisting System CL C.J,terilne HORIZ Horizontal SHTHG Sheathing CLT Cross -Laminated Timber HP High Point SIM Similar CIP Cast in Place - HSS - TS Hollow Structural Section SLBB Short Leg Back -to -Back CJ Construction or IBC International Building Code SMF Special Moment 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 IN T Interior SQ Square CLG Ceiling k Kips SR Studrail CMU Concrete Masonry Unit KSF Kips Per Square Foot SF Square Foot COL Column LF Lineal Foot SST Stainless Steel CONC Co,,crete LL Live Load STAGG Stagger/Staggered CONN Connection LLBB Long Leg Back -to -Back STD Standard CONST Construction LLH Long Leg Horizontal STIFF Stiffener CONT Continuous LLV Long Leg Vertical STL Steel C'SINK Countersink LP Low Point STRUCT Structural CTRD Centered LONGIT Longitudinal SWWJ Solid Web Wood Joist CIA Diameter LSL Laminated Strand Lumber SYM Symmetrical DB Drop Beam LVL Laminated Veneer Lumber T Top DBA Deformed Bar Anchor MAS Masonry T/ Top Of DBL Double MAX Maximum T&B Top & Bottom DEMO Demolish MECH Mechanical TC AX LD Top Chord Axial Load DEV Development MEZZ Mezzanine TCX Top Chord Extension OF Douglas Fir MFR Manufacturer TDS Tie Down System DIAG Diagonal MIN Minimum T&G Tongue & Groove DIST Distributed MISC Miscellaneous THKND Thickened DL Dead Load NIC Not In Contract THRD Threaded DN Down NLT Nail -Laminated Timber THRU Through DO Ditto NTS Not To Scale TRANSV Transverse DP Depth/Deep OC On Center TYP Typical DWG Drawing OCBF Ordinary Concentric Braced UBC Uniform Building Code (E) Existing Frame UNO Unless Noted Otherwise EA Each OD outside Diameter URM Unreinforced Masonry EF Each Face OF Outside Face Unit EL Elevation OPNG Opening VERT Vertical ELEC Electrical OPP Opposite W Wide ELEV Elevator OWSJ Open Web Steel Joist W/ With EMBED Embedment OWWJ Open Web Wood Joist W/o Without EQ Equial PL Plate WHS Welded Headed Stud EQUIP Equipment PAF Powder Actuated Fastener WP Working Point EW Each Way PC Precast WWF Welded Wire Fabric EXP Expansion PERP Perpendicular t Plus or Minus I; an .. �_; s - I E a. ; 3 s 8 fi,�. a o= E m S d a I U 75 io a� 4 Wm CLW� S'8 ft is -- �-1 FIL P- -L0 permit No. PERMIT Plan review approval is suDect to errors ano omissions. Approval of construction Documents does or D FOR: raPR:nical not authanze the wolanon of any a000ted code ordinance. Ree r of apomveD Fiala Copy and con o s acKnowieagea: ria4' bing OBUILDINGDn""ION By 17ri�a® Piping Date: it�a BUIL DING DIVISION CityTukwila IVISION { REVISIONS No chances snag oe ni,me ro the scope x i -- J3 of work wrtnou[ unor 3ouroval of the I I 1 3 i 2 I BIDDER -DESIGNED ELEMENTS "Bidder Table Mix Design Reauirements Notes:sons Tukwila Building Division, NOTE: evll will requ e a new / = I Ya / \ 11 C ' - I Submit -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. of plan submittal and may include additional plan review. s>4 }< �.�� (1) W/C Ratio: Water-cementitious material ratios shall be based on the total weight of cementitious materials. Design of prefabricated, "bidder designed", manufactured, pre-engineered, or other fabricated products shall comply with mum ratios are controlled by strength noted in the Table of Mix Design Requirements and durability requirements - ----------- � the following requirements: given in ACI 318 Section 19.3. s ISOMETRIC VIEW PLAN VIEW 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. (2) Cementitious Materials: 3) Design shall conform to the specifications and reference standards of the governing code. a. The use of fly ash, other pozzolans, silica fume, or slag shall conform to ACI 318 Sections 19.3.2 and i 4) Submittal shall include: 26.4.2.2. Maximum amount of fly ash shall be 25 % of total cementitious content unless reviewed and ap- D ( a. Calculations prepared, stamped and signed by the SSE demonstrating code conformance. proved otherwise by SER. EFFIVE WIND AREA (SO. FT) b. Engineered component design drawings are prepared, stamped and signed by the SSE, b. For concrete used in elevated floors, minimum cementitious-materials content shall conform to ACI 301 Ta- Ly ECT I c. Product data, technical information and manufacturer's written requirements and Agency approvals ble 4.2.2.1. Acceptance of lower cement content is contingent on providing supporting data to the SER forrep-M t r :)- D f q - ID0 9 O / I I as applicable. review and acceptance. qo c. Cementitious materials shall conform to the relevant ASTM standards listed in ACI 318 Section 26.4.1.1.1(a). �% m I V e - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - U BAL& ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license AS 2 p 8314 1 k7 G �R Y� l �g A L. � SIONAL consultant logo anommDC1 anooneam 0 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455-4448 www.del-engineers.com CIVIL- / STRUCTURAL © CopAld 02,2019 o'Arrato Convarseeno Inc. Al Rights Reserved o-","a""w"""" 1.<. ill,."rn .n,.- .11.1 .� �, o ."".,. project name HOLDEN AT SOUTHCENTER 112 ANDOVER PARK EAST TUKWILA, WA98188 DECt�,P'�'f`�' C1 I f a�� o � 2als 1� I REID iU1lDDL CTOj�, INC, key plan submittals/revisions 100"/ SD SET 10.10.2018 30"! DO SET 11.16.2018 601/6 DD SET 12.14.2018 BUILDING PERMIT SET 01A1.2019 TOWER CRANE PERMIT 02.08.2019 50%CD SET 02.22.2019 F1 -FOUNDATION CORR 1 03.15.2019 BP CORR 1 I BID SET 03.22.2019 TOWER CRANE CORR 1 04,03.2019 drawing title GENERAL NOTES drawing information DATE 01,11.2019 SCALE 12" = 1'-0" DRAWN JWH JOB III 18041-0236 copyright 02015 Urbel Archil'oure, PLLC UlbalArehoseture PLLC reserves oommm lave ht and otherprapatydamsinthis dosen I. And -and -ittar iMamatiai ineorporatad herein, is an instrument of Urbal Architecture PLLVs professional prac,ice and shall not to be used In Whdew in pan Without Ne.i tea outhor2stlon or fired sheet number e ----------------------------------------------------------------------------------------------------------------------------------------- - ------ I 9 (3) Air Content: Conform to ACI 318 Section 19.3.3.1. Minimum standards for exposure class are noted in the table. STUDRAILS: Where studraiis are indicated on the drawings the following systems are acceptable- Studrails (also re- SHORING: Shoring shall remain in place until tendons are stressed. Shoring at closure strips and pour strips shall re- a. HILTI "KW IK BOLT TZ" -ICC ESR-1917 for anchorage to CONCRETE Only a o If freezing and thawing class is not noted, air content given is that required by the SER. Tolerance is tl-%%. Air tarred to as punching shear resistor rails) shall conform to ASTM A1044 and be fabricated and installed in strict accord- main in place until concrete placed in closure strip has attained design strength, unless noted otherwise on plan. 1 content shall be measured at point of placement. ante with the applicable ICC-ESR report and manufacturer's instructions, using chairs provided by the manufacturer to b. SIMPSON "STRONG -BOLT 2" -ICC ESR-3037 for anchorage to CONCRETE Only s - position rails at the proper height. Submit current manufacturer's data and ICC ESR report of alternate systems to SER CLOSURE STRIPS AND POUR STRIPS: Closure Strips and Pour Strips shall remain open for a minimum of 28 days 3. SCREW ANCHORS: The following Screw type anchor is pre -approved for anchorage to CONCRETE or (4) Aggregates shall conform to ASTM C33. for approval. after stressing, unless noted otherwise on plan. MASONRY in accordance with corresponding current ICC ESR report: (5) Slump: Conform to ACI 301 Section 4.2.2.2. Slump shall be determined at point of placement. 1. Decon "Studrails" - ICC ESR-2494 a. SIMPSON "TITEN HD" - ICC ESR-2713 for CONCRETE Only and ICC ESR-1056 for MASONRY 1 2. Jobsite Stud Welding Punching Shear Resistor Shear Rail Assemblies - ICC ESR-3264 RESHORING: When reshoring is required, reference "DEFERRED SUBMITTALS" above in these notes. Only 8 o (6) Chloride Content: Conform to ACI 318 Table 19.3.2.1. 3. Conco Companies Headed Shear Stud (PSR) Reinforcement Assemblies - ICC ESR-3317 & 3619] b. HILTI "KWIK HUS-EZ" - ICC ESR-3027 for anchorage to CONCRETE Only I CONCRETE STRENGTH: Compressive strength of the slab shall be not less than 3000 psi at time of stressing as deter- .E (7) Non- chloride accelerator. Non-chlor de accelerating admixture may be used in concrete placed at ambient temper- FIELD BENDING: Conform to ACI 301 Section 3.3.2.8. "Field Bending or Straightening." Bar sizes #3 through #5 may be mined by a testing laboratory. STRUCTURAL STEEL atures below 50"F at the contractor's option. field bent cold the first time. Subsequent bends and other bar sizes require preheating. Do not twist bars. Bars shall not 2 I be bent past 45 degrees. STRESSING JACKS: Conform to PTI Specification Sec. 3.4.1.3 "Stressing Jacks" and Sec 3.4.2 "Jack Calibration." Pro- a REFERENCE STANDARDS: Conform to: (8) ACI 318, Section 19.3.1.1 exposure Classes shall be assumed to be F0, S0, W0, and CO unless different exposure vide calibration certificates with each jack. Contractor shall keep certificates on file for duration of project. _ '6 classes are listed in the Table of Mix Design Requirements that modify these base requirements. TYPICAL CONCRETE REINFORCEMENT: Unless noted on the plans, concrete walls shall have the following minimum 1) IBC Chapter 22 - "Steel" w i I reinforcement. Contractor shall confirm minimum reinforcement of walls with SER prior to rebar fabrication. ELONGATIONS: Conform to PTI Specification Sec. 3.4.3 "Elongation Measurements." Measured elongations shall agree 2) ANSI/AISC 303-10 - "Code of Standard Practice for Steel Buildings & Bridges" w 8 (9) Shrinkage Limit: Concrete used in elevated slabs and beams shall have a shrinkage limit of 0.045% at 28 days with calculated values within t7%. Discrepancies exceeding 7% shall be resolved with the Engineer prior to cutting and 3) AISC - "Manual 1 f Steel Construction", Fourteenth Edition (2010) _ I measured in accordance with ASTM C157. Submit laboratory test results to SER for approval prior to construc- SHOTCRETE capping the tendons. 4) ANSI/AISC 360 0 "Specification for Structural Steel Buildings' = a, lion. 5) AWS D1.1:2010 - "Structural Welding Code - Steel" REFERENCE STANDARDS: Conform to: TENDON FORCES: Forces during and after stressing shall meet the following criteria: FORMWORK & RESHORING: Conform to ACI 301 Section 2 "Formwork and Form Accessories." Removal of Forms Maximum Force at Jacking...............33.0 KIPS SUBMITTALS: Submit the following documents to the SER for review: ; o (1) IBC Section 1908 "Shotcrete", a 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 2 ACI 506.2-13 "S ecification for Shotcrete", Maximum Force at Anchoring.......,...28.9 KIPS `° I Section 2.3.3. Contractor shall submit formwork removal and reshore installation procedure and drawings as applicable (3) ACI 506R-16 "Guide to Shotcrete" Minimum Final Effective Force .........26.8 KIPS (1) SHOP DRAWINGS complying with AISC 360 Sections M1and N3 and AISC 303 Section 4. g r sealed by a professional engineer licensed in the state where the project is located for the SER's information. (2) ERECTION DRAWINGS complying AISC 360 Sections M1 and N3 and AISC 303 Section 4. „'� (4) AGI 301-16 "Specifications for Structural Concrete." TENDON FINISHING: Conform to PTI Specification Sec. 3.5 "Tendon Finishing." Finishing shall be completed within 3 b I MEASURING MIXING AND DELIVERY: Conform to ACI 301 Section 4.3. SUBMITTALS: Submit shop drawings for review including: days of acceptance of stressing records. Make copies of the following documents "Available upon Request" to the SER or Owner's Inspection Agency in elec- a .m tronic or printed form prior to fabrication per AISC 360 Section N3.2 requirements: (1) Proposed mix design shown below. Include data required by ACI 506.2 Sec. 1.5 "Submittals" m 9 HANDLING PLACING CONSTRUCTING AND CURING: Conform to ACI 301 Section 5. In addition, hot weather con- (2) Preconstruction test panel results. After shootin , the special inspector shall submit core evaluation re orts to en- CUTTING APPROVAL: Excess strand shall not be cut without approval of the Engineer. Transmit complete stressing a E 9 P (1) Fabricator's written Quality Control Manual that includes, as a minimum: e crating shall conform to ACI 305R-10 and cold weather concreting shall conform to ACI 306R-10. sure that ro er rebar encasement and nozzlin techni ues have been achieved. reports to DCI as soon as possible after stressing has been completed. DCI will promptly review and indicate if cutting of (-- g - P P 9 q a. Material Control Procedures tendons is acre table. If all tendon are within to a c 3 Constnaction tests ecimen results. The s eclat ins actor shall submit core siren th re orts. P s Ier n e, the contractor may cut excess strand at their own risk before () P P P 9 P b. Inspection Procedures ,�`r` m 1. CONSTRUCTION JOINTS: Gonform to ACI 301 Sections. 2.2.2.5, 5.2.2.1 and 5.3.2.6. Construction joints shall be Igcat- DCI approval is received. Basic elongation tolerance is t7% from calculated. Out of tolerance tendons will be approved c. Non-conformance Procedures ed and detailed as on the construction drawings. Submit alternate locations per ACI 301 Section 5.1.2.3a for review and MATERIALS: Conform to ACI 506.2 Sec. 2 "Materials" for Cement, Aggregate, Reinforcement, Water, Admixtures and by the FOR on a case by case basis. (2) Steel & Anchor Rod suppliers' Material Test Reports (MTR's) indicating the compliance with specifications. approval by the SER two weeks minimum prior to forming. Use of an acceptable adhesive, surface retardant, Portland Curing Materials. LLI a, s cement rout or rou henin the surface is not re uired unless s ecificall noted on the drawin s CUTTING: Conform to PTI S ecification Sec. 3.5.1 "General." Tendons ma be cut b means of ox acet lene torch, (3) Fastener manufacturer's Certification documenting conformance with the specification. 9 9 9 q P Y 9- P Y Y Y Y I m o REINFORCEMENT: Conform to IBC Sec. 1908.4 "Reinforcement" and CONCRETE REINFORCEMENT section this abrasive wheel or hydraulic shears. W hen using oxyacetylene cutting do not direct flame toward wedges. Strand length (4) Filler metal manufacturer's product data for SMAW, FCAW and GMAW indicating: I EMBEDDED ITEMS: Position and secure in place expansion joint material, anchors and other structural and non- sheet, protruding beyond the wedges after cutting shall be between %" and'/4" a. Product specification compliance o'l . structural embedded items before placing concrete. Contractor shall refer to mechanical, electrical, plumbing and archi- b. Recommended welding parameters O9 I tectural drawings and coordinate other embedded items. SPLICES: Conform to IBC Sec. 1908.4.3, "S likes", for non -contact la slices. COATING & CAPPING: Conform to PTI Specification Sec. 3.5.2 "Aggressive Environments." Install the grease -filled c. Recommended storage and exposure requirements including baking € � P P P d. Limitations of use plastic caps as soon as possible. (5) Welded Headed (Shear) Stud Anchors Manufacturer's certification indicating the meet specifications. GROUT: Use 7000 psi non -shrink grout under column base plates. .RECONSTRUCTION TESTS: Prepare Preconstruction test panels, as defined by the SEA, for each proposed mix de - I sin and nozzelman in accordance with IBC Sec 1908.5 "Preconstruction Tests" and ACI 506.2 Sec. 1.6.1 STRESSING POCKETS: Conform to PTI Spec. Sec. 3.5.3 "Stressing Pockets." GROUTED REBAR: See Post -Installed Anchors to Concrete. g {6) Procedure Qualification Records fPQR'st for WPS's that are not prequalified in accordance with AWS. "preconstruction Testing." Test panels will be cored at the most congested reinforcing and evaluated by the testing la- (7) Welding personnel Performance Qualification Records PQR and continue records conformin t boratory. Each nozzelman must pass the evaluation before proceeding with the work. (1) Preparation: Clean the inside surfaces of the pocket to remove laitance and grease. Coat inside surfaces with a M L tY g o AWS POST -INSTALLED ANCHORS to CONCRETE: Anchor location, type, diameter and embedment shall be as indicated on resin bonding agent after cleaning of the contractor's discretion. standards and WABO standards as applicable for Washington State projects. drawings. Reference the POST INSTALLED ANCHORS section for applicable Post -Installed Anchor Adhesives. An- CONSTRUCTION TESTS: Conform to IBC Sec. 1908.10 "Strength Tests" and ACI 506.2 Sec. 1.6.2 "Construction Tst- MATERIALS: I chors shall be installed and inspected in strict accordance with the applicable ICC-Evaluation Service Report (ESR). in ". Take cores ecimen for each 50 cu ds laced but not less than once each shift. The cores ma be taken from the (2) Filling: Fill pockets with non-metallic non -shrink grout. Grout shall not contain chlorides or other chemicals deleteri- S ecial ins ection shall be er the TESTS and INSPECTIONS section, g p Y P Y ous to the prestressing steel. Structural steel materials shall conform to materials and requirements listed in AISC 360 section A3 including, but not P P P actual construction work or sample panels shot during the course of work. Location of cores taken from actual construc- limited to: lion work must be approved by the SER prior to commencing work. Sample panels shall be at least 12" x 12" x 7-114". Wide Flange (W), Tee (WT) Shapes ................... ASTM A992 Fy = 50 ksi TOPPING SLABS: Conform to ACI 301 and the recommendations of ACI 302.1 R-15 "Guide for Concrete Floor and Slab Three cores shall be taken from each sam le anel and the cores ma be either field cured or laborato cured. Labora- EMBEDS AND FASTENERS. Embeds and Inserts far support of all non-structural elements, mechamcai and other _ P P Y rY Channel (C) &Angle (L) Shapes ......................... ASTM A36, Fy - 36 ksi Construction" for [Class 3 (unbonded topping floors)] [Class 7 {bonded topping floors)] [Class 8 (unbonded topping tory cured samples shall have an average strength equal to or greater than f'c with no individual sample breaking at lass equipment shall be cast into the slab. Drilled or powder -driven fasteners will not be permitted except as noted below. _ I floors . Caution: Bondin of two -course floors is a hi hI critical o eration re uirin extra care b the contractor. Strict Structural Plate(PL)............................................. ASTM A36, Fy = 36 ksi )] 9 9 Y P q 9 Y than 0.75 fC. Field cured samples shall have an average strength of at least 0.85 f'c with no individual samples breaking Hollow Structural Section - Square/Rect (HSS).. ASTM A500, Grade B Fy = 46 ksi 1 compliance with the concrete mix requirements, especially the water -Cement ratio and slump is critical. When a bonding at less than 0.75 fc. Immediately before concrete is placed, the position of tendons shall be marked on the forms with a material which leaves agent is specified, conform strictly to the manufacturer's instructions for use and for all special surface preparations re- a physical impression on the underside of the slab. Congested areas shall be entirely marked off. Contractor's proposed High Strength, Heavy Hex Structural Bolts.......... ASTM A325/F1852, Type 1 or 3, Plain uired. method of marking tendons shall be submitted and reviewed by the SER and architect before starting construction. Heavy Hex Nuts...................................................ASTM A563, Grade and Finish per RCSC Table 2.1 q ] CONSTRUCTION: Conform to IBC Sec. 1908 and ACI 506.2 Sec. 3 "Execution" for Examination, Botching and Mixing, Note: there maybe areas where marking of the slab is not allowed for architectural and or concrete cover reasons. Washers (Hardened Flat or Beveled) .................. ASTM F436, Grade and Finish per RCSC Table 2.1 Surface Preparation, Joints, Alignment Control, Application, Finishing, Hot Weather, Cold Weather, Protection, Curing, Anchor Rods (Anchor Bolts, typical)....................ASTM F1554, Gr. 36 BONDING AGENT: Use MasterEmaco ADH 326. Apply in accordance with manufacturer's instructions.] and Tolerances. The contractor shall adhere to the following weather related precautions': Welded Headed (shear) Stud Anchors ................ ASTM A108 - Nelson/TRW S3L Drilled -in concrete anchors and powder drven fasteners shall be placed a minimum distance equal to the slab thickness • Ensure materials and surrounding air temperature maintained at minimum 40 degrees Fahrenheit prior to, during Welded Headed Stud (WHS) Anchors ................. ASTM At08 - Nelson/TRW H4L JOINT COMPOUND: Provide acid resistant silicone caulk where noted on the drawings. Submit product data for review. and 7 da s after corn letion of work. away from marked tendon locations. No anchors or fasteners shall be placed within a distance of five times the slab ...„••,,,,.,•ASTM A496 - Nelson/TRW D2L, F = 70 Y P Dowel Bar Anchors DBA ............... During freezing or near freezing weather, provide equipment and cover to maintain minimum 40 degrees Fahren- thickness from the face of any column. Exception: Powder -driven fasteners with 5/S-inch maximum embedment may be ( ) • •••• y - ksi SHRINKAGE: Conventional and post -tensioned concrete slabs will continue to shrink after intial placement and stressing � 'Installed at any location on the slab. No reinforcing steel, concrete, or post -tensioning tendons shall be damaged by an- heit to protect work completed or work in progress. STRUCTURAL JOINTS USING HIGH -STRENGTH BOLTS: of concrete. Contractor and subcontractor shall coordinate jointing and interior material finishes to provide adequate tot- chors or fasteners. I erance for expected structural frame shrinkage and shall include, but not be limited to: curtain wall, dryvit, storefront, sky- • Suspend operations during high winds, rainy weather, or near freezing temperatures when work cannot be pro - light, floor finish, and ceiling suppliers. Contact Engineer for expected range of shrinkage. tected 1) ASTM A325-N bolts - "threads NOT excluded in the shear plane". I BRICK VENEER 2) High -strength bolted joints have been designed as "BEARING" connections. FLOOR FINISHES: The contractor must provide and correctly install an isolation membrane and properly detailed expan- INSPECTIONS & ACCEPTANCE: Conform to IBC Sec. 1908.10.3 "Acceptance Criteria." Provide "Special Inspections" 3) Provide ASTM Bolt Grade and Type as specified in the Materials section above, I Sion oints to het minimize crackin of finishes with cementitious settin beds or finish ro erties tile, stone, terrazzo, during construction and "Visual Examination" when work is complete. Conform to ACI 506.2 Sec. 1.9 "Acceptance." 4) Provide Washers over outer ply of slotted holes and oversize holes per RCSC Table 6.1. 1 P 9 9 P P ( REFERENCE STANDARDS: Conform to: 5) Provide Nut and Washer grades, types and finishes conforming to RCSC specification Table 2.1. concrete topping, etc). The expansion joints shall be sized for an expected shortening movement of 0.01 inches per foot. POST -TENSIONED CONCRETE 6) Provide fastener assemblies from a single supplier. I CLADDING CONNECTIONS and SLAB SHORTENING: At the time of installation, the claddin connection desi n shall 1) IBC Chapter 14 "Exterior Walls." 7) Joint Types shall be: 9 9 2) TMS 402-13/AC1 530-13/ASCE 5-13 "Building Code Requirements for Masonry Structures.", Chapter 12 a. ST - "Snug Tight", for typical beam end "shear" connections, unless noted otherwise. accommodate a typical future vertical movement at each floor of 1/ inch or L/600, whichever is greater, due to variable REFERENCE STANDARDS: "Veneer" Herein referenced as MSJC. I live loadin and tree This die lacement will occur at the free end of cantilever beams and at mids an of ed a slabs b. SC - "Slip Critical", where specifically indicated. Provide with Class d Facing surface. g p. p p g (1) ACI 301-10 "Specifications for Structural Concrete, Sec. 9 "Prestressed Concrete." 3) TMS 602-131ACI 530.1-13/ASCE 6-13 "Specification for Masonry Structure." Herein referenced as MSJC.1. 8) Install bolts in lomts m accordance with Ehe RCSC Specification Section S and Table 4.1. 1 and beams. (2) ACI 423.7-14 "Specification for Unbonded Single Strand Tendon Materials" (3) PTI "Specification for Unbonded Single Strand Tendons", 2"d Edition (2000) (hereafter designated "PTI Specifica- SUBMITTALS: Submit roduct s ecific information on anchor size, 9) Inspection is per RCSC Sect on 9. I At the time of installation, the claddin connections shall accommodate shortenin of the slab ed a inwards due to lion" . P P type and capacities with corresponding ICC-ESR 9 9 9 ) reports regarding wire ties, sheet metal connector pieces, screws, and expansion anchors to the Architect/Engineer for ANCHORAGE to CONCRETE: shrinkage and post -tensioning. Calculation of the amount of shortening is the responsibility of the design !construction review. team as a whole and shall be agreed upon in a preconstruction meeting. The connections shall also accommodate typi- SUBMITTALS: Conform to ACI 301 Sec 3.1.1 "Submittals, Data, and Drawings." Submit the following items for review: 1) EMBEDDED STEEL PLATES for Anchorage to Concrete: Plates (PL) embedded in concrete with studs (W HS) I Cal slab edge construction tolerance both inward and outward. The amount of tolerance shall be defined by the general MATERIALS: or dowel bar anchors (DBA) shall be of the sizes and lengths as indicated on the plans with minimum 1/2" die. (1) Coordination Drawings: Submit drawngs showing size and location of all slab penetrations, biockouts, conduit, , contractor and agreed st by the cladding designer and f cation kk subcontractor prior to the design of the connections. embeds and other items which may affect tendon placement. 1) BRICK VENEER: Conform to ASTM C216 "Standard Specification for Facing Brick (Solid Masonry Units Made WHS x 6" long but provide not less than /<" interior cover or 1 %z" exterior cover to the opposite face of concrete, I The cladding shall be installed to the proper design plan location from Clay or Shale)", Grade SW. unless noted otherwise. (2) Shoo Drawings. Submit shop drawings in accordance with ACI 301 Sec. 9.1.2.1 "Drawings." Include the following 2) COLUMN ANCHOR RODS and BASE PLATES: All columns (vertical member assemblies weighing over 300 CONCRETE CRACK REPAIR AND MAINTENANCE PROGRAM: Concrete shrinks and continues to shrink for up to two nformation: tendon support heights and chair sizes; location and profile of tendons throughout their length; size, 2) Mortar: Conform to ASTM C270, Type S, and IBC Section 2103.2 "Mortar." I years after construction and as a result, cracking will typically occur. These cracks do not typically impair the integrity of location, details, materials and stress grade (where applicable) of tendons and accessories, including anchorages, pounds) shall be provided with a minimum of four %a" diameter anchor rods. Column base plates shall be at the structure. However, DCI recommends a one-time crack repair and maintenance program be implemented for those stressin ockets, and cou lers• jack clearances; jackin rocedures; stressin se uence; initial tensionin forces R ING: o least /. thick, unless noted otherwise. Cast-m-place anchor rods shall a provided unless otherwise approved 9 p P 1 1 9 p 9 q 9 3) JOINT EINFORC Conforms t ASTM ip ga "Standard Specification for Steel Wire for Masonry Joint Rein- by the Eneter (1 Unless noted otherwise, embedment of cast -in -place anchor rods shall be 12 times the an- slabs exposed to water or chemicals. The maintenance program shall consist of: tendon elongation; details of reinforcing steel to prevent bursting and spelling; tendon trimming procedures and forcemeat". All joint reinforcing shall be hot dip galvanized. chor diameter (12D). I details or capping procedure; duct properties including size, material, thickness and support spacing. PT shop Inspect stabs and supporting members two years after construction drawings shall be stamped by a structural engineer registered in the State of Washington. 4) ANCHORS: Anchor ties shall be the Hohmann & Barnard seismic anchors. Anchor ties shall be adjustable two- FABRICATION: I • Determine cracks in the structure to be repaired (3) Stressing Records: Conform to PTI Specification Sec,1.5.7 "Stressing Records." Submit for review. The special piece anchors made of 14 gage or 12 gage galvanized metal and/or W2.8 (3/16" diameter) galvanized wire that I • Repair cracks inspector shall complete all stressing records. shall be engineered to attach: 1) Conform to AISC 360 Section M2 "Fabrication" and AISC 303 Section 6 "Shop Fabrication". to the face of Masonry or concrete with a''/a" expansion bolt or screw anchor for concrete or masonry embed- 2) Quality Control (QC)'shall conform to: I The total length of cracking can be estimated at 0.009 feet of cracks per square feet of slab area. The owner should re- (4) Mill Test Reports: Conform to PTI Specification Sec. 1.5.1. Provide cert�ed mill test reports for each coil or pack of tied 2" minimum into the concrete or masonry. a. AISC 360 Chapter N "Quality Control and Quality Assurance" and serve funds for this one time maintenance program, which is to take place two years after the completion of construction. strand. Contractor shall keep reports on file for duration of project. • to steel stud with two #12 (0.209" diameter) screws per anchor. b. AISC 303 Section 8 "Quality Control". (5) Anchorages and Couplers: Conform to PTI Specification Sec. 1.5.2. Contractor to keep reports on file for the du- • to wood stud with two #9 (0.177" diameter) screws per anchor embedded at least 'I YZ Into the wood stud. c. Fabricator and Erector shall establish and maintain written Quality Control {QC) procedures per AISC I Even though cracking is normal and most often not structurally significant, when cracking occurs during construction the ration of the project. • or at channel slot anchor assemblies with a 305 Dovetail Anchor Slot embedded in the concrete and a 303 360 sectionN3. contractor shall contact the Architect/Engineer for review. The contractor should budget 0.004 ft of epoxy injected crack SV Seismic Notch Dovetail Anchor. d. Fabricator silt 4 perform self -inspections per AISC 360 section N5 to ensure that their work is performed I repair per square foot of slab. (6) Sheathing and P-T Coating: Conform to PTI Specification Sec. 1.5.3 and 1.5.4. Contractor to keep reports on file in accordance w th Code of Standard Practice, the AISC Specification, Contract Documents and the for the duration of the project. Ail parts of the veneer anchorage system shall be fabricated of similar metals with similar coatings to reduce the possibil- Applicable Building Code. STRENGTH TESTING AND ACCEPTANCE: ' of alvanic corrosion occurrin e. QC ins actions ma b ectio i 1 e coordinated with Quaiit Assurance ins ns er Section N5.3 where f - 7 Calculat one: Submit calculations re aced b a SSE indicatin : t force rovided the s ecified restr - 9 P Y abn he eesin floss tY 9 Y P P (} R P Y 9 P P p 9 cators A rocedures v' r Q ro ire the necessa basis for material coot of ins ection control f es the finaLworkin s s n stressin se uence. The desi n sh wn in the drawin s is P and o the stre se a d the o based on a final P ry , Testir : Obtain sam lee and conduct tests n ccoervals with ACI n b i' nal m le 9 9 q 9 9 P a Section 1.6,3.2. Add bo sa s ma be -� P p= Y effective force in each tendon of26(8 kips. Brick veneer in Seismic Design Category A, B, and C and ail brick veneer not laid in a running bond pattern shall have workmanship expected by the Spacial Inspector. required to obtain concrete strengths at alternate intervals than shown below. continuous joint reinforcing of W 1.7 (0.148" diameter) wires at a maximum vertical spacing of 20"oc. Lap wires 10" at I • Cure 6 cylinders for 28-day test age post -tensioned concrete. Test 2 cylinders at 2 or 3 days for post -tensioned POST -TENSIONING MATERIALS FOR ENCAPSULATED SYSTEMS: All Post -Tensioning shall consist of a fully splices. WELDING: concrete only, test 1 cylinder at 7 days, test 2 cylinders at 28 days, and hold 1 cylinder in reserve for use as "enca sulated s stem". 1) Welding shall conform to AWS D1.1 with Prequalified Welding Processes except as modified by AISC 360 sec- the Engineer directs. After 56 days, unless notified b the En ineer to the contra the reserve c inder ma P Y Brick veneer in Seismic Design Category D, E and F and all brick veneer not laid in a running bond pattern shall have Y g ry' N y continuous oint reinforcin ( ) p g p lion J2. Welders shall be qualified in accordance with AWS D1.1 T as a requirements. be discarded without being tested for specimens meeting 28-day strength requirements. (1) Strand: ASTM A416, Grade 270, %" diameter, low relaxation type. Conform to PTI Specification Sec. 2.1 1 g of W 1.7 0.148" diameter wires at a maximum vertical s akin of 16"oc. La wires 10" at 2) Use 70ksi strength, low -hydrogen type electrodes {E7018) or E71T as appropriate for the process selected. "Prestressin Steel." Strands shall on inate from a PTI certified lant. splices. I • The number of cylinders indicated above reference 6 by 12 in cylinders. If 4 by 8 in cylinders are to be used, g g P 3) Welding of high strength anchor rods is prohibited unless approved by Engineer. additional cylinders must be cured for testing of 3 cylinders at test age per the table of mix design require- (2) Sheathing: Conform to PTI Specification Sec. 2.3 "Sheathing," including section 2.3.5 "Aggressive Environments." 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- 4) Welding of headed stud anchors shall be in accordance with AWS D1.1 Chapter 7 "Stud Welding". I ments. 3 Anchora es & Couplers: Conform to PTI S eciifiication. Sec. 2.2 "Anchora es and Cou lers", includin Sec. 2.2.6 ceeding %" from the horizontal plane of the plate anchored to the structure. () 9 P 9 P 9 ERECTION: I "Anchorages and Couplers in Aggressive Environments." Provide grease caps for all anchorages at all stressing Acceptance. Stren th is satisfacto when: ends. Tendon anchors es and cou lin s shall be desi ned to develo static and d namic stren th re uirements of Anchors in Seismic Design Category D, E and F shall have a positive mechanical connection to the continuous wire joint g ry 9 p 9 9 P Y 9 q 1) Conform to AISC 360 Section M4 "Erection" and AISC 303 Section 7 "Erection". I Section 2.2.1.1 and Section 2.2.1.2. Castin s shall be nonporous and free of sand, blow holes, voids, and other reinforcing in the veneer. 9 2) Conform to AISC 360 Chapter N "Quality Control and Quality Assurance" and AISC 303 Section 8. 1 (1) The averages of all sets of 3 consecutive tests equal or exceed the specified strength. defects. Provision shall be made for plastic cap to fit tightly and seal barred end on stressing side of anchor. Bear- a. The Erector shall maintain detailed erection quality control procedures that ensure that the work is per- (2) No individual test falls below the specified strength by more than 500 psi. ing side of anchor casting shall have provision for plastic sleeve, which shall prevent moisture leaks into anchor formed in accordance with these requirements and the Contract Documents. casting or tendon sheathin For wedge t e anchors es, wed e ri ers shall be desi ned to recluded rema- Both wire and sheet -metal anchors shall extend into the veneer a minimum of 1 %" and shall have a minimum of 5/8" 9• YP 9 9 9 PP 9 P P 3) Steel work shall be carzied up true and plumb within the limits defined in AISC 303 Section 7.13. A "test" for acceptance is the average strength of two 6 by 12 in. cylinders or three 4 by 8 in. cylinders tested at lure failure of restressin steel due to notch or inchin effects under static and d namic test load conditions er mortar cover on the outside face. P 9 P 9 Y p 4) High strength bolting shall comply with the RCSC requirements including RCSC Section 7.2 "Required Testing", I the specified test age. Section 2.2.3, for low relaxation prestressing steel materials. Component parts from different manufacturers shall as applicable and AISC 360 Chapter J, Section M2.5 and Section N5.6. not be used without substantiatin test data. All anchors shall adjust 1-%" up or down to allow for different course heights and shall allow at least %" horizontal in - I CONCRETE PLACEMENT TOLERANCE: Conform to ACI 117-10 for concrete placement tolerance. g plane and''/a" vertical in -plane movement to accommodate expansion, contraction, shrinkage and other movement. 5) The contractor shall provide temporary bracing and safety protection required by AISC 360 Section M4.2 and 1 (4) Repair Tape: Conform to PTI Specification Section 3.2.5. AISC 303 Section 7.10 and 7.11. FLOOR FLATNESS and FLOOR LEVELNESS: Minimum values of flatness, F(F) 30; and of levelness, F(L) 20; with mini- 5 Anchor Cap: Grease ca s and clear/translucent reased trum ets or the zero voids stem b General Technolo- Coordinate expansion joint locations with the architect prior to erection. Typically expansion joints should be installed at ARCHITECTURALLY EXPOSED STRUCTURAL STEE O P 9 P ( Y Y _ L. Steel identified by the Architect on the architectural drawings mum local values of flatness, F F 24; and of levelness, F L 15; for slabs -on- rode are re uired. Overall minimum vat- 24" from corners on one side of the comer, at intersecting walls, at changes in wall height, at changes in wall thickness () (} 9 4 gees Incorporated heat or approved equivalent) at the P-T anchors shall be used to provide watertight connections as Architecturally Exposed Structural Steel, (AESS) shall conform to AISC 303 Section 10. 1 ues of flatness, F(F) 30; with minimum local values of flatness, F{F) 24; for suspended slabs are required. Concrete between the P-T sheathing and anchors. and at 20' maximum on center. slabs that will receive wood flooring shall have a minimum F(F) 35. The preceding values are minimums unless specifica- I tions require higher values. Measured values shall be in accordance with ACI 117. (a) Stressing End: Plastic cap shall fit tightly, covering stressing end of barrel and wedges, and shall be fitted CONSTRUCTION OVER STUDS: When applied over wood or metal stud construction, the studs shall be spaced a maxi- COLD -FORMED STEEL FRAMING with sealing device. Cap shall allow minimum 1?%" protrusion of strand beyond wedges. mum of 16 inches on centers and approved paper shall first be applied over the sheathing or wires between studs except I CONCRETE REINFORCEMENT (b) Intermediate Stressing Ends: Plastic cap similar to above shall be used with exception that cap shall be open as otherwise provided in IBC Sections 1402-1405. An air space of at least 1-2 inch should be maintained between the to allow passage of strand with minimum'/a" chimney extension of cap. backing and the veneer. The air space must be kept free and clear of debris and mortar droppings. REFERENCE STANDARDS: Conform to: REFERENCE STANDARDS: Conform to: (1) AISI S100-12 "North American Specification for the Design of Cold -Formed Steel Structural Members" I (c) Coating Material: Wedge area and plastic cap shall be completely filled with same grease used along length BRICK PANELS: The panel manufacturer is responsible for the design of the panels and their connection to the primary (2) AISI S200-12 "North American Standard for Cold Formed Steel Framing - General Provisions" (1) ACI 301 10 "Standard Specifications for Structural Concrete", Section 3 "Reinforcement and Reinforcement Sup- of strand. structure. Edge beams have been designed for vertical load only. The panel manufacturer shall provide braces and ties (3) AISI S210-07 "North American Standard for Cold Formed Steel Framing - Floor and Roof System Design" pow to account for load eccentricities and lateral forces. The maximum vertical load and location of the bearin g points is not- (4) AISI S2111071S1-12 "North American Standard for CoEd Formed Steel Framing - Wali Stud Design" (2) ACI SP-66(04) "ACI Detailing Manual" (6) Sleeve and Grommet: A grease filled plastic sleeve shall be used on bearing side of anchor casting which will pre- en sod on the drawings. Brick panel shop drawings shot indicate the magnitude and location of all loads imposed onto the {5) AISI S212-07/S1-12 "North American Standard for Cold Formed Sleet Framing -Meader Design" 1 (3) CRSI MSP-09, 28 Edition, "Manual of Standard Practice." vent moisture leaks into anchor casting or tendon sheathing. Plastic sleeve shall be minimum 10" long. A grommet rime structure. The anel manufacturer en ineer shall be res onsible for veri 'n that panel bracin or ties are at- (6) AISI S213-07/S1-09 "North American Standard for Cold Formed Steel Framing - Lateral Desi n" (4) ANSUAWS D1 A: 2005, Structural Welding Code - Reinforcing Steel." shall be used at stressing ends, split grommet at intermediate stressing points, to prevent moisture leaks into an- P ry P g P g 9 9 lathed to the primary structure in such a manner that their forces do not cause any distress to the primary structure. (7) AISI S214-12 "North American Standard for Cold Formed Steel Framing -Truss Design" (5) IBC Chapter 19-Concrete. chor casting or tendon sheathing. Where necessary, additional structural elements shall be provided by the panel manufacturer to safely distribute the (8) AISI S220-11 "North American Standard for Cold Formed Steel Framing - Nonstructural Members" 1 (6) ACI 318-14 "Building Code Requirements for Structural Concrete." loads to the anchors. (9) AW WC "Wall and Ceiling Standards" Sec. 9.8 "Exterior Steel Studs Wall Systems." (7) ACI 117-10 "Specifications for Tolerances for Concrete Construction and Materials" CORROSION INHIBITING COATING: Conform to PTI Specification Sec. 2.4 "P-T Coating." (10)AWS D1.3 "Structural Welding Code - Sheet Steel." 1 POST -INSTALLED ANCHORS (INTO CONCRETE AND MASONRY] SUBMITTALS: Conform to ACI 301 Section 3.1.1 "Submittals." Submit placing drawings showing fabrication dimensions OTHER MATERIALS: Conform to notes for CAST -IN -PLACE CONCRETE and CONCRETE REINFORCEMENT sec- MATERIALS: and placement locations of reinforcement and reinforcement supports. tions, except all admixtures shall be chloride free unless approved by the Engineer. Structural Sections 54, 68 and 97-mil; ASTM A653, SS Grade 50 or ASTM A1003 Grade 50, Min Fy=50 REFERENCE STANDARDS: Conform to: I MATERIALS: PRE -CONSTRUCTION MEETING: The contractor shall arrange a pre -construction meeting. The contractor, structural 1) IBC Chapter 19 "Concrete" KSI I en ineer-of-record, subcontractors involved with the ost-tensionin work, re resentatives of the AHJ and re resenta- 2) ACI 318-14 "Building Code Requirements for Structural Concrete" Gr and 43-mil; ASTM A653, SS Grade re or ASTM noted Grade e o Min Fy=33 KSI 9 P 9 P P Sheet Metal Screws Grabber or Bu r S R approve , #10 screws unless noted otherwise on drawings; Reinforcin Bars...................................ASTM A615, Grade 60, deformed bars. fives of the s eclat ins ection a enc shall attend this meetin 3) IBC Chapter 21 "Masonry" 9 ASTM A706, Grade 60, deformed bars. P P g Y 9 4) ACI 530-13/ASCE 5-13(fMS402-13 "Building Goode Requirements for Masonry Structures" ASTM C1513 or SER approved alternate REVt Bar Su orts....................................... CRSMMSP , ode 80, 3e formed b rrs* HANDLING STORAGE SHIPPING: Conform to PTI Specification Sec. 1.6.2 and 1.7, Fasteners to Concrete Hilti X-U Power Actuated Fasteners w th %Eemb dment- ICC ESR-2269 CODE ( I Tie Wire................................................16 gage or heavier, black annealed• INSTALLATION REE UIREMENTS: Conform to PTI Specification Sec.3.2 "Tendon Installation." anncho Nyp stand locationsss hall be lappro ed by the SER end shall have a current ICC-Evalu tion Service Report that Weld Materal E60XX elecVodes conforming to AWS D1.3 AP', Stud Rails.............................................ASTM A1044 rovides relevant desi n values necessa to validate the available stren t ear d eformed B rs . ........ASTM A970 (1) DRAPES: Place tendons parabolic between supports and conform to controlling points shown on the drawings P 9 ry g h exceeds the required strength. Submit cur- Studs and Track shall be galvanized in accordance with ASTM A653, G60, unless in contact with pressure treated APF H e D a .............. rent manufacturers data and ICC ESR re ['RBfarence plans forfoCatran] unless noted. Dimensions shown on drawings locate the Center of Gravity (c.g.) of the tendon from the bottom of port to SER for approval regardless of whether or not it is apre-approved an- wood. If in contact with pressure treated wood, ues G90 or greater coatings. Fastenings not shown on the draw- 1 the slab or beam. Low points are at mid -span unless noted otherwise. chor. Anchors shall be installed in strict accordance to ICC-ESR and the manufacturer's printed installation instructions ings shall be as recommended by the manufacturer. (MPII) in conjunction with edge distance, spacing and embedment depth as indicated on the drawings. The contractor city t 1 (2) SUPPORTS: Tendons shall be firmly supported at intervals not to exceed 4 ft. to prevent displacement during plat- shall arrange for a manufacturer's field representative to provide installation training for ail products to be used, prior to SIZE AND PROFILE: Cold -formed steel framing members shall be as specified in the Steel Stud Manufacturer's Associ- EARTHQUAKE REQUIREMENTS: Longitudinal Bars in shear walls and coupling beams of shear walls shalt conform to ing of concrete. the commencement of work. Only trained installer shall perform post installed anchor installation. A record of training ation ICC Evaluation Report ESR-3064P and of the size and profits as shown on the drawings. Alternate members BUILDIN ASTM eldi Grade in i shall conform to the following requirements: shall be ke t on site and be made available to the SER as re uested. Adhesive anchors installed in horizontal) or u e uivalent in she a size, and stren th b manufacturers not members of the Steel Stud Manufacturer's Association (1) Welding: Welding is not permitted except as specif ed in the drawings. Weld in accordance with AWS D1.4. (3) TENDON BUNDLES: Twisting or entwining of individual strands within the bundle is not permitted. P 4 Y P q P , 9 Y I wardiy inclined orientation shall be performed by a certified adhesive anchor installer (AAI) as certified through ACIJCRSI shall be subject to review and approval by the Architect /Engineer. (2) Mill Tests: Submit mill certificates indicating physical and chemical properties. (4) TOLERANCES: Vertical deviations in tendon location shall not exceed the following nor maximum cover deviations or approved equivalent. Proof of current certification shall be submitted to the engineer for approval prior to commence- 1 (3) Yield Strength: Actual yield strength, based on mill tests, does not exceed the specified yield strength by more than per ACI 117: ment of installation. No reinforcin bars shall be dame ed duOn installation of ost-installed anchors. Special ins ec- JOISTS: Provide C-she ed joists with stiffened flan es S-sections in SSMA .Sans are assumed to be continuous) 18,000 psi. (Retests shall not exceed this value by more than an additional 3000 psi.) 9 9 9 P P P 1 9 ( ) P Y 1 (4) Ultimate Strength: The ratio of the actual tensile strength to the actual yield strength is not less than 1.25. a. t 1/4" for member thickness less than 8" tion shalt be per the TESTS and INSPECTIONS section. Anchor type, diameter and embedment shall be as indicated on sheathed at the top flange. A minimum 3-1/2" bearing shall be provided at each end of each joist. Add web stiffeners if b. t 318" for member dimensions from 8" to 24" drawings. bearing is less than 3-1/2", but no less than 1-1/2". All joists must be braced laterally at each end by track or blocking. FABRICATION: Conform to ACI 301, Section 3.2.2. "Fabrication", and RCI SP-66 "ACI Detailing Manual ° c. t 1/2" for member dimensions more than 24" Joist bridging shall be a maximum 8'-0" oc. WELDING: Bars shall not be welded unless authorized. When authorized, Conform to ACI 301, Section 3.2.2.2. SHEATHING REPAIR: Conform to PTI S ec�cation Sec. 3.2.5 "Sheathin Ins ection" 1. ADHESIVE ANCHORS: The following Adhesive -type anchoring systems have been used in the design and CONNECTORS and FASTENERS: Connectors shall be installed per the manufacturer's instructions. All screws shall 9 I "Welding", AWS D1.4, and provide ASTM A706, grade 60 reinforcement. P g P shall be used for anchorage to CONCRETE as applicable and in accordance with corresponding current ICC be snug with the steel surface and shall penetrate into steel studs by a minimum of three exposed threads. Connec- (1) Restore tendon grease coating in damaged area and 2 inches beyond each end of damage. ESR report. Reference the corresponding ICC ESR report for required minimum age of concrete, concrete tions shall not be stripped. Screws shall be installed a minimum of 3/8" from steel edges and with no less than %" o.c. PLACING: Conform to ACI 301, Section 3.3.2 "Placing " Placing tolerances shall conform to ACI 117. (2) Place iece of Ion itudinall s lit tubin around reased tendon. S lit tubin overla shall be ono osite side of temperature range, moisture condition, light weight concrete, and hole dr )ling and preparation require- spacing. P 9 Y P 9 9 P 9 P PP meats. Drilled -in anchor embedment lengths shall be as shown on drawings, or not Tess than 7 times the I sheathing tear. Length of split tubing shall extend past damaged area 3 inches at each end. Alternatively, use two When fastenin to steel Powder Actuated Fasteners shall be installed a i CONCRETE COVER: Conform to the following cover requirements unless noted otherwise in the drawings. ieces of overla in slit sheathin . Ali n slits ono osite sides of tendon from each other. anchor nominal diameter (7D). Adhesive anchors are to be installed in concrete aged a minimum of 21 days, 9 m nimum of 112" from steel edges and with no 6 I Concrete cast against earth.................................3" P pP g 9 , g PP unless otherwise specified in the ICC ESR report. less than 1" o.c. spacing. When fastening to concrete, Powder Actuated Fasteners shall be installed a minimum of 3" I Concrete exposed to earth or weather.................2" (3) Tape entire length of repaired area, spirally wrapping tape around repair to provide at least two layers of tape. Tap- from concrete edges and with no less than 4" o.c. spacing. Powder Actuated Fasteners shall not be used for hanging � Ties in columns and beams.................................1 '/2' ing shall overlap repaired area by 3 inches at each end. Before taping, repair area shall be dry and free of grease. applications. a. HILTI "HIT-HY 200" -ICC ESR-3187 for anchorage to CONCRETE with embedment depth less than r 4 I Bars in slabs ........................................................ 1W CONCRETE PLACEMENT: Conform to PTI S ecification Sec. 3.3. or equal to 20 bar diameters FULL -HEIGHT NON -LOAD -BEARING STUD WALLS: Full height stud walls shall be attached to concrete slabs above Bars in walls .............................................. ' with deflection track to allow for differential vertical floor deflections under live loads. Maintain'A" a between to of $ I / b. HILTI "HIT -RE 500 V3" -ICC ESR-3814 for anchorage to CONCRETE with any embedment depth 9 P p SPLICES: Conform to ACI 301, Section 3.3.2.7, "Splices". Refer to Typical La Slice and Develo meat Len th Schad- TENDON STRESSING: Conform to PTI Specification Sec. 3.4 "Tendon Stressing." studs and slab unless noted otherwise on plan. ' I P P P g c. SIMPSON "SET-XP" - ICC ESR 2508 for anchorage to CONCRETE, IAPMO 265 for anchorage to ule" for typical reinforcement splices. Refer to "Column Vertical Reinforcing Splice Schedule" and "Shear Wall Reinforc- MASONRY 1 ing Splice Schedule" for those specific elements. Splices indicated on individual sheets shall control over the schedule. SCHEDULE: Stressing shall be performed within 96 hours of concrete placement unless approved by the Engineer. MEMBER CONDITION: All structural cold -formed framing members must be in good condition. Damaged members, Mechanical connections may be used when approved by the SER. For reinforcing within the lateral system (shear walls) d. SIMPSON "SET' - ICC ESR-1772 for anchorage to UNREINFORCED MASONRY Only members with cracking in the steel at the bend radius locations, and members with significant red sting e s i and reinforcing connecting the diaphragm slab to the lateral system, mechanical splice strength is increased to develop SEQUENCE: Stress temperature tendons first, followed by uniformly distributed tendons, additional slab tendons, and the protective coaling are unacceptable and must be replaced, unless approved by the SER. M¢o�f-�-�/j j� < 125 percent of the specified tensile strength of the splices bar. then beam or banded tendons. 2. EXPANSION ANCHORS: The following Expansion type anchors are pre -approved for anchorage to CON- tolerances listed below shall be replaced prior to loading. [� Ulf E I CRETE or MASONRY in accordance with corresponding current ICC ESR report: D �! f APR 1 1 20j 1 ------------------------------------------------------------------------------------------------------------------ ----- _ REIDIUiIDDLETON,iNC. URB L( ` ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license A$ x -- GC� v p� OF e314 �l Fcr 6sSrQAL E��l VAL consultant logo ariGinaesa @ 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455.4448 www,dci-engineers.com CIVIL / STFtI Ct ;-I I F=tAL © Copyright 02,2019 VAmaio Converser Inc. A9 Rights Reserved a,.� bona w a project name HOLDEN AT SOUTHCENTER 112 ANDOVER PARK EAST TUKWILA, WA 98188 t/ L-t,-'t Q u APR 0 5 2019 REID MIDDLE ► CN, INC. key plan submittals/revisions 100%SO SET 10.10.2018 30%DO SET 11.16.2018 60% DO SET 12.14.2018 BUILDING PERMIT SET 01.11.2019 TOWER CRANE PERMIT 02,08.2019 50%CD SET 02.22.2019 F1 - FOUNDATION CORR 1 03.15.2019 BP CORR 1 1 BID SET 03.22.2019 TOWER CRANE CORR 1 04.03.2019 drawing title Eo- ERAL NOTES PLIANCE VED 1019 UICWi[a drawing information DATE 01.11.2019 SCALE DRAWN JWH JOB# 18041-0236 copyright 02015 Urbai Ardsteckre� PLLC Urbal Atchitecrre, PLLC o series commd+lew ocpynght rued other prop"rights in this dceu= A➢ drawn seed v,niten formation in vorated herein, is on rosburrre t or Mel ArchMadure PLLC's protessigrN practice ar sh hnot to be used in whde a In poi Without the Wriden authorization of Urbai sheet number ------------------------------------- - - - - -- I ---------------------- - - - -- - - -- ----------------------- ------------------------------------- I yW ERECTION and TOLERANCES: Cold -formed steel framing shall be erected true and plumb per the requirements and • Engineered Wood Products (TrusJoist): The following materials are based on lumber manufactured by TrusJoist Z. a within the specified tolerances listed below. For purposes of this section, camber is defined as the deviation from and were used for the design as shown on the plans. Alternate products by other manufacturers may be substitut- straightness of a member or any portion of a member with respect to its major axis, and sweep is defined as the devia- ad provided they have current ICC approval for equivalent or greater load and stiffness properties and are re- G tion from straightness of a member or any portion of a member with respect to its minor axis. viewed and approved by the Structural Engineer prior to ordering. [A HUD Material Release form is required for all „ s manufactured wood products listed below] P • For joists, track, and axial load bearing studs, out of plumpness and out of straightness (camber and sweep) g shall not exceed 1/1000 of the member length (1/8" over 10'-0"). a. Laminated Veneer lumber (LVL): Conform to ICC ES Report No. ESR-1387 or CCMC ReportNo. 08675-R. 81 • 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 b. Parallel Strand Lumber (PSL): Conform to ICC ES Report No. ESR-1387 or CCMC Report No. 11161-R. A not exceed 1/16" for axial load bearing studs. c. Laminated Strand Lumber (LSL): Conform to ICC ES Report No. ESR-1387 or CCMC Report No. 12627-R. m • 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. d. Parallel Chord I -JOISTS (Deferred Submittal): Conform to ICC Report No. ESR-1153 or CCMC Report No. o zn 13132-R. The manufacturer shall design the joists for the spans and conditions shown on the plans. Joists FIELD CUTS AND NOTCHES: Field cuts and notches of any kind (including widening pre -punched holes) are NOT al- shall have wood chords and solid wood webs. lowed in any structural cold -formed steel member without prior approval from SER. TABLE of ENGINEERED WOOD Requirements s TEMPORARY BRACING: Reference "Temporary Shoring, Bracing" in the "General Requirements" section above. Type Use Widths E(iV) Fla Fv Fc/1 _ STEEL STAIRS PSI PSI PSI PSI - REFERENCE STANDARDS: Conform to: Rimboard or Stair LSL Rimboard 1'/z' 1.3E 1,700 425 1,835 a I 1) IBC Chapter 10 -"Means of Egress", IBC Table 1607.1 Stringer 2) NAAMM - "Metals Stairs Manual" "Specification for Structural Steel s 3) ANSI/AISC 360-10- Buildings" " Header, Beam or Col- Timberstrand LSL 3 %" 1.3E 1,700 424 1,835 umn < 9" depth z 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" "Structural Timberstrand LSL Rimboard, Header or 1 % 3 %" 1.55E 2,325 310 2,170 Beam z 9" depth m 6) AWS 01.3:2008 - Welding Code - Sheet Steel" E SUBMITTALS: Steel stairs are to be prepared by a SSE. Reference DEFINITIONS and DEFERRED SUBMITTALS Timberstrand LSL Wall Stud 2x4 & 2x6 1 %" 1.5E 1,700 425 1,835 8 g above. Submit structural calculations and shop drawings (component design drawings) stamped by a professional Civil Engineer registered in the state of Washington. Wall Stud >2x6 1 %" 1.5E 2,525 505 2,105 d [C ig 8 Microllam LVL Header, Beam 1 3/a" 2.0E 2,600 285 2,510 W m't MATERIALS: Structural WF Shapes..........................................ASTM A992 Parailam PSL Header, Beam 3 %z", 5 1/4", 7" 2.0E 2,900 290 2,900 d Steel Channels, Angles, Plates & Bar ................. ASTM A36 Parallam PSL Column 31XV, 51/0, 7" 1.8E 2,400 190 2,500 Sheet Steel (Galvanized).....................................ASTM A446 Q Steel Pipe Rail ..................................................... ASTM A53, Grade B Steel Tubing A500, Grade B NAILING REQUIREMENTS: Conform to IBC Section 2304.10 "Connections and fasteners." Unless noted on plans, nail [� F .........................................................ASTM Steel RodA36 or A307 per Table 2304.10,1. Nailing for roof/floor diaphragms/shear walls shall be per drawings. Nails shall be driven flush and .............................................................ASTM Steel Deck. 1-1/2" Composite Floor Deck shall not fracture the surface of sheathing. Alternate nails may be used but are subject to review and approval by the ..................... .......................... ....................................... Bolts ................ ..............ASTM A325N Structural Engineer. Substitution of staples for the nailing of rated sheathing is subject to review by the structural engi- Welds, Structural Steel ........................................ AWS D1.1 neer prior to construction. Welds, Sheet Steel .............................................. AWS D1.3 Welded Headed Studs (WHS).............................ASTM A108, AWS D1.1 STANDARD LIGHT -FRAME CONSTRUCTION: Unless noted on the plans, construction shall conform to IBC Section Headed Concrete Anchors (HCA)........................ASTM A108, AWS D1.1 2308 "Conventional Light -Frame Construction." STRUCTURAL REQUIREMENTS: NAILERS ON STEEL COLUMNS and BEAMS: Wood 3x milers 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 (1) Scope: Include treads, risers, stringers, landings, railings and all connections including connections to the primary studs at 16' on centers. Unless noted otherwise, wood nailers on beams supporting joist hangers shall not overhang the structure unless noted otherwise. All inserts required for attachment to the primary structure shall be designed and beam flange by more than Y4". provided by the stair supplier. WOOD SHRINKAGE AND EXPANSION: Wood materials will expand or contract based on relative changes in moisture. ( (2) Loads: Stair treads shall be designed for 100 PSF live load or a 300 lb. concentrated load placed to produce maxi- The contractor is responsible for means and methods of construction related to mitigating and managing the effects of mum stress, whichever controls. Stringers and landings shall be designed for 100 PSF live load. Live load deflec- changes in moisture. 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 and ASCE 7-10 Section 13.3 "Seismic Demands on Non-structural MOISTURE CONTENT: Wood material used for this project shall have maximum moisture content of 19% except for the Components." Stairs shall be designed as egress stairs with a seismic importance factor (Ip)=1.5 unless otherwise pressure -treated wood sill plate. Refer to TESTING & INSPECTIONS for the verification of these limits. The maximum noted by the Architect. 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. (3) Railings: The completed handrail, guardrail, and supporting structure and their connections shall be designed to 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 (4) Deflection Compatibility: Stair design shall account for the load effects generated by the primary structure's seis- manner to accommodate shrinkage in the wood framing. Wood shrinkage amounts will vary depending on the construc- mic inelastic story drifts as provided in the DESIGN CRITERIA AND LOADS section and as defined in ASCE 7-10 tion process and materials used. The anticipated shrinkage under typical conditions is expected to range between 1/8" Section 12.8.6. and 1/4" per floor. (5) Anchorage to Concrete: Portions of the stair system anchored to concrete shall be designed for the overstrength 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 (D.) factor as defined in ASCE 7-10 Table 13.5-1. be avoided on wood -framed projects due to problems with moisture proofing. ARCHITECTURAL REQUIREMENTS: Conform to shape and configuration shown on the architectural drawings. Consult PRESERVATIVE TREATMENT WTI: 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- the project specifications for additional information. All steel shall be painted per project specifications with one coat of can Wood -Preservers Association (AWPA) for sawn lumber, glued laminated timber, round poles, wood piles and marine standard shop primer unless noted otherwise on the drawings or in the specifications. piles. Follow American Lumber Standards Committee (ALSC) quality assurance procedures. Products shall bear the ap- CONCRETE FILL: Conform to notes, this sheet for CAST -IN -PLACE CONCRETE and CONCRETE REINFORCMENT. propriate mark. Fasteners or anchors in treated wood shall be of stainless steel or hot -dipped galvanized or as per IBC Provide minimum 3000 psi concrete and WWF 6x6-W1.4xW1A or Fibermesh unless noted on the drawings. 2304.10.5. Mud sill plates in normally dry interior applications may be treated with Sodium Borate (DOT - Disodium Octaborate Tet- WOOD FRAMING 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 - REFERENCE STANDARDS: Conform to: lation to minimize leaching of the water-soluble preservative from the lumber. Sodium borate pressure treated plates do (1) IBC Chapter 23 "WOOD" not require hot -dipped galvanized connectors. (2) NOS - "2015 National Design Specification (NDS) for Wood Construction" (3) ANSI/AF&PA - SDPWA-15: Special Design Provisions for Wind and Seismic If using preservative treatments other than CCA or sodium borate, fasteners must be hot dipped galvanized or stainless (4) APR D510C-12 Plywood Design Specification steel. Wood treated with Alkaline Copper Quaternary (ACQ) requires steel components in contact with the wood to be (5) APA Report TT-045B "Minimum Nail Penetration for Wood Structural Panel Connections Subject to Lateral Loads" stainless (nails, bolts, screws, washers & lag screws). Fasteners (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 SUBMITTALS: Submit shop drawings to the Architect/Engineer for review. Shop drawings shall include member size, (matching protective treatments) as the protected connector; that is, use hot dipped galvanized or stainless steel fasten - spacing, camber, material type, grade, shop and field assembly details and connections, types and location of bolts and ers, Fasteners (nails, bolts, screws, washers & lag screws) attaching sawn timber members or sheathing (shear walls) to other fasteners. Supply shop drawings for the following: Pressure Treated wood shall be corrosion resistant (hot dipped galvanized or stainless steel). (1) PSL members (2) LSL members Always verify the suitability of the fastener protection/coating with the wood treatment chemical manufacturer/supplier. (3) Wood Tie -Down Systems Fire Retardant Treated (FRT) Wood: Wood material that is required to be Fire Retardant Treated Wood to conform to DEFERRED SUBMITTALS: Submit product data and proof of ICC approval for framing members and fasteners that have IBC section 2303.3 - "Fire Retardant Treated Wood." Submit ICC report to FOR for review and approval prior to con - been designed by others. Submit calculations prepared by the SSE in the state of Washington for all members and con- struction. 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: • 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/ Top & Bot- 2x4, 3x4, 2x6, 3x6 Doug Fir Larch No. 2 tom Plates Sill Plate (at concrete) 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 Beam 4x8 through 4x12 Doug Fir Larch No. 2 Post or Timber 6x6, 8x8 Doug -Fir Larch No. 1 I • 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 D51OC-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 I Location Thickness Span Rating Plywood Grade Exposure Roof 15132" 32/16 C-D 1 Floor 23/32" T&G 24 OC STURD-I-FLOOR 1 Walls 15/32" 32/16 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. i I • 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 -clowns, 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 AF'K 2 3 ZU19 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 I finish. City of Tukwila Nail straps to wood framing as late as possible in the framing process to allow the wood to shrink and the building BUILDING DIVISION 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- --- I or. Fasteners (nails, bolts, screws, etc) attaching sawn timber members or sheathing (shear walls) to PT wood] t� shall be corrosion resistant; nails and lag bolts shall be either HDG (ASTM A153) or stainless steel. Verify the suit- D��J V ability of the fastener protection/coating with the wood treatment chemical manufacturer/supplier. a g'= Provide washers under the heads and nuts of all bolts and lag screws bearing on wood. A°K 1 1 2019 ?m . 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. REID MIDDLETON, INC. —0 096 I 'r IL - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - U RA L ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license AS 2 8314 consultant logo .........DC1 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455.4448 www.dci-engineers.com CIVIL /STRUCTURAL © Cop"h1022019 D'Areet0 Coo erssno Inc. N Rights Resened project name HOLDEN AT SOUTHCENTER 112 ANDOVER PARK EAST TUKWILA, WA 98188 ac Nv il A. R 0 5 2019 REID MIDDLE T ON, INC. key plan submittals/revisions 100e/ SO SET 10.10.2018 30% DO SET 11.16.2018 60% DO SET 12.14.2018 BUILDING PERMIT SET 01.11.2019 TOWER CRANE PERMIT 02.08.2019 50%CD SET 02.22.2019 F1- FOUNDATION CORR 1 03.15.2019 BP CORR 1 ! BID SET 03.22.2019 TOWER CRANE CORR 1 04.03.2019 drawing title GENERAL NOTES drawing information DATE 01,11.2019 SCALE DRAWN JWH JOB# 18041-0236 copyright 02015 Urbal Architecture, PLLC Utbal Archtecure, PLI.0 reserves curunon Imcopyrlgid snd other properly rights in this document. N drawn and written h1beention Incapasled herein, is an instrument UUrbry Archdeen re PLLCs proressla el produce and shW not to be used in while or in pat without the written aMarkration or tbbet sheet number --------- - - - - -- -------- - - - - ----------------------------- - - - - ----------------------- - - - - -- ---------------------------------- U SPECIAL INSPECTIONS I 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 IBC 1704.2.1. Special inspection reports shall be provided on a weekly basis. Submit copies of all inspection reports to the ArchitectiEngineer 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) REQUIRED CONTINUOUS PERIODIC SPE- REFERENCED TYPE SPECIAL IN- SPECTION CIAL INSPEC- TION STANDARD 1. Shear Wells (where fastener spacing of the sheathing is 4mch- IBC Section 1705.11,1 es or less on center) IBC Section 1705.12.2 a. Anchor Bolts including proper bottom plate sizes (2x and x 3x) and plate washers b. Hold-downs (HD) and Continuous Rod Tie -Down Systems - x (To$) including squash blocks and anchors to concrete c. A35 and LPT shear connectors - X d. Strap Connectors - X e. Boundary Edge Nailing - X I. Plate Nailing and Panel Edge Nailing for size and spacing X g, Blocking - X 2. Blocked and Unblocked Diaphragms (where fastener spacing of IBC Secton 1705.11 A the sheathing is 4 inches or less on center) IBC Section 1705.12.2 a. Blocking and strap connections - X b. Boundary edge and panel shear nailing size and spacing - X 3. Moisture Content of wood studs. plates, beams, decking, and x o sts 4.11-f Wss'huniwne clips' - X m 0 .4 E � a s � S '4 fin o� E m Special Inspections for Wind Resistance (per IBC 1705.11) NOT REQUIRED m tj MINIMUM REQUIREMENTS FOR INSPECTIONS OF STRUCTURAL STEEL CONSTRUCTION ~ $ 8 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 which includes the following: • Prior to the start of fabrication: Special Inspector(s), representing the Owner, shall visit the Fabricator's shop(s) where the work is to be performed, and verifies that the Fabricator maintains detailed Fabrication and Quality Control procedures that provide a basis for inspection, control of workmanship, material control, and fabricator's ability to conform to approved Construction Documents and referenced Standards. Fabricator shall have available for Inspector's review, detailed procedures for material control that demon- strates the fabricator's ability to maintain suitable records and procedures such that, at any time during the fabrication process, the material specification, grade and applicable test reports for primary load -carrying members, are capable of being determined. I 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 NOT 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 (NOT) of welds: • Non -Destructive Testing (NDT) of welded joints per AISC 360-10 N5.5. • Risk Category for determination of extent of NDT per RISC 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 NOT 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. I PREFABRICATED CONSTRUCTION: All prefabricated construction shall conform to IBC Section 1703. SCHEDULES OF SPECIAL INSPECTIONS: ( TABLE 1705.6 REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS TYPE CONTINUOUS SPECIAL INSPECTION PERIODIC SPECIAL INSPEC- TION 1. Verify materials below shallow foundations are adequate to achieve the design bearing - X capacity 2. Verify excavations are extended to proper _ X depth and have reach proper material 3. Perform lowificatiun and testing of soar- _ x pasted fill materials 4. Verity use of proper materials, densities and list thickness during placement and compac- X - tion of compacted fill 5. Prior to placement 1,compacted fill, inspect subgraw antl vedfy that site has been pre- - X pared properly I TABLE 1705.3 REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION CONTINUOUS PERIODIC SPE- TYPE SPECIAL IN- CIAL INSPEC- REFERENCED IBC REFERENCE SPECTION TION STANDARD 1. inspection, reinforcement, Including ACI 318 Ch. 20, 25.2, pre -stressing tendons, and verity - X 25.3, 26.5.1-26.6.3 1908.4 placement. 2. Reinforcing bar welding: AWS D1.4 ACI 318: 26.6.4 _ a. Verify weldabllity of reinforcing - x bars other than ASTM A706 b. inspect single pass fillet weld _ x maXlmum 5/16* c. Inspect a9 other welds X - 3.Inspect anchorscast inconcrete - X ACI 318:17.8.2 - 4. inspect anchors post -installed k, _ hardened concrete members: a. Adhesive anchors installed in horizontally or upwardly in- clined orientations to mats[ X - ACI 318:17.8.2.4 sustained tension loads b. Mechanical anchors and adhe- - X ACI 318: 17.8.2 sNe anchors not not defined in 4.a x ACI 318: Ch. 19, 1904.1, 1904.2, 1908.2, 5. verify use of regwred design mix _ 26AA 26.4.4 1908.3 6. Pd., to concrete placement, fabri- cate specimens, for strength tests, ASTM C172 perform slump and air content tests, X - ASTM C31 1908.10 and determine the temperature of ACI 318: 26.12 the concrete 7. Inspect concrete and an tcrete placement for proper application X - ACI 318: 26.5 1908.6, 1908.7, 1908.8 techniques S. Verify maintenance of specified - x ACI 318 :26.5.3 - 1908.9 turns temperature and techniques 26.5.5 9. Inspect pre -stressed concrete for, ACI 318: 26.10 a, Application of pre -stressing x forces; and b. Grouting of bonded pre- x - - stressing tendons 10,Inspect erection ofprecastcan- - X ACI 318:26.9 - caste members 11. Verify ip-situ concrete strength, prior to stressing of tendons in post -tensioned wncrets prior to remov- - X ACI 318: 26.10.2 - al of shores and forms from beams and structural slabs 12.Inspect fomlworkfor shape, looa- bon and dimensions of the can- - X ACI 318: 26.1 t 1,2 (b) - cade member being formed REQUIRED SPECIAL INSPECTIONS OF WOOD CONSTRUCTION ( I ( INSPECTION TASKS QC QA REFERENCED STANDARD INSPECTION TASKS PRIOR TO WELDING 1. Welding procedure specifications wPSs) P P ABC 360.10 TABLE N5.4-1 available 2. Manufacturing certifications for welding P P AISC 360-10 TABLE N5.4.1 consumables available 1 Material identifcation(type/gmde) O O AISC 360-10 TABLE N5.4-1 4. Weider Identificafion system O O AISC 360-10 TABLE N5.4-1 5. Fit -up of groove welds (including joint geom- etry) • Joint preparation • Dimensions (alignment, root opening. root tare, bevel) • Cleanliness (condition of steel surfac- O O AISC 360-10 TABLE N5.4-1 as) • Tacking (lack welding quality and location) • Backing type and fit (if applicable) 6. Configum0on and finish of access holes O O AISC 360-10 TABLE N5.4-1 7. Fft-up fillet welds • Dimensions (alignment, gaps at root) • Cleanliness (condition of steel surfac- es) O O AISC 360-10 TABLE N5.4-1 • Tacking (tack weld quality and loca- tion) 8. Check welding equipment O - AISC 360-10 TABLE N5.4-1 INSPECTION TASKS DURING WELDING 1, Use of qualified welders O O AISC 360A0 TABLE N5.4-2 2. Control and handling of welding aonsuma- bles -Packaging O O AISC 360-10 TABLE N5.4.2 •Exposure control 3. No welding over cracked tack welds O O AISC 360-10 TABLE N5.4-2 4. Environmental conditions • Wind speed within limits O O AISC 360-10 TABLE N5.4-2 •Precipitation and temperature 5. WPS falowed •Settings.. welding equipment •Travel speed •Selected welding materials -Shielding gas type/9owrate O O AISC 360-10 TABLE N5.4-2 freheat applied terpass temperature maintained (mar/ • Proper position (F, V, H, OH) 6. Welding techniques •interpass and foal cleaning AISC 360-10 TABLE N5.4-2 •Each pass within profile Ilmitat ons 0 O .Each pass meets quality requirements INSPECTION TASKS AFTER WELD- ING I. Welds cleaned O O AISC 360-10 TABLE N5,4.3 2. Size, length, and locations of wens P P AISC 360-10 TABLE N5.43 3. Welds meet visual acceptance criteria •Crack prohibition •Weld/bace-metal fusion •Crater cross section AISC 360-10 TABLE N5.4-3 • Weld profiles • Weld size P P .Undercut -Porosity 4. Am 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 Islas removed (if p P AISC 360-10 TABLE N5.4.3 required) 7. Repair activities P P AISC 360-10 TABLE N5.4.3 8, Document acceptance or rejection of welded P p AISC 360-1010 TABLE N5.4-3 joint or member INSPECTION TASKS PRIOR TO BOLTING 1, Manufacturers certifications available for O P AISC 36360-10 TABLE N5.6-1 factenermatenals 2, Fasteners marked in accordance with ASTM O O AISC 360-10 TABLE N5.6.1 requirements 3. Proper fasteners selected for the joint detail length (gaidesreads am to be O O AISC 36040 TABLE N5,6-1toarhear 4. Proper bolting procedure selected forjoint O O AISC 360-10 TABLE N5.6-1 detail 5, Connecting elements, including the appropd- ate faying surface condition and hole preps- ration, If specified, meet applicable require- 0 O AISC 360-10 TABLE N5.6-1 ments 6. Pre -installation verification testing by instaila- fon personnel observed and documented for P O AISC 360-10 TABLE N5.6.1 fastener assemblies and methods used. 7. Proper storage provided for bolts, nuts, O O AISC 360.10 TABLE N5.6-1 washers and other fasteners components INSPECTION TASKS DURING BOLT- ING 1. Fastener assemblies, of suitable condition, placed in ail holes and washers (if required) O O AISC 360-10 TABLE N5.6.2 are positioned as required 2. Joint brought to the snug -tight condition prior O O AISC 360-10 TABLE N5.6-2 to the pd-tensioning operation 3. Fastener component not turned by the O 0 AISC 360-10 TABLE N5.6-2 wrench prevented from rotating 4. Fasteners are pre -tensioned in acoordance with the RCSC Specification, progressing systematically from the most rigid point O O AISC 360-10 TABLE N5.6-2 toward the free edges INSPECTION TASKS AFTER BOLT- ING 1. Document acceptance or rejection of bolted Is P AISC 360-10 TABLE N5.63 corrections 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 treaded P P AISC 360.10 TABLE N6.1 stud anchors 3. Document acceptance or rejection of steel P P AISC 360-10 TABLE N6.1 elements CC�88 Wm is rr 011 U_ 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 FOR COLD -FORMED STEEL TYPE CONTINUOUS SPECIAL INSPEC- TION PERIODIC SPECIAL IN- SPECTION 2. Periodic Spot check (minimum of 30 percent) Inspections for the following: a. Member material, size, and coating - X b. Alignment, placement, condition of members shall meet the requirements of - X the 'Erection Tolerances'sectionbelow c. Wall stud bridging and strongback instal- lation x d, Connections: screws 8 bolt sae and _ x spacing, welding operations and size (a) where on -sae pmmDncawn m assemones occurs, �peam mspecrm snan renew me ....canon snap s uuanry wnum proce.ume ror can ...... nass are ......cy relative to AISI Code of Standard Practice, AWS D1.3 Structural Welding Code -Sheet Steel and 2015 IBC 1704.2.5 code requirements for the fabricator's scope of work, � I APR � I �I r -CIO I 1 I- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - UR0AL0 ARCHITECTURE URBAN IRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license AS '1. 2 8314 tW o��S -AL AL consultant logo DC�® 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455-4448 www.dci-engineers.com CIVIL / STRIJCT(J RAL © Copyright 02.2019 D'Amato Comersam Inc. AS Rights Reserved .� aoc�w moM..aWW. ny 1 ,r• Y,•fa� m •o. project name HOLDEN AT SOUTHCENTER 112 ANDOVER PARK EAST TUKWILA, WA 98188 R CIE, APR 0 5 20t0 REID MIDDLE E ON, INC, key plan submittals/revisions 100% SD SET 10.10.2018 30% DO SET 11.16.2018 60% DO SET 12.14.2018 BUILDING PERMIT SET 01.11.2019 TOWER CRANE PERMIT 02.08.2019 500/6CD SET 02.22.2019 F1 - FOUNDATION CORR 1 03.16.2019 BP CORR 11 BID SET 03.22.2019 TOWER CRANE CORR 1 04.03.2019 drawing title SPECIAL INSPECTIONS drawing information DATE 01.11.2019 SCALE DRAWN JWH JOB # 18041-0236 copyright 02015 Urbal Archuscture, PUC tkba Archft.o s PLLC mserves summon lax copyright and other property rights in this document. Aft drawn and writer itdamatiw incorporated herein, is an imkuma r of Urba Architecture PLLC's poeraiatal practice said shad not to be used in as or In pat without the written aitlwrixation of Urba sheet number ---------------------------------------------------------------------------------------------------------------------------- - - - - -- - - - - -- - > I I m� I I A B 27'-0" 6'-4" 20' 8" 11'-4" 12' 8" 24' 0" 6' 0" H 8 E ' I Hss4J4x1/4 I I 6 WI BP 1/2 PER S3.01 3/S3. 2� 600S162-43 12"OC STUD WALL @ 12"OC STUD WALL 8 -------------------- FiT6TYP FI I 6005162 43 12"OC 2x6 FIRE -TREATED o Y 6 STUD WALL _ p1:B LL --� STUDS @ 16"OC 2 a = -i ( ' STLSTAIRS m I 4 \ l I BY SUPPLIER 'a5 '� 4 a m` F1B �_ i I F18 -m w ' CC2 `• - - - - - L m F60 I 12 I Oi --,F7B FIB LL Wmg I F8.0 0 S3.01 it 4 w g 16° CONC MAT SLAB W/ #8 TYP F26 -- - J 2x6 FIRE -TREATED STUDS M lY'w ri I I F6.0 @ 12"0C TYP UNO T&B @ 16"OC EW i F3T LL z'; 1 O m. I PER PLAN NOTES i ( 11 18 a i T/SLAB = 2T-70 i j L S3.01 12 CONC SHEAR WALL i S3.01 I THKNDx32"B W/ 2 CONC HEAR WALL 16'-0"Wx32"DP W/ #5 VE 12"OC EF & q f F1T EW, TYP W/ #5 HORIZ 'OC E EF THKND SLAB W/ #5 HORIZ 12"OC EF o #6 HORIZ 12"OC EF -' FIT EW, TYP _ I _------- _- --- ---- 12" CONC SHEAR WALL _-------1 #5VERT@12.00EF&4 4 q.7 LL m 1 #5 HORIZ @ 12"OC EF 53.02 w S3.02 S3.02 F3T 3.02 �q FF-4 Ell V F2B i S3.02 �co _ 4 CC2 i F2T i it ' F12.0 ii Ii i T-5 /8" i tp 2x6 FIRE -TREATED STUDS L-- ------ -- -- - - --- --- -------- -- --- @12"OCTYP UNO ___---__-- ==-=�J 12'-11/8" 16 53.01 I I I I I I I I I I - ? CJ 0 4IN PERIMETER FOR 4 1 CC3 TO ER CRANE ERECTION) 36"DP THKND 14 b. r ------- ----- SLAB S3.02 S3.02 v 12" CONC SHEAR WALL j I 1 W/#5VERT@12"OCEF& S' 1 i - - ----- - - -------- -- #5 HORIZ @ 12"OC EF I I I 1 I - v I 3'-0"Wx3O"DP _ ,v w ' i � 7 56"DP THKND SLAB o i THKND SLAB R L------ ------ ----' -F8.0J v 16 53.01 T/SLAB=27'-5Z. TYP ATEXT, d'F12N M S3.01 F56 UNO 3'-10" 6« ' F1T "CONC TOPPING SLAB W/#4 I 10'-0. @ 18"OC CTRD PER PLAN NOTES - - - - - - 4„ o CJ (MIN PERIMETER FOR 4 TOWER BANE ERECTION) 1 "DP 60'DP I l 6'_9« I � r---------ccz , I --'----, CENTER OF TYP 2 i 1 4" TOWER CRANE - - - - - 1 i I 1 m CCl ---' 4 a - --- y ---- -- o o i I TYP UNO F8.0 " 3'-0'W 24"DP F12.0 THKND SLAB MATCHLINE MATCHLINE o URBANIRURAL mamizzim d THICKENED SLAB SCHEDULE I,I TYPE SIZE REINFORCING (11 COMMENTS LENGTH WIDTH DEPTH F6.0 6'-0" 6'-0" 1'-10, #86 @ 24'OC EW F8.0 8'-0° 8'-0" 2'-0" #8B @ 16"OC EW F12.0 12'-0" 12'-0' T-4" #8B @ 8"OC EW PER S1.01 B CJ (MIN PERIM TER FOR PER S1.01 B [1) NOTED REINFORCEMENT IS IN ADDITION TO TYPICAL BOTTOM MAT. CC2 I TOWERCRAN ERECTION) � I it 1 16" COMC MAT SLAB 1 #8 Q ( I "CONCTOPPING SLAB W/44 T&B @ 16"OC EW 18LAN CTRD NOTES _ PE PLAN NOTES _ p R PLAN ` I T(SL B VARIES AT EXT V M 16" CONC MAT SLAB W/ #8 i i /SLAB = 27'-9" T&B @ 16"OC EW PER PLAN NOTES `------ F8.0 T/SLAB=27'-10" ------ ----------------------- ------------ i F16 1 i' I I I I I I I I FOUNDATION TOP REINFORCING SCHEDULE In MARK QUANTITY REINFORCING LENGTH SPACING REMARKS FIT - #8 - 12°OC F2T - #8 12'-0' 24"OC F3T - #8 - 24"OC FOUNDATION BOTTOM REINFORCING SCHEDULE MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1`113 4 #8 10'-0' 610C F28 - #8 - 12'OC F3B - #S - 610C F4B - #10 - 8°OC 1`56 - #8 8'OC FOUNDATION TOP AND BOTTOM REINFORCING SCHEDULE MARK QUANTITY I REINFORCING LENGTH SPACING IREMARKS F7TB 2 1 #8 - I 12.00 ITYPATSLABEDGE Ill NOTED BARS ARE IN ADDITION TO THE TYPICAL TOP MAT, I I I I I ROOF r I I LEVEL 7 I I I I FOUNDATION PLAN NOTES: LEVEL 6 -v LEVEL 5 LEVEL4 ti 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER SO.01 THROUGH SO.04. T MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS PER ARCHITECT. I 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 8. STEEL STAIRS SHALL BE BIDDER -DESIGNED, UNO. APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL LEVEL 3 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, 9. TOP OF EXTERIOR SLAB TO VARY WITH SLOPE OF EXTERIOR PAVING AND SHALL BE VERIFIED WITH CIVIL _ PLUMBING, SPRINKLERS AND HVAC. ALL DUCTS, CHASES AND PIPES PER MECHANICAL, PLUMBING, ELECTRICAL DRAWINGS, D �,ti \lSlllnQ �`JV AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. Q 10. TYPICAL DETAILS PER: 4. TOP OF SLAB (T/SLAB) ELEVATION ASSUMED 27'-10". FOR ACTUALT/SLAB ELEVATION REFER TO CIVIL AND O1 0LEVEL 1E, 1 ARCHITECTURAL DRAWINGS, PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES. PROVIDE FREE- 17/S3.01 STANDARD HOOKS AND BAR BENDS DRAINING GRANULAR FILL PER GEOTECH REPORT. 20/S3.01 TYPICAL LAP SPLICE SCHEDULE NOTE: I 3/S3.02 TYPICAL BASE PLATE CONFIGURATIONS REID MIDDLETON, 5. MAT SLAB SHALL BEAR ON IMPROVED SOIL PER GEOTECH REPORT AS NOTED IN THE STRUCTURAL GENERAL 13/S3.02 TYPICAL COLUMN SECTIONS INC. DARKENED LINES DESIGNATE NOTES. 14/S3.02 EXTERIOR NON -LOAD BEARING STUDS AREA OF WORK. I 18/S3.02 TYPICAL COLUMN SECTIONS 6. CJ INDICATES CONSTRUCTION JOINT PER PLAN TO BE COORDINATED WITH CONTRACTOR, REFERENCE 5/S3.02. 19/S3.02 TYPICAL COLUMN SECTIONS 16/S4.02 EXTERIOR NON -LOAD BEARING STUDS 17/S4.02 EXTERIOR NON -LOAD BEARING STUDS LEVEL 1 FOUNDATION PLAN - AREA A I ( �-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - SCALE: 1/8"=1'-0" - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - N - - - - - - URAL d 'ARCHITECTURE 1938 Fairview Avenue East suite 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license AS 2• o831 consultant logo DC a® 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455.4448 www.dci•engineers.com CIVIL /STRUCTURAL ©Copyright02.2019 D'PmatO Comersano Mc. f+)I Rights Reserved project name HOLDEN AT SOUTHCENTER 112 ANDOVER PARK EAST TUKWILA, WA98188 II4�11 APR 05 2099 REIQ fU1iQQLETON, INC. key plan submittals/revisions 100/ SD SET 10.10.2018 30% DD SET 11.16.2018 60°lo DO SET 12.14.2018 BUILDING PERMIT SET 01.11.2019 TOWER CRANE PERMIT 02.08.2079 50%CD SET 02.22.2019 F1 -FOUNDATION CORR 1 03.15.2019 BP CORR 1 !BID SET 03.22.2019 TOWER CRANE CORR 1 04.03.2019 drawing title FOUNDATION PLAN - AREA A drawing information DATE 01.11.2019 SCALE As indicated DRAWN JWH JOB# 18041-0236 copyright m 2015 What Amhilecbea, PI.IC UrbdAlchiteeture, PLLC reserves canmon lav copyright and other PrePeM dghts'm this document. Alldmvm aW written "Mormatbn incorporated herein. Is en insUument of Urbal ArchBeUure PU.Cs prc4essional Pratlioa and shall not to be used in whileain pat without the wrihen auNa¢atim of Urbod ' sheet number a r- �o I 2. I I I ( I I I C I I cc2 I I I 1 I I TYP 4" t5 S3.o1 , I I _� .t 7 I Qy 1 I GQ7 I _" I TYP UNO F8.0 - o ------I----F720 i THKND SLAB MATCHLINE _ _ _ _ _MATCHLINE o 9 PER S7.01A CJ (MIN PERIM TER FOR PER 51.01A ° H F-cC-21 TOWER CRANE ERECTION) y,8 r----- --' 16"COI CMAT SLAB W/#8 ram VCONC TOPPING SLAB W/#41 I; T8 B @ 16"OC EW m 1 -OCLAN CTRNOT _ PE PLAN NOTES _ p f- I PAR PLAN NOTES ; T/SLF}B VARIES AT EXT V _ 8 '' I I 16" CONC MAT SLAB W/ #8 i T/SLAB = 27 -9" T&B 16"OC EW ------ F8.0 - 24"DP THKND SLAB cc C 4 8' 0° o LIJ m s PER PLAN NOTES S3.01 S .O7 w T/SLAB=27'-10" ----------------- -- - ------ FIB o ��yy++_ zo W m y 12'-8 718" - U_ a, I I "I." k , ;"�' 1 7 �~v` 3'-O'Wx30"DP 12" CONC SHEAR f i 6'-0" W/ #5 VERT 1 1 C E EF & l THKND SLAB #5 HORIZ @ 12"OC EF - 12'CONC SHEAR WALL S3 01tFF3T i - F16 q 9 g W/#5VERTCol12"OC&# -- - - S3.01 HORIZ @ 12'OC q 2" CONC SHEAR WALL P i 16 DP / #5 VERT �12"OC EF & PER S N � , o r------------ i I 6 HORIZ ®1 OC EF STAIR, l SUPPLIER 1 I I 4 F16 i o i 3 I F16 m L------------ t --------- ., F36 I F12.0 h 10 I � I a 53.01 5 1 1 - - S 12" CONC SHEAR WALL "CONC TOPPING SLAB W/#4` I W/#SVERTCo?12"OGEE& Q 18"OC CTRD i #5 HORIZ @ 12"OC EF PER PLAN NOTES T/SLAB = 27'-9" S3 01 0 m i 2x6 FIRE -TREATED STUDS m m @ 12"OC TYP UNO ------ ------ - HE -------------- ----------- m 12" C NC SAR WALL 4 W/# VERTC�12"OGEE& 67 3'-11" F v 4 i #6 H RIZ ®12"OC EF - - I I I -- -- I i 3,-0„ r zo - - 12 L ---- --- -- CC2 F8.0 j CC2 F6.------ F8. CC2 I ; Q , 3'-0"Wx24"DP THKND SLAB I THKND SLAB 16" CONC MAT SLAB W/ #8 T&B @ 16"OC EW o 0 F- CC-1-PER PLAN NOTES PIER & VENEER M I TYP UNO T/SLAB VARIES AT EXT WHERE OCCURS PER ' ARCH & 2/S3.01 m ' F1B Q I I I I I I I 1 L-- -I _J L _I_ L-- -J I fl O ; F6.0 F6.0 F6.0 F6.0 h 1 1 - i - - 3'-0"Wx24"DP THICKENED SLAB SCHEDULE [,1 TYPE SIZE REINFORCING [1) COMMENTS LENGTH WIDTH DEPTH F6.0 6-0" 6'-0" L-10" #8B @ 24'OC EW F8.0 8'-0' 8'-0" 2'-0' #8B Col 16'OC EW F12.0 12'-0" 12'-0° I m m THKND SLAB m [11 NOTED REINFORCEMENT IS IN ADDITION TO TYPICAL BOTTOM MAT zt' CJ -----F16---------------_ - --- -- --------------------- --------------------------- ------------------- - n Ll - _ - - - - -- -- - - I i i I i I I I i I I i I I I I I I I I I I 4'-10" 3'-0" 2T-0" 6'-4" 20'-8" V-61/2" 1114° 12'-8" 1'-3" 24'-0" 6'-0" I I A B C D E F G H I I I I FOUNDATION TOP REINFORCING SCHEDULE n1 MARK QUANTITY REINFORCING LENGTH SPACING REMARKS F7T - #8 - 12'OC F2T - #8 12'-0' 24"OC F3T #8 24"OC FOUNDATION BOTTOM REINFORCING SCHEDULE MARK QUANTITY I REINFORCING LENGTH SPACING REMARKS F7 B 4 #8 10'-01 610C F2B - #8 - 12"OC F3B - #8 F4B - #10 756 #8 8'OC FOUNDATION TOP AND BOTTOM REINFORCING SCHEDULE MARK I QUANTITY I REINFORCING I LENGTH I SPACING I REMARKS F1TB 1 2 1 #8 1 - I 12'OC ITYPATSLABEDGE I [11 NOTED BARS ARE IN ADDITION TO THE TYPICAL TOP MAT. q- oog() I I ROOF w I I rE LEVEL 7 E? FORPLIANCE VED LEVEL 6 2019 I LEVEL 5 -v City of Tukwila FOUNDATION PLAN NOTES: LBUILDING DIVISION LEVEL 4 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S0.01 THROUGH S0.04. 7. MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS PER ARCHITECT. I 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 8. STEEL STAIRS SHALL BE BIDDER -DESIGNED, UNO. APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL LEVELS 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, 9. TOP OF EXTERIOR SLAB TO VARY WITH SLOPE OF EXTERIOR PAVING AND SHALL BE VERIFIED WITH CIVIL LEVEL 2 PLUMBING, SPRINKLERS AND HVAC, ALL DUCTS, CHASES AND PIPES PER MECHANICAL, PLUMBING, ELECTRICAL DRAWINGS. IM MEW Y. AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. 0 ( �,0. TYPIGAL DETAILS PER: U4. TOP OF SLAB (T/SLAB) ELEVATION ASSUMED 27'-10". FOR ACTUAL T/SLAB ELEVATION REFER TO CIVIL AND LEVEL 1 ARCHITECTURAL DRAWINGS. PROVIDE 6 MILVAPOR BARRIER BELOW SLAB AT INTERIOR SPACES. PROVIDE FREE- 17/S3.01 STANDARD HOOKS AND BAR BENDSDRAINING GRANULAR FILL PER GEOTECH REPORT. 20/S3.01 TYPICAL LAP SPLICE SCHEDULE NOTE: 3/S3.02 TYPICAL BASE PLATE CONFIGURATIONS DARKENED LINES DESIGNATE 5. MAT SLAB SHALL BEAR ON IMPROVED SOIL PER GEOTECH REPORT AS NOTED IN THE STRUCTURAL GENERAL 13/S3.02 TYPICAL COLUMN SECTIONS , INC. AREA OF WORK. NOTES. 14/S3.02 EXTERIOR NON -LOAD BEARING STUDS I 1B/S3.02 TYPICAL COLUMN SECTIONS 6. CJ INDICATES CONSTRUCTION JOINT PER PLAN TO BE COORDINATED WITH CONTRACTOR, REFERENCE 5/S3.02. 19/S3.02 TYPICAL COLUMN SECTIONS 16/S4.02 EXTERIOR NON -LOAD BEARING STUDS I 17/S4o2 EXTERIOR NON -LOAD BEARING STUDS LEVEL 1 FOUNDATION PLAN - AREA B I SCALE: 1/8°=1'-0" N I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - BA ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license AS - ,«e314 o��SSVRAVL consultant logo DC1 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455.4448 www.dci-engineers.com CIVI<_ / ^STRUCTURAL © Copyright 02.2019 OAm2to Cornaorsho Inc. AI Rights Reserved project name HOLDEN AT SOUTHCENTER 112 ANDOVER PARK EAST TUKWILA, WA 98188 1U APR 0 5 2019 REID IVIIDDl_ETON, INC. key plan submittals/revisions 1001/6 SD SET 10.10.2018 30% Do SET 11.16.2018' 609/6 DD SET 12.14.2018 BUILDING PERMIT SET 01.11.2019 TOWER CRANE PERMIT 02.08.2019 60%CDSET 02.22.2019 F1 - FOUNDATION CORR 1 03.15.2019 BP CORR 1 / BID SET 03.22.2019 TOWER CRANE CORR 1 04.03.2019 drawing title FOUNDATION PLAN - AREA B drawing information DATE 01.11.2019 SCALE As indicated DRAWN JWH JOB# 18041-0236 copyright 02015 Urbi A1ohHedwe, PLLC UrM Amhitwtwe, PLLC reserves carcnah lax copyright and other property rights in this documad. All drarm and written 'alermetion moarporstol herein, Is an loswment.1 Urbol NchOectem PLLCs prc4esvicnsi practice and shy not to be Used hi whole a in pat wigtwt the written.1haa.5. ofUrbel sheet number Sl.ui --------------------------------------------- - - - - ------------------------------------------------- - - - - --------------------- - - - - -- - - - - A VENEER PER ARCH WHERE OCCURS DOWELS COL FAC W/ A EXT STUD WALL PER PLAN #4 HORIZ @12"OC, TYP SIDE O STD HOOK IN PIER, CLADDING PER ARCH EMBED 4" IN ADH O #4 DOWELS @ 12"OC, CONC CURB (2) #4 CONT POST INSTALL 6" IN ADH #4 DOWELS W/ AT CONTRACTOR'S T/PIER T(CURB OPTION STD HOOK ®16"OC • PER ARCH PER ARCH COL & REINF PER STL STAIR PER SUPPLIER 8" 4 1/2" CONIC PIER MAT SLAB W/TYP z AT VENEER PLAN & 13/S3.02, LAP PER 19/53.01, TYP S" TYP 7 7/2" REINF PER PLAN o. CLR 18/S3.02 & 19/S3.02 w TYP TJSLAB m MAT SLAB W/ TYP w 1 a BP1/4x2 x LENGTH WJ 1 1/2" PER PLAN REINF PER PLAN DOWELS TO g (2) 1/2'0 EXP ANCHORS W/3 1/2" CLR • FIN GRADE.4, 0 s MATCH VERT REINF MIN EMBED, TYP AT EA STRINGER 3/4" CHAMFER, TYP z s -� LAP PER I z S a T(SLAB MAT SLAB & 1"t NON -SHRINK GROUT 3/4" CHAMFER, TYP g ° III 19/S3.01, TYP l l a ' ° PER PLAN REINF PER PLAN , J 4 )#8 ° 6 a - g n. z PER -1, g ° a B, 4 ° ° 4 1- - 11. O n -I - CONT REINF -III I PER PLAN DROP TO BOT BARS .p11 PER PLAN ATCONTRACTOR'S s (WHERE OCCURS) OPTION -I --I-' =1Ti - --iTl- - } 4 #4 CROSSTIE @ 4"OC, ALT HOOKS ADDL REINF PER PLAN -2. 4 (WHERE OCCURS) #4HOOPS 04"OC I NOTE: 1=1=1=1 1 #4 HOOPS @ 4"OC (= DOWELS W/ STD K TO W WIDTH OF CURB PER ARCHITECT. WHERE CURB IS GREATER THAN 8" WIDE, PER PLAN I i) 1=1 (= 1=1 1={ 1= = I=I =I (I MATCH HORIZ Z REINF,OTYP NOTE: HORIZ REINF PER PLAN, TYP PROVIDE MAT OF REINFORCEMENT AT EACH FACE. CURB SHALL BE 4" WIDE -1 I-1 I-1 I -I 1-1 III -III-) I- NOTE: MINIMUM. - (I II iI I I-1 1- �, t _I HOOPS AND TIES TO BE GRADE 80. HORIZ REINF PER EL, TYP HOOPS AND TIES TO BE GRADE 80. (10) #10 VERTS PLAN - CONCRETE SHEAR WALL PLAN - CONCRETE SHEAR WALL U_ 1 MAT SLAB AT EXTERIOR WALL CFS INTERIOR COLUMN AT THICKENED MAT FOOTING 3 STRINGER BASE DETAIL AT MAT SLAB 4 BOUNDARY (6 BARS) 5 BOUNDARY (10 BARS) SCALE: 1" SCALE: 3/4" = 1'4, (03002M) SCALE: 314" = 7'-0" 03002M) SCALE: 1" =1'-0" (05608M) = i'-0" 03427 M) SCALE: 1" = 1'-0" (03423M) PER PLAN BOUNDARY ELEMENT HOOPS & TIES VENEER PER ARCH WHERE OCCURS WHERE OCCUR PER PLAN VERT REINF PER PLAN 1(2" CLR CL WALL PER PLAN TYP STUD WALL 1 PER PLAN CONC SHEAR WALL PER PLAN HORIZ REINF PER PLAN LDH PER SCHED #6 DOWELS TO MATCH WALL VERT W/ CONICMAT SLAB W/ L WALL o 0 CLADDING PER ARCH �\ \\� ADDL DOWELS WHERE NOTED PER PLAN REINF PER PLAN ADDL TOP REINF WHERE RECIEVED PER PLAN HORIZ REINF CONC CURB (2) #4 CONT PER EL, TYP CURB PER 6/S3.01, WHERE 7/SLAB #4 HOOPS @4"OC, TYP #4 DOWELS W/ OCCURS PER ARCH PER PLAN Of 3/4° CHAMFER a ®, ° 4 ®- .■ ■ °- It6) #B VERT, TYP 4. a 0 ° STD HOOK ®16"OC EXTEND ALL WALL BOUNDARY DOWELS TOPPING SLAB T/CURB 70 FTG BOT REINF AS SHOWN, AT PER PLAN Q g a " a HORIZ REINF PER PLAN, TYP a a °SPLICE ENGTH PER SCHED fi ")C' I MAT SLAB W/ TYP PER ARCH CONTRACTORS OPTION, PROVIDE ° z w PEP SCHED TYF d REINF PER PLANJ TERMINATORS IN -LIEU OF STD HOOKS T1CUR6 O O ( STUD WALL TO EXTEND O ¢ ° T-" ,� z m DOWELS W! STD HOOK TO r,. z PER ARCH .. • •..@,. g .: 'g DOWN TO TOP OF SLAB MAT SLAB &REINF PER PLAN q' ° s a MATCH HORIZ REINF, TYP T/SLAB WHERE OCCURS PER ARCH T/S AB • e i1-44 - -ITT - ri 'N�C C p w #4 CROSSTIE @ 4"OC, a.. PER PLAN - - x a (12) #10 VERT PER PLAN ^ STEEP AS POSSIBLE - ALT HOOKS z J .4 ..?" ° FIN GRADEd.',. .va ° TJFTG i I I ( (� 1 I_I 4 ° $ PER PLAN DOWELS TO MATCH TYPICAL ITT-ILL-17= 1 L #4 HOOPS @ 4'OC 4° ( g v I(�I_ 4 5. -�>_ AL SLAB = HORIZ REINF PER PLAN, TYP ¢ w n v 4 4" z BOT REINF (16"SLAB DEPTH) _ g 1 - - 4 °77 DOWELS TJ!� ° 90 HOOK WHERE NO DOWEL NF PER PLA I . ° 4°MATCHBOREINF N 4. e : ° BARS { I{ e ALTERNATIVE TO DOWEL DEVELOP TYPICAL #4 CROSSTIE @4'OC, 04 ° 4 m MAT BAR BEYOND BOTTOM OF FOOTING STEP ALT HOOKS ¢ z a °o $ . CONT REINF -I r DROP TO BOT BARS - III _ =1 1=1 =1 1= _ -III- - 11- '4 S c'Ji a_ PER PLAN - I. _ I - (I {- - - - a 1 .. PER PLAN AT CONTRACTOR'S og m U LAP SPLICE ADDL REINF PER PLAN o (WHERE OCCURS) OPTION w PER SCHED WHERE OCCURS8. 4 a (3) ADDL TIES TO DOWELS PER 1/S3.01 t'--YP jl EXTEND INTO FTG 8" TYP DOWELSW(STDHOOKTO° PER PLAN PER PLAN 3/4" CHAMFER, TYP 11/2 CLR I NOTE: TYP MATCH HOAR REINF, TYP WIDTH OF CURB PER ARCH WHERE CURB IS LESS THAT 8" WIDE, PROVIDE NOTE: NOTE: SINGLE MAT OF REINFORCEMENT CTRD IN THE WALL. CURB SHAL BE 4" WIDE POST INSTALL CURB AT CONTRACTOR OPTION, NOTE: MIN. EMBED DOWELS 4" IN APPROVED ADH HOOPS AND TIES TO BE GRADE 80. HOOPS AND TIES TO BE GRADE 80, PLAN - CONCRETE L-SHAPED SHEAR WALL PLAN - CONCRETE SHEAR WALL T SHAPED WALL I 6 EXTERIOR WALL WITH VENEER CFS EXTERIOR CONCRETE SHEAR WALL AT MAT SLAB o SECTION AT THICKENED MAT SLAB �� BOUNDARY (12 BARS) 10 BOUNDARY (16 BARS) SCALE: 3/4" = 1'-0" (03002M) SCALE: 314" = 1'-0" 03905M) SCALE: 3/4" = 1'-0' zy SCALE: 1" = 1'-0" SCALE: 1" = V-0" (03437M) EXT STUD WALL PER PLAN CONC SHEAR WALL PER PLAN n d w w� a CLADDING PER ARCH BOUNDARY ELEMENT HOOPS HORIZ REINF PER PLAN az & TIES WHERE OCCUR PER PLAN z 0� VERT REINF PER PLAN 09 CONCCURB- ` _ (2) #4 CONT #4 DOWELS W/ 'CURB g m DOWELS TO MATCH WALL 3W CHAMFER SPLICE STD ALT EA SIDE STD HOOK 16"OC PER ARCH VERT WJADDL DOWELS AT WALLS NOT IN LENGTH TYP HOOK TOP REINF PER PLAN WHERE NOTED PER PLAN CONTACT W/ SOIL MAT SLAB W/ TYP s'" - REINF PER PLAN z • °, °.... n __ TJSLAB We PER T/SLAB _ _ PLAN ® g N U • 11, PER PLAN - _��_ CORNER REINF e: ® 4 FIN GRADEd a .. n vCORNER REINF TO MATCH w � z 11-1 1 IT- I- --'� 4 4 TO MATCH CROSS WALL _ z g I I -I ° 8 HORIZ REINF HORIZ REINF w 15 w -I z CROSS WALL a O 1 I z g PROVIDE 13) 4e o -` 0 0 a 8. 4 HOOP & TIES - -- w 4 SETS IN FTG -- AT CORNERS AT INTERSECTIONS _ _ p, CONT REINF =1 I I_ (I I III= q c PER PLAN DROP TO BOT BARS PER PLAN ATCONTRACTOR'S `-^ NOTES: OPTION 1. SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE. (WHERE OCCURS) - - - - - - - - EXTEND ALL WALL _ - - - - BOUNDARY DOWELS 01404 CONFINED REINFORCING Pc (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 597000 15 18 21 31 35 40 45 55 8000 15 17 20 29 33 37 43 51 8500 15 162028 32 36 41 50 9000 15 16 19 27 31 35 40 48 10000 15 15 18 UNCONFINED REINFORCING Vc (Psi) #4 #5 #6 #7 #8 #9 #10 #11 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 M 0 I I_ i I I. 111=1 I (- 111- " - 2. WALL REINFORCING PER PLAN OR ELEVATIONS, SECTIONS AND DETAILS. UNCONFINED CONC FTG TO FTG BOT REINF AS NOTE: BOT REINF PER PLAN SHOWN, AT WIDTH OF CURB PER ARCHITECT. WHERE CURB IS GREATER THAN 8" WIDE, PER PLAN PER PLAN CONTRACTORS 3. AT FOOTINGS AND STEMWALLS, CORNER REINFORCING TO MATCH FOOTING AND PROVIDE MAT OF REINFORCEMENT AT EACH FACE. CURB SHALL BE 4"WIDE OPTION, PROVIDE STEMWALL HORIZONTAL REINFORCING. 1 MINIMUM. TERMINATORS IN- LIEU OF STD HOOKS PLAN - TYPICAL CORNER REINFORCING MAT SLAB AT EXTERIOR WALL WOOD MAT SLAB AT CONCRETE SHEAR WALL AT CONCRETE WALLS 11 12 13 SCALE: 1" = V-0" SCALE: 3/4" = 1'-0" (03905M) SCALE: 3/4" = V-0" (03402-SINGLE MAT) EXT STUD WALL PER PLAN 4d OR 90. 45e I ' z 7/2" MIN I CLADDING PER ARCH N D D ELEVATION A ,1Fo • 5 ■ P SPLICE, TYP ■ EM® V 1VI 4V '. 3/4" CHAMFER STD u PLAN - TYPICAL SHEAR WALL 1 (2) #4 CONT D = 6d FOR #3 THRU #8 HOOK UNCONFINED AT WALLS NOT IN D = 8d FOR #9, #10 & #11 CONTACT W/ SOIL TYP REINFORCING #4 DOWELS W! 3/4"CHAMFER D = 10d FOR #14 & #18 LAP SPLICE, TYP STD HOOK ®16"oC ALL REINFORCING EXCEPT COLUMN TIES AND BEAM STIRRUPS 1 I TJCURB z d.p 72d .°. °.�. PLAN I MAT SLAB W/TYP 0 PERARCH 0 g / 9 t REINF PER PLAN h �� _ _ • • '.4 STUD WALL TO EXTEND -- 90, 4 ° ° ° NOTES: D z DOWN TO TOP OF SLAB 180, 135° Q 1 1. ALL TABULATED VALUES ARE IN INCHES. WHERE OCCURS PER ARCH d d ` dl cw a CORNER REINF CORNER REINF ° v Fq a TISLAB 4' ° a z TO MATCH TO MATCH z 2. VALUES FOR UNCOATED REINFORCING AND NORMAL WEIGHT CONCRETE WITH CLEAR SPACING > db, CLEAR PE PLAN ' D D D HORIZ REINF CROSS WALL N a COVER > db AND MINIMUM STIRRUPS OR TIES THROUGHOUT Ld OR CLEAR SPACING > 2db AND CLEAR COVER > db, a o o .. o. -FIN GRAD HORIZ REINF o O __ STIRRUP STIRRUP OR TIE w z w z z m z _ z c 3. DEVELOP ALL REINFORCING IN STRUCTURAL SLABS WITH MINIMUM DEVELOPMENT LENGTH Ld. z " O 'III -I I z g D= 4d FOR #3, #4 & #5 CROSS z o v 00 4.D = 6d FOR #6, #7 & #8 WALL 0 o c z N 4. Ldh = DEVELOPMENT LENGTH OF BAR WITH STANDARD HOOK. a a v ° • m ° 0 ° 90°D D 135° 90°Q Q 180° TJSLAB 5cc . TOP BAR HORIZONTAL BAR WITH MORE THAN 12" OF FRESH CONCRETE BELOW OR AS NOTED ON DOCUMENTS 1 - AS - PER PLAN TOP BAR". ° ® • ° pP m� 6d OR AT CORNERS AT INTERSECTIONS 6. LAP SPLICE OF DIFFERENT SIZED BARS TO BE THE LARGER OF Ld OF THE LARGER BAR OR SPLICE LENGTH OF THE Jz:_ SMALLER BAR. CONT REINF I - =III= 11- 9 NOTES: 7. LAP SPLICE OF #14 AND #18 BARS IS NOT PERMITTED. LAP SPLICE OF SMALLER TO #14 AND #18 BARS IS NOT DROP TO BOT BARS BEAM OR COLUMN CROSSTIES PERMITTED. PER PLAN AT CONTRACTOR'S 1. SPLICE LENGTHS PER TAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE, PER PLAN OPTION BEAM STIRRUPS AND COLUMN TIES ELEVATION ( d = BAR DIAMETER, D = BEND DIAMETER 2. WALL REINFORCING PER PLAN OR ELEVATIONS, SECTIONS AND DETAILS. 8. LAP SPLICE OF DIFFERENT GRADES OF REINFORCING TO BE THE LARGER OF Ld 0 - n (WHERE OCCURS) NOTE: SPLICE LENGTH OF THE LOWER GRADE BAR, NOTE: TIES AND CROSSTIES FOR SHEAR WALL 3. AT FOOTINGS AND STEMWALLS, CORNER REINFORCING TO MATCH FOOTING AND NOTES: R BOUNDARY ELEMENTS SHALL BE STEMWALL HORIZONTAL REINFORCING. 1. TABULATED VALUES ARE IN INCHES. 9.SHEAR WALL REINFORCING LAP SPLICE SCHEDULE PER 19/S3.01. WIDTH OF CURB PER ARCH WHERE CURB IS LESS THAT 8" WIDE, PROVIDE DETAILED AS COLUMN TIES/CROSSTIES. APR 1 1 20119 ( SINGLE MAT OF REINFORCEMENT CTRD IN THE WALL. CURB SHAL BE 4" WIDE 2. LAP SPLICE NOT PERMITTED AT #14 OR #18 BARS. 1 MIN. STANDARD HOOKS AND BENDS - PLAN - TYPICAL CORNER REINFORCING SHEAR WALL TYPICAL LAP SPLICE AND EXTERIOR WALL WITH VENEER (WOOD)BEAM STIRRUPS AND COLUMN TIES AT CONCRETE WALLS REINFORCING LAP SPLICE SCHEDULE DEVELOPMENT LENGTH SCHEDULE REID MIDDLETON, INC. 16 SCALE: 1" = V-0" 17 SCALE: 3/4" = V-0' (03400) 1 SCALE: 3/4" =1'-0" (03403-DOUBLE MAT) 19 SCALE: 1/2" = V-0" (01404) 20 SCALE: 3/4" = 1'-0" (01400M) I I- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 01400 GRADE 60 REINFORCING BAR SIZE MISCELLANEOUS BARS TOP BARS )see note #5) HOOKED BARS Ld Splice Ld Splice Ldh Vc = 3000psi #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 NIA 38 #18 124 N/A 161 N/A 50 Yc = 4000psi #3 15 19 19 25 8 #4 19 25 25 33 10 #5 24 31 31 41 12 #6 29 37 37 49 15 #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 1 87 87 114 1 27 #14 81 N/A 105 N(A 33 #18 108 NIA 140 N/A 1 43 Ve = 5000psi #3 13 17 17 22 7 #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 #9 48 63 63 81 20 #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 f'c = 6000psi #3 12 16 16 20 6 #4 16 21 21 27 8 #5 20 26 26 33 10 #6 24 31 31 40 12 #7 34 45 45 58 14 #8 39 51 1 51 66 16 #9 44 57 57 1 74 18 #10 50 64 64 84 20 #11 55 71 71 93 22 #14 66 N/A 86 N/A 27 #18 88 N/A 114 N/A 35 T R B L G"/,y,4 ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license AS rn -8314 1. W NA LE4v consultant logo DC �® 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455-4448 www.dci-engineers.com CIVIL / STRUCTURAL © Copylighl02.2019 U'Amalo Comrerseno ino AI Rghts RMmd as"..o"„wz•,"b" ate"„„>a rm,� �". �,„„.°� ��„„"," project name HOLDEN AT SOUTHCENTER 112 ANDOVER PARK EAST TUKWILA, WA 98188 APR 05 2019 °- REID MIDDLE E OIl, INC. key plan submittals/revisions 100°! SD SET 10.10.2018 30% DDSET 11.16.2018 60% CID SET 12.14.2018 BUILDING PERMIT SET 01.11.2019 TOWER CRANE PERMIT 02.08.2019 501/6 CD SET 02.22,2019 F1 - FOUNDATION CORR 1 03.16.2019 BP CORR 1 J BID SET 03.22.2019 TOWER CRANE CORR 1 04.03.2019 drawing title FOUNDATION DETAILS drawing information DATE 01.11.2019 SCALE As indicated DRAWN JWH JOB # 18041-0236 copyright 02015 Urbal Archtecture PLLC Urbel Atohdecture, PLLC reserves cannon Inv copyright and other propety rights In this document All dne a and written mfamabon insoTensed herein, is sa insWment of Urban Arandec"s PLLC's prolassione! pracbce and shin net to be used in whole or in Part without the written authorization d LMba1 sheet number r--——————————————————--———————————————————————————————————————————————————————————————————————————————————————————————————————————————— — — — — —— — — — — —— z 0 I �l CL WALL CL WALL w / i 1!2" 1 1/2" COL PER PLAN a TYP TYP 1 1!2" BP PER PLAN P TYP LINO 6" --� (2) SIDES -� ¢ ¢ TYP 0 A .0 1/2" J l CLR MAT SLAB & U a T - - - U v REINF PER PLAN (2) SIDES � 1/4 LAP PER 3/4"CHAMFER, TYP CJ PER PLAN NS & FS 1/4 NS & FS („ „) PER PL 19lS3.01, TYP 11 PER PLAN�y ��—STUD-11 ' T� `'� . • . ' HSS WIDTH PER PLAN w An naa�„a wEaMffeMnEn TYP F/STUD= TYPICAL PLANS AT TOP OF WALL weEee«<ane �,a��,eE.eaea., F/CONC:e<<ew« ees reenE nn CL COL = CL WALL CL COL l w O � . d L NAILER AT SHEAR WALLS - CONIC WALL WHERE OCCURS PER 2" SHTHG WHERE PER PLAN I I PLAN & WOOD DETAILS LAP PER SCHED, TYP OCCURS #4 CROSSTIE 4"OC, ALT HOOKS PLAN i i BP PER PLAN #4 HOOPS @ 4"OC I I 1" GROUT TYP LINO OPTIONAL T WALL el HORIZ REINF PER PLAN, TYP PER PLAN f- z 00) #9 VERTS WALL REINF 2 PER PLAN, TYP - (2) 31,V O THRD RODS W W/ HEX NUTS & ADDL#4x46"OPPOSITE WASHERS LINO NOTE: Q_ TYP REINF, PROVIDE CORNER BAR AT HOOPS AND TIES TO BE GRADE 80. A pE SECTION CORNER CONDITION TACKWELD PLAN -CONCRETE SHEAR WALL TYPICAL CONSTRUCTION JOINT 00 ELEVATION NUT TO AB BOUNDARY (10 BARS) AT MAT FOUNDATION 4 SCALE: 1" = 1'-0" 5 SCALE: TYPICAL BASEPLATE TO 3DCONCRETE WALL CONNECTION - HSS COLUMN —SCALE: 1" = 1'-0' (05032) CONIC SHEAR CMU WALL WHERE OCCURS PER PLAN PROVIDE STD HOOKS OR WALL PER PLAN MAT SLAB PER PLAN LENTON TERMINATORS AT T/MAT ENDS OF T&B REINF, TYP PER PLAN g EMBED PL7/2x9x2'-6' W/ (6) VERIFY SIZE AND LOCATION PER ELEV MFR, TYP s . #5 @ 12"OC CONT ° III III d #5 @ 12"OC CONT EXT� ND 36" PAST4. I I (I <° ELEV PIT IT 36" PAST J I_I—III DOWELS TO MATCH II I II I II II I IIII I II II II II II III —I —I I 24" WALL VERTS a I I — III —III —III —III- #8 x @ 12°OC � BOUNDARY TIES =1I —II —I I —I I I= I i I I II'— I _ —I II ° WHERE OCCURS �° I' I —III • ° SUM PIT AS READ SUMP EMBED X� III III _I STEEP AS POSSIBLE —III— ( e #5T TRIM SIM LEI AS REQD a III —III —III—_ STEEP AS POSSIBLE —I TO 1/54.01 -) — — —III. I— III=1—_—I 24 _I (' 4 #8x-L- @12"OC AT SHEAR WALL ° :.i i . ea ' III —III —I 24 III=1 1=1 I 4 .III 11 ° °: -IIIIIIIII /o IIII ICI-11 NOTE: — — — ° — — _ = (II ADDITIONALINFORMATIONPER12/53.0, T-0' - _III —II -- -- --- #8T&B4�i7OC' — — LENTON TERMINATORS co z W/ STD HOOK OR STO HOOKS, TYP AT I O SECTION AT ELEVATOR PIT TYP °- 2 VERT REINF V SCALE: 3/4" = 1'-0" I I I TOPPING SLAB PER PLAN ADDL ANCHORAGE REINF PER ANCHOR SUPPLIER TOWER CRANE ANCHOR PER SUPPLIER TOP REINF PER PLAN TYP MAT REINF PER PLAN I Ldn I 1 f' I T/SL A_B .� PER PLAN e 4 of - a 16) #6 VERT 1. i r4. 3/4" CHAMFER, TYP 1' I ' L 6' 9 —III- #4TIES @31/2"OC aA 1�1 s I ° ° AS STEEP AS POSSIBLE 4. v F 1" ° PER PLAN m z I ° 1 At —III III— LAP in PER SCHED BOT REINF PER PLAN % /�j CC1 12x18 CONCRETE COLUMN MAT SLAB AT TOWER CRANE SCAL0 170 E: 1/2' = V-0" I I I I EXT STUD WALL PER PLAN 1 g" CLADDING PER ARCH 16) #9 VERT 3/4" CHAMFER, TYP 6) #9 VERT 314"CHAMFER, TYP CONC CURB PER 1/53.01 & 11(S3.01 I ®. ® #4 TIES @ 4 1!2"OC, CONIC SLAB W/ REINF PER PLAN T C� / #4 CONT ,,,TIES @ 3 3/4"OC, PER ARCH TIES ARE 80 KSI TIES ARE 80 KSI EXT TOPPING SLAB PER PLAN h T/SLAB PER ARCH '$ PER ARCH -17 a LAP PER SCHEDD e • w Il „II I 1 Jj�� -0" MIN `� Vg IIEWE APR i 1 2t!f4 D I REID MIDDLETON INC. 12x20 CONCRETE COLUMN CC3 14x20 CONCRETE COLUMN SLAB STEP AT EXTERIOR WALL &-sqC54= 1'-17 19 SCALE: 1" = V-0" 20 SCALE: 3/4" = V-0° I l— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — URBAL ' ARCHITECTURE UR13ANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license A,y 2 8314 1W N11 consultant logo DC �® 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455-4448 www.dcl-engineers.com CIVIL / STF1UCC-r JF?AL © Copyright 02,2019 D'Amato Conversano Ina Al Rights Reserved oom.-ee""w" project name HOLDEN AT SOUTHCENTER 112 ANDOVER PARK EAST TUKWILA, WA 98188 -7. r1>aR 0 5 2019 REID MIDDLE C Uy1, I11C. key plan submittals/revisions 100% SD SET 10.10.2018 30%DID SET 11.16.2018 60%DDSET 12.14.2018 BUILDING PERMIT SET 01.11.2019 TOWER CRANE PERMIT 02.08.2019 60 % CD SET 02.22.2019 F1 - FOUNDATION CORR 1 03.15.2019 SP CORR 1 / BID SET 03.22.2019 TOWER CRANE CORR 1 04.03.2019 drawing title FOUNDATION DETAILS drawing information DATE 01.11.2019 SCALE As indicated DRAWN JWH JOB # 18041-0236 copyright 0 2015 Urba Ajddtecture, PLLC Met Amhde Mure, PLLC reserves I-eepydght and other property nghts h We d--- t. All d— .0 written W—ton k—porded heran, ie an inst..Wd Urba ArIM.W. PU.0 s prdesswd practice end Mal nol to be used hi white or 4t pat without the wrium euthor¢etim or Urba sheet number w O � . d L NAILER AT SHEAR WALLS - CONIC WALL WHERE OCCURS PER 2" SHTHG WHERE PER PLAN I I PLAN & WOOD DETAILS LAP PER SCHED, TYP OCCURS #4 CROSSTIE 4"OC, ALT HOOKS PLAN i i BP PER PLAN #4 HOOPS @ 4"OC I I 1" GROUT TYP LINO OPTIONAL T WALL el HORIZ REINF PER PLAN, TYP PER PLAN f- z 00) #9 VERTS WALL REINF 2 PER PLAN, TYP - (2) 31,V O THRD RODS W W/ HEX NUTS & ADDL#4x46"OPPOSITE WASHERS LINO NOTE: Q_ TYP REINF, PROVIDE CORNER BAR AT HOOPS AND TIES TO BE GRADE 80. A pE SECTION CORNER CONDITION TACKWELD PLAN -CONCRETE SHEAR WALL TYPICAL CONSTRUCTION JOINT 00 ELEVATION NUT TO AB BOUNDARY (10 BARS) AT MAT FOUNDATION 4 SCALE: 1" = 1'-0" 5 SCALE: TYPICAL BASEPLATE TO 3DCONCRETE WALL CONNECTION - HSS COLUMN —SCALE: 1" = 1'-0' (05032) CONIC SHEAR CMU WALL WHERE OCCURS PER PLAN PROVIDE STD HOOKS OR WALL PER PLAN MAT SLAB PER PLAN LENTON TERMINATORS AT T/MAT ENDS OF T&B REINF, TYP PER PLAN g EMBED PL7/2x9x2'-6' W/ (6) VERIFY SIZE AND LOCATION PER ELEV MFR, TYP s . #5 @ 12"OC CONT ° III III d #5 @ 12"OC CONT EXT� ND 36" PAST4. I I (I <° ELEV PIT IT 36" PAST J I_I—III DOWELS TO MATCH II I II I II II I IIII I II II II II II III —I —I I 24" WALL VERTS a I I — III —III —III —III- #8 x @ 12°OC � BOUNDARY TIES =1I —II —I I —I I I= I i I I II'— I _ —I II ° WHERE OCCURS �° I' I —III • ° SUM PIT AS READ SUMP EMBED X� III III _I STEEP AS POSSIBLE —III— ( e #5T TRIM SIM LEI AS REQD a III —III —III—_ STEEP AS POSSIBLE —I TO 1/54.01 -) — — —III. I— III=1—_—I 24 _I (' 4 #8x-L- @12"OC AT SHEAR WALL ° :.i i . ea ' III —III —I 24 III=1 1=1 I 4 .III 11 ° °: -IIIIIIIII /o IIII ICI-11 NOTE: — — — ° — — _ = (II ADDITIONALINFORMATIONPER12/53.0, T-0' - _III —II -- -- --- #8T&B4�i7OC' — — LENTON TERMINATORS co z W/ STD HOOK OR STO HOOKS, TYP AT I O SECTION AT ELEVATOR PIT TYP °- 2 VERT REINF V SCALE: 3/4" = 1'-0" I I I TOPPING SLAB PER PLAN ADDL ANCHORAGE REINF PER ANCHOR SUPPLIER TOWER CRANE ANCHOR PER SUPPLIER TOP REINF PER PLAN TYP MAT REINF PER PLAN I Ldn I 1 f' I T/SL A_B .� PER PLAN e 4 of - a 16) #6 VERT 1. i r4. 3/4" CHAMFER, TYP 1' I ' L 6' 9 —III- #4TIES @31/2"OC aA 1�1 s I ° ° AS STEEP AS POSSIBLE 4. v F 1" ° PER PLAN m z I ° 1 At —III III— LAP in PER SCHED BOT REINF PER PLAN % /�j CC1 12x18 CONCRETE COLUMN MAT SLAB AT TOWER CRANE SCAL0 170 E: 1/2' = V-0" I I I I EXT STUD WALL PER PLAN 1 g" CLADDING PER ARCH 16) #9 VERT 3/4" CHAMFER, TYP 6) #9 VERT 314"CHAMFER, TYP CONC CURB PER 1/53.01 & 11(S3.01 I ®. ® #4 TIES @ 4 1!2"OC, CONIC SLAB W/ REINF PER PLAN T C� / #4 CONT ,,,TIES @ 3 3/4"OC, PER ARCH TIES ARE 80 KSI TIES ARE 80 KSI EXT TOPPING SLAB PER PLAN h T/SLAB PER ARCH '$ PER ARCH -17 a LAP PER SCHEDD e • w Il „II I 1 Jj�� -0" MIN `� Vg IIEWE APR i 1 2t!f4 D I REID MIDDLETON INC. 12x20 CONCRETE COLUMN CC3 14x20 CONCRETE COLUMN SLAB STEP AT EXTERIOR WALL &-sqC54= 1'-17 19 SCALE: 1" = V-0" 20 SCALE: 3/4" = V-0° I l— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — URBAL ' ARCHITECTURE UR13ANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license A,y 2 8314 1W N11 consultant logo DC �® 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455-4448 www.dcl-engineers.com CIVIL / STF1UCC-r JF?AL © Copyright 02,2019 D'Amato Conversano Ina Al Rights Reserved oom.-ee""w" project name HOLDEN AT SOUTHCENTER 112 ANDOVER PARK EAST TUKWILA, WA 98188 -7. r1>aR 0 5 2019 REID MIDDLE C Uy1, I11C. key plan submittals/revisions 100% SD SET 10.10.2018 30%DID SET 11.16.2018 60%DDSET 12.14.2018 BUILDING PERMIT SET 01.11.2019 TOWER CRANE PERMIT 02.08.2019 60 % CD SET 02.22.2019 F1 - FOUNDATION CORR 1 03.15.2019 SP CORR 1 / BID SET 03.22.2019 TOWER CRANE CORR 1 04.03.2019 drawing title FOUNDATION DETAILS drawing information DATE 01.11.2019 SCALE As indicated DRAWN JWH JOB # 18041-0236 copyright 0 2015 Urba Ajddtecture, PLLC Met Amhde Mure, PLLC reserves I-eepydght and other property nghts h We d--- t. All d— .0 written W—ton k—porded heran, ie an inst..Wd Urba ArIM.W. PU.0 s prdesswd practice end Mal nol to be used hi white or 4t pat without the wrium euthor¢etim or Urba sheet number NAILER AT SHEAR WALLS - CONIC WALL WHERE OCCURS PER 2" SHTHG WHERE PER PLAN I I PLAN & WOOD DETAILS LAP PER SCHED, TYP OCCURS #4 CROSSTIE 4"OC, ALT HOOKS PLAN i i BP PER PLAN #4 HOOPS @ 4"OC I I 1" GROUT TYP LINO OPTIONAL T WALL el HORIZ REINF PER PLAN, TYP PER PLAN f- z 00) #9 VERTS WALL REINF 2 PER PLAN, TYP - (2) 31,V O THRD RODS W W/ HEX NUTS & ADDL#4x46"OPPOSITE WASHERS LINO NOTE: Q_ TYP REINF, PROVIDE CORNER BAR AT HOOPS AND TIES TO BE GRADE 80. A pE SECTION CORNER CONDITION TACKWELD PLAN -CONCRETE SHEAR WALL TYPICAL CONSTRUCTION JOINT 00 ELEVATION NUT TO AB BOUNDARY (10 BARS) AT MAT FOUNDATION 4 SCALE: 1" = 1'-0" 5 SCALE: TYPICAL BASEPLATE TO 3DCONCRETE WALL CONNECTION - HSS COLUMN —SCALE: 1" = 1'-0' (05032) CONIC SHEAR CMU WALL WHERE OCCURS PER PLAN PROVIDE STD HOOKS OR WALL PER PLAN MAT SLAB PER PLAN LENTON TERMINATORS AT T/MAT ENDS OF T&B REINF, TYP PER PLAN g EMBED PL7/2x9x2'-6' W/ (6) VERIFY SIZE AND LOCATION PER ELEV MFR, TYP s . #5 @ 12"OC CONT ° III III d #5 @ 12"OC CONT EXT� ND 36" PAST4. I I (I <° ELEV PIT IT 36" PAST J I_I—III DOWELS TO MATCH II I II I II II I IIII I II II II II II III —I —I I 24" WALL VERTS a I I — III —III —III —III- #8 x @ 12°OC � BOUNDARY TIES =1I —II —I I —I I I= I i I I II'— I _ —I II ° WHERE OCCURS �° I' I —III • ° SUM PIT AS READ SUMP EMBED X� III III _I STEEP AS POSSIBLE —III— ( e #5T TRIM SIM LEI AS REQD a III —III —III—_ STEEP AS POSSIBLE —I TO 1/54.01 -) — — —III. I— III=1—_—I 24 _I (' 4 #8x-L- @12"OC AT SHEAR WALL ° :.i i . ea ' III —III —I 24 III=1 1=1 I 4 .III 11 ° °: -IIIIIIIII /o IIII ICI-11 NOTE: — — — ° — — _ = (II ADDITIONALINFORMATIONPER12/53.0, T-0' - _III —II -- -- --- #8T&B4�i7OC' — — LENTON TERMINATORS co z W/ STD HOOK OR STO HOOKS, TYP AT I O SECTION AT ELEVATOR PIT TYP °- 2 VERT REINF V SCALE: 3/4" = 1'-0" I I I TOPPING SLAB PER PLAN ADDL ANCHORAGE REINF PER ANCHOR SUPPLIER TOWER CRANE ANCHOR PER SUPPLIER TOP REINF PER PLAN TYP MAT REINF PER PLAN I Ldn I 1 f' I T/SL A_B .� PER PLAN e 4 of - a 16) #6 VERT 1. i r4. 3/4" CHAMFER, TYP 1' I ' L 6' 9 —III- #4TIES @31/2"OC aA 1�1 s I ° ° AS STEEP AS POSSIBLE 4. v F 1" ° PER PLAN m z I ° 1 At —III III— LAP in PER SCHED BOT REINF PER PLAN % /�j CC1 12x18 CONCRETE COLUMN MAT SLAB AT TOWER CRANE SCAL0 170 E: 1/2' = V-0" I I I I EXT STUD WALL PER PLAN 1 g" CLADDING PER ARCH 16) #9 VERT 3/4" CHAMFER, TYP 6) #9 VERT 314"CHAMFER, TYP CONC CURB PER 1/53.01 & 11(S3.01 I ®. ® #4 TIES @ 4 1!2"OC, CONIC SLAB W/ REINF PER PLAN T C� / #4 CONT ,,,TIES @ 3 3/4"OC, PER ARCH TIES ARE 80 KSI TIES ARE 80 KSI EXT TOPPING SLAB PER PLAN h T/SLAB PER ARCH '$ PER ARCH -17 a LAP PER SCHEDD e • w Il „II I 1 Jj�� -0" MIN `� Vg IIEWE APR i 1 2t!f4 D I REID MIDDLETON INC. 12x20 CONCRETE COLUMN CC3 14x20 CONCRETE COLUMN SLAB STEP AT EXTERIOR WALL &-sqC54= 1'-17 19 SCALE: 1" = V-0" 20 SCALE: 3/4" = V-0° I l— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — URBAL ' ARCHITECTURE UR13ANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license A,y 2 8314 1W N11 consultant logo DC �® 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455-4448 www.dcl-engineers.com CIVIL / STF1UCC-r JF?AL © Copyright 02,2019 D'Amato Conversano Ina Al Rights Reserved oom.-ee""w" project name HOLDEN AT SOUTHCENTER 112 ANDOVER PARK EAST TUKWILA, WA 98188 -7. r1>aR 0 5 2019 REID MIDDLE C Uy1, I11C. key plan submittals/revisions 100% SD SET 10.10.2018 30%DID SET 11.16.2018 60%DDSET 12.14.2018 BUILDING PERMIT SET 01.11.2019 TOWER CRANE PERMIT 02.08.2019 60 % CD SET 02.22.2019 F1 - FOUNDATION CORR 1 03.15.2019 SP CORR 1 / BID SET 03.22.2019 TOWER CRANE CORR 1 04.03.2019 drawing title FOUNDATION DETAILS drawing information DATE 01.11.2019 SCALE As indicated DRAWN JWH JOB # 18041-0236 copyright 0 2015 Urba Ajddtecture, PLLC Met Amhde Mure, PLLC reserves I-eepydght and other property nghts h We d--- t. All d— .0 written W—ton k—porded heran, ie an inst..Wd Urba ArIM.W. PU.0 s prdesswd practice end Mal nol to be used hi white or 4t pat without the wrium euthor¢etim or Urba sheet number RAP ELEMENT FOUNDATION CONSTRUCTION NOTES 1. 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. 2. A QUALIFIED, 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 INSTALLA1ION PROCEDURES. 3. RAP ELEMENTS SHALL BE BASED ON THE FOLLOWING CRITERIA UNLESS OTHERWISE APPROVED IN WRMNG BY THE DESIGNER: A. RAP ELEMENTS SHALL BE WITHIN 3 INCHES OR DEEPER THAN THE DEPTHS SHOWN ON THE PLANS. B. AVERAGE COMPACTED LIFT 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. 4. WHEN OBSTRUC11ONS 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 BACKAH ED AND COMPACTED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. THE AREA SHALL BE TESTED BY THE OWNER'S TESTING AGENCY AND THE COMPAC1ION TEST RESULTS SHALL BE SUBMITTED TO THE INSTALLER AND THE DESIGNER. 5. 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. 6. FOOTING ELEVATIONS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE REPORTED IN WRITING TO THE INSTALLER'S QC REPRESENTATIVE PRIOR TO INSTALLING RAP ELEMENTS., 7. UTILITY LOCATIONS ARE THE RESPONSIBILITY OF THE GC. THE DESIGNER SHALL BE N011FIED OF ANY CONFLICTS WITH RAP LOCATIONS SHOWN ON THE PLANS. NEW UTILITIES 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. 8. RAP ELEMENTS ARE LOCATED AT THE INTERSECTION OF REFERENCE GRID LINES OR AT THE CENTERLINE OF STRIP FOOTINGS UNLESS DIMENSIONED OTHERWISE. 9. 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. 10. ALL RAP ELEMENTS HAVE A MINIMUM NOMINAL TOP DIAMETER OF 20 INCHES WITH COMPACTED 24 INCH LIFTS. GEOPIER ELEMENTS TO DEPTHS OF 28 FEET OR REFUSAL, WHICHEVER IS MET FIRST. REFUSAL IS CONSIDERED LESS THAN 1-FOOT OF MANDREL ADVANCEMENT IN 30 SECONDS. 11. THESE DRAWINGS ARE BASED ON THE STRUCTURAL DRAWINGS PROVIDED BY DCI. 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 WITH STRUCTURAL OR ARCHITECTURAL DRAWINGS. 12. THE RAP FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL INFORMATION PROVIDED IN THE SUBSURFACE EXPLORATION BY PANGEO, INC. AND ENVIRONMENTAL, REPORT DATE SEPTEMBER 14, 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. 13. RAP FOUNDATION DESIGN LOADS ARE BASED ON THE DESIGN INFORMATION PROVIDED TO US BY DCI. 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 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 (I.E. 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. 24" TYF COMPACT TYPICAL GEOPIER ELEMENT t NOT TO SCALE SPREAD FOOTINGS TO BE SUPPORTED BY GEOPIER ELEMENTS. SEE SHOP DRAWINGS FOR GEOPIER REQUIREMENTS 20" DIA. GEOPIER ELEMENT U.N.O. GEOPIER ELEMENTS TO BE INSTALLED TO DEPTHS OF 28 FEET OR REFUSAL, WHICHEVER IS MET FIRST. REFUSAL IS CONSIDERED LESS THAN 1-FOOT OF MANDREL ADVANCEMENT IN 30 SECONDS. N Z O FOOTINGS TO BE a SUPPORTED BY GEOPIER ELEMENTS. ` LIMITS OF DISTURBANCE: ADJACENT ;4O•Y 2'-6" - EXCAVATIONS MUST BE OUTSIDE + + + + + + �} + + " .:. ac . + + + THIS ZONE. IF THIS IS NOT THE 40 ;..,. , �� CASE THE DESIGNER MUST BE + + + + + + ; a , ..4. + + + ';,° + + + + � NOTIFIED. 2 + + + + + + + + + + + + + + Y' + + + + + + + + + + + + + + + + + + ++ L+++++++++++++++++++++++++++ + ++++++++++++++++++++++++ +++++� ADJACENT EXCAVATION DETAIL Z NOT TO SCALE STEEL PLATE- �erry • • • -ORM �1� .�MA NOTE: HELICAL ANCHORS MAY BE USED IN LIEU OF UPLIFT LOAD TEST PIER GEOPIER ELEMENTS. (COMPRESSION) MODULUS TEST SETUP 3 NOT TO SCALE STEEL /- PLATE REVIEVaV4 D FOR CODE COMPLIANCE APPROVED APR, 2 3 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 15 2019 PERMIT CENTER am Z 0 0 0 _Z W _ e1 s s s J 0 un co M rn ti SD lD V' V Lt) In IN rl V• V' x n v'o 0 CLL o LU .,tea Ln F.. (n o c' ; Wm s� C) m V' Vo- ca PROJECT NUMBER 18-GNW-00872 DATE 1 /08/2019 SHEET NUMBER "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 trosmitted 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. � I M rn 0 N 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. i! o 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. o Patent No. 5249892 and other patents pending. = 27'-0"Y Y 20'-8" � 11'-4" � 12'-s" � 24'-0" Y 6•-0"-r-' 16r �15,::,14�::,13� 12� ;11� �18. 1T�9 • 8=' ' 7�' 6' S' 4 ' 3 , 2-, :,f ..f •..f `.i ' i I ' i ' i it '�'i •.f :ii •.i .i ' i , i Ir '• ♦ r • 49 �48 47 ,4.6 4S # 43 , 42 00 ; 41 10 �3B 31 36 --„ ' �n 51 ` F78 •50i Fl B ♦�. r•+, r• ; I �- id i a ,� '• i h m F6.0 �69. •,66. fi7,61,F1B IN E a!d 8 ;I �`,r �• :�6i M ni : ". ,-., r-.• •% + 72 `92i i 12" CONC SHEAR WALL �93 W/ #5 VERT 12"OC 12" CON SHEAR WALL THKND SLABDP i 95, #`i HORIZ 0 12"OC EF Wr(, #5 RT 0,12"OC r- r• r„ 1, .,1899, .108, .107i lO6i .105i :104i {�10J�=40RI ®1:101�C EF �I01i ii :00 ' 110SHEAR CONC - - - - - 12" WALL r r i ,♦ ..♦ I i ..♦ W 5 VERT - �- .-• r-•• '? HORIZ_® ®"OC EF---------------- --------- -'-♦ :,1-JB FIB :119i :12� -i 'r .127 126 115, •124, •123 171' 121' 111` 119, GIB' .♦ ♦ r . ♦f i .f ,i • - 13�,-I-- I 142' ,.,, ; 134. :113♦ j ! j .,36i 13/r--'-�•��l�r 139� •� 1 )%18" CONC COL; ;.141: :I{Op "♦ ♦"5 T`Y:LINO ♦'•. `'---,----- - '- `--� '-----------: ,., cV �,,,• i• i, ♦• •155 :154, :153, :152,1 " "' .15� .150.,; :149, :148: t 147: :146: :145: �M' 143' :15fi 00 1, . 3'-0"Wx30"DP ND SLAB _------------ 3-5 ♦ I• 1f TYP A 4p•EXT, iN: 169: �68t r•• r-: r•. r-., r•. ; •: 3/8" r UNO : f r ♦ •,r :167i .t66j :165i : l :163i :162i r.161j .160i 159� :I73: r l 12" CONC SHEAR WALL• 1•.,_ _ L y W/5 VERT ®12"OC -5 HORIZ 12"OC EF- •1�•:. :189i .i�i :187i �185j :185f :184i :163i ( :182f .11f :Ili :179f36"DP TI�118� .lnf 'ti�i I r---------- t----------- i - AB i N 196' :19Ji :194i I ---- :192� :1 i .95, .212 + ♦�0 r•,� 199' I ♦-., ♦N , r .191' • 198" ♦ r . a • •..i :.f ' :.i I :.f `.i :. ✓ r ♦ ' `.,f ' ,i- ' `..i o 202� 201. �200' o l` ! -�215. �216C �2211 220' 219�, • 218 •211` o a - ______-- -- 0 0"DP THKND"SLA j ; -,. ; -,. ; `•. y-S ; •,. 12 F8.0 r-.• I r. r ., T/SAD = �, �t 1, 236. ` 7J5. 234, 233• 23. •231 2J0, •229, •??7BL f •227 •22S' 225- 724 •..♦ •.,♦ •. ♦ j..r •..♦ `.,♦ 4. ' �'3._; r :�r r 6�� : r ♦ " CONC TOPPING SLAB #4 i ®18"OC CTRD 10'-0" r 24PLPER PLAN NOTES 2Sfi' 25S 2S4' 1•2S3 252, 81. 25D •249, 218: 241' :21fi' 24S' 2{{. 243' :2h7. •.,f : i ' ,f ,f r `. r :,f • ♦ qr ,i I . f •�, f j.,f a i i it "D 60"DAi10 o ?�1 r••. - 1-$ @ " 5:280� n 279� 2i8� •277� ,.,� r• : i � .i i ; •,r C28.4i I i { i � o • i :182i - •J03' a•3pj` " CONC� TOPPING SLAB :.♦ ♦ ®i 18"OC CTRD F8.0 F8.0 PER PLAN NOTES " " T SLAB = MATCHLINE ••; • ♦ - ♦ r ♦ ♦•. t " ♦ , TkufN SLAB P o PER S1.018 •.,♦ .r :,•, ..r :.r ,.♦ . ♦ .... _ . ♦ a ♦ ♦ . „ f - -. ". �321i . � PERCHLINE,.. i ••. 30],. 0B, J09= 3104e 311 J12, c.. 313.... :314. 315 316 .. a 317�319'_. r Ot® B- .+, _ ____ • •^ 16" CO C MAT SLAB W/ i` i ,Z •,32' i ( PE PLAN NOTES ;3JI: '3325 %3315 �3111: �329L 328:325: :•t 3�- _ =.. _ -.,♦_ L _ • .� _s•�_ r -. _ •. ♦ _ •3i1.S g VARIES AT EX - :342 �16' CONC MAT SLAB W/ :3_40i 16"OC EW T&B F8.0 o 11 PER PLAN NOTES I_'! r I'!.A ra - I'i. I'!. I'!. I^.� I•... I..S I:}. I_. �. _ I'.'f I_•�. R_ FOUNDATION PLAN NORTH GEOPIER LEGEND 20" DIAMETER GEOPIER NOTE: GEOPIER DESIGN DOCUMENTS AND PLANS ARE ONLY VALID IF INSTALLED BY A LICENSED GEOPIER INSTALLER. CODE CO,PLIANCE APPROVED APR 2 3 2019 CRY of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 16 2019 PERMIT CENTER GEOPIER PLAN NOTES: 1. THIS DRAWING IS BASED ON STRUCTURAL DRAWINGS PROVIDED BY DCI. 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. z J (- z 0 z o z p LL � W � O 1/08/2019 LU n ■ Z 0 ® Lr) j Z LU _ LU J Y W J In 00 M .-" Ol •-i N M Vv- 't up W Ln tV N tl- d- X aw MMEMyLU o W *+ Q CO Z wQ Ix aY= O N C7 v M PROJECT NUMBER 18-GNW-00801 DATE 1 /08/2019 SHEET NUMBER GP1.1