The URL can be used to link to this page

Home My WebLink AboutPermit D19-0180 - FIRE STATION 52 - VAULT AND RETAINING WALLSFIRE STATION 52 - VAULT & RETAINING WALLS 15447 65TH AVE S Apn: 3597000320 FINALED 02/03/2021 D19-0180 ��^�xx ^�� Tukwila ��K~� x�o n ��m^m��oa Department of Community Development 63V06outhoenterBou�xaniSube#1OO Tukwila, VVashington98188 z0�^ Phone: 2O6'u31']67O _ Inspection Request Line: 2V6-430-935O Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No 35970003I0 Permit Number: D19'0180 Address: 1S44755THAVE 3 Issue Date: 7/23/2019 Permit Expires On: 1/19/2020 Project Name: FIRE STATION 52 VAULT& RETAINING WALLS Owner: Name: TUKWILA CITY OF Address 6200B]UTH[ENTERBU8}.TUKVV|U\ WA, 98188 Contact Person: Address; 6300B]UTH[ENTEK8LVD'TUKVVUA, WA, 98188 Contractor: Name: LYDIG CONSTRUCTION INC Phone: (509) 534-0451 Address: 11DVlEK4ONTG0[NERYDR, SPOK4NE.VVA 99206 License No: LYD|5C*264JC Expiration Date: 9/11/2819 Lender: Name: LIBERTY MUTUAL INSURANCE CO Address: lO0lFOURTH AVE SUITEl7O0' DESCRIPTION OF WORK: REDEVELOPMENT OF EXISTING PARKING LOT IN ANTICIPATION OF THE CONSTRUCTION OF A NEW FIRE STATION. THIS PERMIT COVERS SHORING WALLS, RETAINING WALLS AND 5TORK4VVATERDETENTION VAULT. PUBLIC WORKS PERMIT AND BUILDING WILL 8E SUBMITTED SEPARATELY. PUBLIC WORKS ACTIVITIES UNDER THIS BUILDING PERMIT INCLUDE: EROSION CONTROL, SITE AND UTILITIES DEMOLITION, ROUGH GRADING, AND RETAINING WALL DRAINAGE. PUBLIC WORKS FEES WILL BE PAID UNDER PUBLIC WORKS PERMIT NO. PVV19'0064. Project Valuation: $700,000.00 Type cfFire Protection: Sprinklers: Fire Alarm: Type ofConstruction: Electrical Service Provided by: TUKWILA Fees Collected: $12,423.51 Occupancy per IBC: U Water District: TUKW|LA Sewer District: TUKW|LA Current Codes adopted bythe City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 015 2015 2015 2015 2015 National Electrical Code: VVACities Electrical Code: VV4[Z964GB: Code: 07 21 05 ublic Works Activities: [hanne|bation/Sthp|ng: Cvrb[ut/Access/Sidewa|k: Fire Loop Hydrant: Flood Control Zone: Hou|in8/Dveoizeioad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: P Permit Center Authorized Sign Volumes: Cut: O Fill: O Number: 0 l l ,7_ )� 31 c;, I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions oflaw and ordinances governing this work will becomplied with, whether specified herein nrnot. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state nrlocal laws regulating construction orthe performance ofwork. |amauthorized tusign and obtain this development permit and agree tothe conditions attached tothis permit. Signature: Print Name: Date: Z 3 / This permit shall become null and void if the work bnot commenced within 1OOdays for the date ofissuance, orif the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: Permit not to be issued until approval of Conditional Use Permit (1-19-0032) and Design Review Permit (L19- 0033). Z: Landscaping plan not approved aspart ufthis permit. 3: *** PUBLIC WORKS PERMIT CONDITIONS' zk Call toschedule mandatory pre -construction mpedngwithScottyNoorp Public Works Senior Inspector (and Max Baker, Planner) at(ZO6)438'935O, 5: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion ofwork atleast J4hours inadvance. All inspection requests for utility work must also be made Z4hours inadvance. 6/ Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 81lorl-DOO424-5555. 7: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:OUp.m.and weekends. 8: No work under this permit during weekend hours without prior approval by Public Works, Coordinate with the Public Works Inspector. 9: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 10: Flagging, signing and coning shall heinaccordance with K4UT[Dfor Traffic Control, Contractor shall provide certified flagmen for traffic control. Sweep urotherwise clean streets ,othe satisfaction ufPublic Works each night around hauling route (No flushing aUmwed) Notify Public Works Inspector before ll:OU Noon onFriday preceding any weekend work. 11: Any material spilled onto any street shall becleaned upimmediately. lZ: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site orinto existing drainage facilities, 13: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior tothe Final Inspection, 14: The Land Altering Permit Fee will be paid under Public Works permit no. PW19-0064 and based upon an estimated 6,758cubic yards ofcut and 5,445cubic yards offill, 15: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise nfIOfeet nrmore and will beunwod'edfor greater than 1Zhours. During this time period, cover ormulch other disturbed areas, ifthey will be unworked more than 2 days. Covered material must bestockpiled onsite atthe beginning ofthis period. Inspect and maintain this stabilization weekly and immediately before, during and following storms, 10: From May 1through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 17: Project shall comply with Geotechnico| Engineer Design Report by Mart[ruwser, Inc,, dated October ll' 2018; Additional Borings for New Roadway Grading Report by Hart Crowser, Inc., dated May 23, 2019; and subsequent Geotechnioa|Engineering Reperts/Eva|uadons. The Geotechnical Engineer of Record shall observe vault placement and prior to final permit sign -off shall certify in writing that the vault was installed per Geotechnical Engineer of Record recommendations. 18: Vault vents shall have frame and grate at the top which would allow the air circulation and prevent trash and debris toenter the vault. 19: Place confined space warning sign/plate (per OSHA Standards) within each access opening. 20: All construction joints must be provided with water stops per the 2016 King County Surface Water Design Manual Section 5.1.3.1. ZI: Detention Vault including access shall comply with Section 5.l3ofthe Z0l6King County Surface Water Design Manual Section 22: Public Works activities under this Building permit are only for erosion control, rough grading, site and utilities demolition, and retaining wall drainage, Final grading, work within 65t Ave. South, and site work including utilities tobeapproved byPublic Works under Public Works permit no, PW19-0064. Z}: Prior toissuance nfthis permit Contractor shall sign w/NotaryaROW Hold Harmless Agreement for any work within the Public dQht-of,vay. 24: Prior toany work within 65thAve. South the Contractor shall provide abond nrcash equivalent inthe amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused byacdvites. 26: Prior to any work within 65th Ave. South the Contractor shall provide a copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured), 26: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 27: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 28: The special inspections and verifications for concrete construction shall boasrequired byIBC Chapter I7, Tab|e17O5.l 29: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done byaWashington Association ofBui|d|ngOfMda|Certifiedwe|der. 30: When special inspection is required, either the owner or the registered design professionalinnspmnsib|e charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports tothe Building Official in atimely manner. 31: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall besubmitted tothe Building Official. The final inspection report shall beprepared bythe approved special inspection agency and shall besubmitted tothe Building Official priortoandasa condition mffinal inspection approval. 32: 5ubgradepreparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given inthe soils report. Special inspection isrequired. 33: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 34: Structural Observations inaccordance with iBI. Section 170Q|srequired. Atthe conclusion ofthe work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 35: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval, 36: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 37: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Tab|el7U5.3. 38: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by Washington Association ofBuilding Official Certified welder. 39: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in otimely manner. 40: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall besubmitted tnthe Building Official. The final inspection report shall beprepared bythe approved special inspection agency and shall be submitted to the Building Official prior to and as a condition offinal inspection approval. 41: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given inthe soils report. Special inspection isrequired. 42: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 43: Structural Observations |naccordance with |.8I.Section 17D9|srequired. Atthe conclusion nfthe work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (3O6)438'935V 1700 OU|L0NGF|NAL" 0301 CONCRETE SLAB 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 0201 FOOTING 0 0200 FOUNDATION WALL 5040 LAND ALTERING 5160 PUBLIC WORKS PRE -CON 4000 SI-CONCRETE CONST 4035 SI-SOILS 4025 SI-STEEL CONST 5090 STORM DRAINAGE 5100 STREET USE CITY OF TUKUOA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Per Project No. Date Application Accepted: (0 Date Application Expires: (For office use only, CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION King Co Assessor's Tax No.: 351 -70c - v 32-D Site Address: I 5441 Co S AcVe... S.. Suite Number: Floor: Tenant Name: TU K-W I f Pe sTiegT10 N. S2_, New Tenant: 14 Yes Ej,.No PROPERTY OWNER Name: c IT,i 0,F -rvipiv% LA Address: G 3 no voVnkc-t-wrirtz- BI-v T) City: -rt*.vv % % State: witty_ Zip: 1Sr 1 Stit CONTACT PERSON - person receiving all project communication Name: sapediAst. 131,6,14 ail , C OT Address: G 300 StotnNAGel-ITS12-- taLVD City: tv y_vy %14,.. State: vvik Zip: ei vi IA Phone: )454 -1540Fax: Email: r a. cmeA . b \ ex,Actil @ it,VANI I a wok ,, j ov GENERAL CONTRACTOR INFORMATION Company Name: LI TA 6 c01,4 T./pi) cm 4 Address: s% vo 'scot, pive se, sTe . ti 0 City: De uz_v yr_ State: w Zip: 9 to os Phone: (42.5)sms_s314 Fax: Contr Reg No.: L.0%6 c• 2(04.3c, Exp Date: 1 Tukwila Business License No.: 3 ID 0 ARCHITECT OF RECORD Company Name: liv micre.ig Pc- ar V Architect Name: Elv% mA t.i. OW1145 k4) k I A Address: 2.2_00 wec1eci.t4 ikvE, sTe. 14zi City: 9 eos-r-nx_ State: vvh Zip: 95t 04 Phone: (2,04 )441.5. 8 too 6Fax: Email: e INIvv‘.0,-VN @wcivts-lc:i A 12-1.4- .Dv" ENGINEER OF RECORD Company Name: cv4Emsc NI spc..4 F#IGE--T Engineer Name: DA. t4 s p. i se Address: 22.4 144 i ft.i) AN e. , Q.-re. i p p City: sti„-ri- ix..._ State: w, Zip: gi Er 1 II Fax: Email: a gay & Ss •C cv,1‘,INeev s. cam LENDER/SOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: vtetep_ii mo-rvet. it..truP-Arta-t-c-- Co. Address: 1001 AV* k 11 010 City: Se ile'rt Le" State: wA Zip:9 2. 1 4. HAApplications \Forms -Applications On Line \2011 ApplicationsTermit Application Revised - 8-9-11 .docx Revised: August 2011 bh Page 1 of 4 BUILDING PERMIT INFORMAT - 206-43 -3670 Valuation of Project (contractor's bid price): $ 10 ° °Cit) Existing Building Valuation: $ Describe the scope of work (please provide detailed information): gebeVVV°12Megl- OF eXISTNI•k& PlirS1-14413.6, UM IN 041411(,1PAT1t0 OF itte cov4 STP-uVrtat4 OF k geW Pak.iPSTATIblq. liktS PeP-MAT Cove-g-s QA-OP4 NI Wk1k5 P-E-Mcmx vvit-u-S A-14 STo p-ivk Wereiz- PV-Tetrivt4 v A-v vr. PA) W OW- 5 perl-MAT Anal) Dv leD 14 6, soe,ivi. rrriP Seei4P-A-TrA"" Will there be new rack storage? Yes A. 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 o Occpai1y per IBC 1 Floor 2'd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Dec Un : ered 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) fi *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 ofParking Stalls Provided: Standard: NiA Compact: Handicap: Will there be a change in use? SE Yes ....... No If "yes", explain: PAP -VA NIG LAM 10 12% 41,e STA.-VI ON% FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm 0 None Other (specify) 14 Will there be storage or use of flanunable, combustible or hazardous materials in the building? Yes ID No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. HAApplicationsWornis-Applications On Line \201 1 ApplicationsWermit Application Revised- 8-9-11.docx Revised: August 2011 Page 2 of 4 PUBLIC WORKS PERMIT INFO ATION — 20 )-433-0179 Scope of Work (please provide detailed information): 5tAr1TeD v KDS-V- st ?PP-A-Te- pB(2-nAtT- Call before you Dig: 811 Please refero Public Works Bulleti or ees and estimate shee Water District ..• .Tukwila 0 ...Water District #125 ,..Water Availability Provided Sewer District 0 ...Tukwila 0 ...Sewer Use Certificate Highline 0 ...Valley View .. Renton 0 ... Sewer Availability Provided Septic System: • On -site Septic System — For on -site septic system, provide 2 copies of a current septic design Submitted with Application (mark boxes which apply): El ...Civil Plans (Maximum Paper Size — 22" x 34") 0 ...Technical Information Report (Storm Drainage) 0 ...Bond LJ .. Insurance 1111 .. Easement(s) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours ID ...Right-of-way Use - No Disturbance 0 ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 ...Total Cut 0 ...Total Fill cubic yards cubic yards 0 ...Sanitary Side Sewer 0 ...Cap or Remove Utilities 0 ...Frontage Improvements 0 ...Traffic Control ...Backflow Prevention - Fire Protection Irrigation Domestic Water Geotechnic Maintenan port eement(s) .. Renton .. Se ved by King County Health Department. 0 ...Traffic Impact Analysis 0 ...Hold Harmless — (SAO) 0 ...Hold Harmless — (ROW) of -way Use - Profit for less than 72 hours t-of-way Use — Potential Disturbance .. Work in Flood Zone .. Storm Drainage .. Abandon S ptic Tank Curb 1111 Pave tCut Loo d Fire Line 0 ...Permanent Water Meter Size... WO # Ej ...Temporary Water Meter Size WO tit 0 ...Water Only Meter Size WO # 0 ...Sewer Main Extension P ic 0 Private 0 ...Water Main Extension...... blic 0 Private 0 El .. Grease Interceptor .. Channelization .. • Trench Excavation E] .. Utility Undergrounding 0 ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Number of Public Fire Hydrant(s) 0 ...Water ...Sewer 0 ...Sewage Treatment Monthly Service Bi • Name: Day Telephone: Mailing Addre City State Zip Water Met Re : Name: Day Telephone: a ng Address: City State Zip HAApplicationsWorms-Applications On Line \2011 ApplicationsTermit Application Revised - 8-9-11.docx 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. BUILDINeb Signature: Print Name: Mailing Address: ORIZED AGENT: r Date: 61) (1 1 Day Telephone: 204 1146-11-7S-1e Sojet--cest--}e„,1tl.imA 181 VT) City State Zip H:\ApplieMirns\Form-AppUc-ations On Line \ 2011 Applications'Permit Application Revised - 8-9-11.docx Revised: August 2011 Page 4 of 4 ' Cash Register Receipt City of Tukwila Recei DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK D19-0180 Address: 15447 65TH AVE S Apn: 3597000320 DEVELOPMENT ADDITIONAL PLAN REVIEW R000.345.830.00.00 1.00 TOTA FEES PAID BY RECEIPT: R19434 sf t Number 9434 PAID $70.00 $70.00 $70.00 $70.00 $70.00 Date Paid: Thursday, January 02, 2020 Paid By: CITY OF TUKWILA Pay Method: ACCOUNT 90830405.1000.107 & Printed: Thursday, January 02, 2020 8:38 AM 1 of 1 WARN R WSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QU' Permit T RAK a . Receipt t Number 148522 D19-0180 Address: 15447 65TH AVE S Apn: 3597000320 DEVELOPMENT ADDITIONAL PLAN REVIEW R000.345.830.00.00 :L.00 TOTAL: FEES PAID BY RECEIPT: R18522 PAID $70.00 $70.00 $ 70.00 $70.00 $70.00 Date Paid: Monday, September 09, 2019 Paid By: CITY OF TUKWILA Pay Method: ACCOUNT 90830405.1000.107 & Printed: Monday, September 09, 2019 1:20 PM 1 of 1 SYSTEMS DESCRIPTIONS ACCOUNT QU PermitTRAK NTITY PAID $70.00 D19-0180 Address: 15447 65TH AVE S Apn: 3597000320 70.00 DEVELOPMENT 70.00 ADDITIONAL PLAN REVIEW R000.345.830.00.00 3.00 TOTAL FEES PAID BY RECEIPT: R18450 $70.00 $70.00 Date Paid: Thursday, August 29, 2019 Paid By: CITY OF TUKWILA Pay Method: ACCOUNT 90830405.1000.107 & Printed: Thursday, August 29, 2019 10:27 AM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $6,779.05 D19-0180 Address: 15447 65TH AVE S Apn: 3597000320 $6,779.05 DEVELOPMENT $6,457.43 PERMIT FEE R000.322.100,00.00 0,00 $6,432.43 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 TECHNOLOGY FEE $321.62 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R18174 R000.322.900.04.00 0.00 $321.62 $6,779.05 Date Paid: Tuesday, July 23, 2019 Paid By: LYDIG CONSTRUCTION INC Pay Method: CITY ACCOUNT 90830405.1000.107 30 Printed: Tuesday, July 23, 2019 11:17 AM 1 of 1 Y5T 5 DESCRIPTIONS PermitTRAK Cash Register Receipt City of Tukwila Receipt Number I ACCOUNT QUANTITY . PAID $5,644.46 D19-0180 Address: 15447 65TH AVE S Apn: 3597000320 $5,644.46 DEVELOPMENT $5,644.46 PLAN CHECK FEE R000.345.830.00.00 0,00 $4,181.08 STRUCTURAL CONSULTANT TOTAL FEES PAID BY RECEIPT: R17806 R000.345.830,01.00 0.00 $1,463.38 $5,644.46 Date Paid: Tuesday, June 04, 2019 Paid By: TUKWILA CITY OF Pay Method: ACCOUNT 90830405.1000.107 3 Printed: Tuesday, June 04, 2019 3:55 PM 1 of 1 COM SYSTEMS AYES TESTING ENGINEERS, INC A lrerracan COMPANY January 25, 2021 City of Tukwila Building Department 6200 South Center Blvd Tukwila, WA 98188-8188 Attn.: Building Official Re: City of Tukwila Fire Station 52 15447 65th Ave S (Fire Station 52) Tukwila, WA Project No. M8191194 RECEIVED 02 Community Development FINAL LETTER (R-1, Revised due to date change): PERMIT# D19-0180 Development Permit (vault, retaining walls, shoring wall) PERMIT# D19-0253 Building Permit (structural) See* Office 20225 CedaNalley Road Sule 110 Lynn/cal, WAX ph 42.5.7429830 fax 425.745.1737 Tacoma015ce 10029S. Td1Li I Id Way St E-2 Taxma, WA 98499 ph 253.5843720 fax 253.55437fTf PcrlandOffice 7911 NE 33rd Ektm Sule 193 Portaxi, OR 97211 ph 503281.7515 fax 503281d of9 This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for: • Base Plate Grout • Proprietary Anchors o Epoxy Grouted Anchors o Epoxy Grouted Dowels • Shotcrete • Reinforced Concrete — Cast in Place • Structural Steel Erection o Welding o NDE: UT • Structural Steel Fabrication o Welding o NDE — UT • Asphalt Compaction To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. A closed Deviation Log is attached for reference. We trust that this provides you with the information that you require. Should you have any questions, give us a call. Sincerely, Mayes Testing Engin Paul D. Davis, P.E. Office Manager att: Deviation Log IEVIATION LOG ;eport Date: 1/25/2021 MAYES TESTING ENGINEERS AlEfTXPricoove 10029 S Tacoma Way Ste E2 Tacoma, WA 98499-4686 751.571.010 lient Shiels Obletz Johnsen, Inc Attn: Justine Kim 800 5th Ave Seattle, WA 98104-3176 Project City of Tukwila Fire Station 52 15447 65th Ave S (Fire Station 52) Tukwila, WA Project Number: M8191194 Deviation No, Report No, Service D000001 0010 Reinforcing Steel Observations Service Date Description/Comments 10/03/19 4 items on report. How Resolved Report .0011 Date Resolved Status 10/04/19 Closed D000002 0015 Concrete Observation 10/15/19 Visually reviewed 10/16/19 Closed D000003 0015 Concrete Observation 10/15/19 Deviation label was selected No deficiencies in consolidation were observed upon form removal 10/16/19 Closed D000004 0055A Reinforcing Steel 01/29/20 Several laps were shorter than the 25" Report 57A Observations required, and the openings need reinforced per details on S401, 0110312 Closed D000005 0060 NDE: Ultrasonic Testing Inspection 02/05/20 The vertical CJP at the south side of grid Reports 65 and 66. 02/24/20 Closed 6,91E5 is not complete at time of inspection, and the fillet welds on the shear tabs need completed at gridline 4,11E,5. D000006 0059 NDE: Ultrasonic Testing Inspection 02/04/20 Three rejectable indications on moment welds. See above and NDT report for details. Approval needed for the epoxy at the footing, gridline 2-2.9/F, All clear except epoxy. Embedment is at 5.5", 6 is required in RFI 195, Remainder cleared in Reports 65 and 66, 12117/20 - Received RFI 195,1 which clears the embedment issue. In file. 02/24/20 Closed D000007 0062 Welding Observation 02/07/20 See report for details. Reports 65 and 66 02/24/20 Closed D000008 0065 Structural Steel Observations 02/20/20 Multiple. See report for details, Report 66 and RFI 223 01/25/21 Closed Page 1 of 2 CVIATION LOG )ort Date: 1/25/2021 MAYES TESTING ENGINEERS &Ron cow, 10029 S Tacoma Way Ste E2 Tacoma, WA 98499-4686 75l-S71.QQ1Q lent Project hiels Obletz Johnsen, Inc City of Tukwila Fire Station 52 atn, Justine Kim 15447 65th Ave S (Fire Station 52) 00 5th Ave Tukwila, WA Battle, WA 98104-3176 Project Number: M8191194 ieviation No, Report No, Service Service Date Description/Comment; How Qesolved Date Resolved Status D000009 0066 Structural Steel 02/24120 Multiple. See report for details. Report 68 03/04/20 Closed ,- Observations Page 2of2 Supplemental Structural Calculations For: Tukwila Fire Station 52 Phase 1 Permit Shoring Wall Facing Tukwila, WA Client: Weinstein AU Submitted: October 18, 2019 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 23 2019 City of Tukwila BUILDING DIVISION BILE fECE!VEn CITY OF T U K VILA OCT 21 2019 PERMIT CENTER REVISIONNO13 0180 Swenson Say Faget, Inc. 2124 Third Avenue, Suite 100, Seattle WA 98121 Structural Engineering Ph:(206)443-6212 Fax: (206) 443-4870 S't ku. ►'H TFS S2 S/to� t.&SG I, - 4c-r ' yr p T fit Sc7sM<< G Der/ , t p v E1Q-- Pr Lit- ‘6- t €� I. 1° 11-kSSv,s 2S Pc f j� rS f ✓.4ff-ag-M ? H ,.4•pc, c-M t4- ZS Or' do s fi 7(6c VStNG 'se' rre P t taoftt-1 /5011-S R-P©R'r . re,fa-(0,46FeTE l�-S(6 EFP f71Vt Le-vuGrA 4F fo✓eS'P11-nJ s' (4- tAy /fr -7,057 f4- "/ y, •(s trpoo:.) r /1 2, 7 M 0, 71 0r21 t- (1Q) + 60 /gC . 20/s ' 0,17 1.‘7/ft t Y a / rr a 1+0P- fe- Gb? t r� 37° ps& ( Gc.44c it; ,4pPu e r o a = P G F i# y cJ/b' ibex y r rr K wick es Sy PROJECT as .- G k u-- f-A cr •-` 6 /o DATE ' doll Z°123©/ PR©J. # 1,vh DESIGN 1 Sty'- S Tv 1> S 0 n1r g HO 12-. ,.t Cr IN'rt.(- is S(torctm-rTt DIEM-T1 c* I`f „# S -, 60 o G" � 1 p e'vD wA-0 7u STa+ Q tZ x TR)p' STF-tP sne..e- G - i,.sb (7590 ' • r FoR[f •- rjvDSMIG r ICq► Se. IN,. 7S" sf ps F S Tvo 29,2- rut. u+vr- 1' Sps 0ig73 144 ^ I (peer)c fie, S �E H I -Tt p /r-o F• a 0,,'r P C� r� B I N t" h S !+e'A (L_ 1) 3I.� if? xY" s-rvos ® 2Y Oc F" EC F1/43 r)ci yam w^li rt cp,, q u N t, P t t-C- S f k c c kJ 6 31 t�t,t' S7e4--1!r ( Ado r1 -- � vl (N sf Sea-- vir p vt-t.ovf 4,.ok45 (so s M c) 7) C � = 153 % if r PROJECT µGO- a .1 ti c,Jf DATE ©ozrurbv PROJ. DESIGN 2 O 0 a• b 33 vg $° E 8 Z 5F717 WELDING General Information for Stud Welding Studs Standard Arc Welding Studs - Tensile and Torque Strengths Minimum Ultimate.50 000 psi Minimum Yield _ Thread Diameter META' (sq. In.) Yield Load (lbs.) at 50,000 psi Ultimate Tensile Load (Ibs) at 61,000 psi Yield Torque2 (ft-ibs) at 50,000 psi Ultimate Torque (ft-Ibs) at 61,000 Psi Shear Strengths (75% of Tensile Strength) 796 10-24 UNC 0.0174 870 1,061 2.7 3.3 10-32 UNF 0.0199 1,000 1,220 3.1 3.8 915 1 4-20 UNC 0.0317 1,590 1,940 6.6 8.1 1,455 1/4-28 UNF 0.0362 1,810 2,208 7.5 9.2 1,656 5/16-18 UNC 0.0522 2,620 3,196 13.6 16.6 2,397 5/16-24 UNF 0.0579 2,895 3,532 15.1 18.4 2,649 3/8-16 INC 0.0773 3,875 4,728 24.2 29.5 3,546 . 3/8-24 UNF 0.0876 4,380 5,344 27.4 33.4 4,008 7/16- 14 UNC 0.1060 5,315 6,484 38.7 47.2 4,863 7/16-20 UNF 0.1185 5,900 7 198 43.0 52.4 5,399 1/2-13 UNC 0.1416 7,095 8,656 59.1 72.1 6,492 1/2-20 UNF 0.1597 8,000 9,760 66.7 81.3 7,320 5/8-11 UNC 0.2256 11,300 13,786 117.7 143.6 10,340 5/8-18 UNF 0.2555 12,750 15,555 132.8 162.0 11,666 3/4-10 INC 0.3340 16,700 20,374 208.8 254.7 15,281 3/4-16 UNF 0.3724 18,600 22,692 232.5 283.7 17,019 7/8-9 UNC 0.4612 23,100 28,182 336.9 411.0 21,137 7/8-14 UNF 0.5088 25,450 31,049 371.1 452.8 23,287 1-8 UNC 0.6051 30,300 36,966 505.0 616.1 27,725 1-14 UNF 0.6791 33,900 41,358 565.0 689.3 31,019 Torquc figures based on assumption that excessive deformation of thread has not taken relationship between torque/tension out efts proportional range. In actual practice, stud should not be used at its yield load. A factor of safety must be applied. It is generally recommended that studs not be used at more than 60% of yield strength, however, the factor of safety may vary up or down according to the particular application in which the studs are being used. The user of these studs will make this determination Formulae used to make the above calculations are as follows: Ultimate Tensile L = SA Ultimate Torque T = 0.2 x D x L Yield Z = YA Yield Torque T=0.2xDxZ Where D = Nominal Thread Diameter A = Mean Effective Thread Area (META) S =-- Tensile Stress (psi) Y = Yield Stress (psi) L = Tensile Load (lbs) Z = Yield Load T = Torque (in-lbs) 1 META is used instead of root area in calculating screw lengths because of closer correlation with actual tensile strength. META is based on mean diameter, which is the diameter of an imaginary co -axial cylinder whose surface would pass through the thread profile approximately midway between the minor and pitch diameters. 2 In actual practice, stud should not be used at its yield load. A factor of safety must be applied. It is generally recommended that studs not be used at more than 60% of yield strength, however, the factor of safety may vary up or down according to the particular application in which the studs are being used. The user will make this safety factor determination 3 Shear values are based on Tensile Strength of the stud. Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E-Mail: Swenson Say Faget Page: Project: Sub -Project I Pos. No.: Date: 1 FS52 shoring facing 10/18/2019 Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Profile: Base material: Reinforcement: Geometry (in.] & Loading [lb, in.lb] AWS D1.1 GR. B 3/4 her = 4.000 in. Design method ACI 318-14 / CIP - (Recommended plate thickness: not calculated) no profile cracked concrete, 4000, fe' = 4,000 psi; h = 420.000 in, tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Input data and results must be checked for agreement with the existing conditions and tor plausibility! PROFIS Anchor ( c 1 2003-2009 Hitti AG, FL-9494 Schaan Hi is a registered Trademark of Hilti AG, Schoen 4 www.hilti.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E-Mail: Swenson Say Faget Page: 2 Project: FS52 Sub -Project I Pos. No,: shoring facing Date: 10/18/2019 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 4,240 1,200 1,200 0 max, concrete compressive strain: - max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib) 3 Tension load Load Nna [lb] Capacity + N, [Ib] Utilization 13N = NUJ+ Nn Status Steel Strength* 4,240 21,547 20 OK Pullout Strength* 4,240 17,584 25 OK Concrete Breakout Strength** 4,240 8,500 50 OK Concrete Side -Face Blowout, direction ** N/A N/A N/A N/A " anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa =Ase,N Fula 4) Nu Nua Variables Ase,N lini 0.44 Calculations Nsa [lb] ACI 318-14 Eq. (17.4.1.2) ACI 318-14 Table 17.3.1.1 fut. [psi] 28,730 Results Nsa [lb] 65,000 steei • Nsa [Ib] Nua [lb] 28,730 0.750 21,547 4,240 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti Is a registered Trademark of Hilt AG, Schaan 5 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Swenson Say Faget Profis Anchor 2.7.6 Page: 3 Project: FS52 Sub -Project I Pos. No.: shoring facing Date: 10/18/2019 3.2 Pullout Strength Np = 8 Abrp NpN Nua Variables c,p 1.000 Calculations Np [lb] 25,120 Results Npn [lb] 25,120 ACI 318-14 Eq. (17.4.3.1) ACI 318-14 Eq. (17.4.3.4) ACI 318-14 Table 17.3.1.1 kr, [n.2] X a ( [Ps] 0.79 1.000 4,000 0 concrete 0.700 3.3 Concrete Breakout Strength ANc t, Nc= riNc0 ed,N 4J c,N cp,N Nb (I) N, [lb] 17,584 Ncb Nua ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANcp = 9 1 W ec,N 2 eN 1.0 + 3 hat T ed,N = 0.7 + 0.3 (cll.:: W cp,N = MAX Cr,in1:he c Np = kc a "NIT', Weis Variables Nua [Ib] 4,240 ACI 318-14 Eq. (17.4.2.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) 1.0 ACI 318-14 Eq. (17.4.2.5b) 1.0 ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) het [in.] ect,N [in] ec2,N [in.] ca,ma, [in.] y c.N 4.000 0.000 0.000 1.000 Cac [in.] kc 24 x a 1.000 fa [psi] 4,000 Calculations ANc [in.2] ANcp [in.21 W ecl.N ec2,N 144.00 144.00 1.000 1.000 Results Nth [lb] 0 concrete 4) Nth [lb] N„ [lb] 12,143 0.700 8,500 4,240 w ed,N 1.000 II cp,N 1.000 Nb [Ib] 12,143 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c )2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademat of Hilti AG, Schaan 6 www.hilti.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E-Mail: Swenson Say Faget Page: 4 Project: FS52 Sub -Project I Pos. No.: shoring facing Date: 10/18/2019 4 Shear load Load V. [lb] Capacity 4, Vn [lb] Utilization fiv = Vuai+ Vn Status Steel Strength* 1,200 18,674 7 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 1,200 17,000 8 OK Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = Ase,V luta Vateel Vua Variables Asey [in.2) ACI 318-14 Eq. (17.5.1.2a) ACI 318-14 Table 17.3.1.1 fata [psi] 0.44 Calculations Vsa [lb] 28,730 65,000 Results Vsa [Ib] (I) steel Vsa [Ib] 28,730 0.650 18,674 4.2 Pryout Strength Vua [Ib] 1,200 , ANc Wcp = Kcp RANco) kit et N c,N ,NNb]ACI 318-14 Eq. (17.5.3.1a) VC,Vua ACI 318-14 Table 17.3.1.1 ANC see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANCO = h!r 1 ec,N 4. 32 be 5 1.0 ACI 318-14 Eq. (17.4.2.4) Ca,min ed,N = 0.7 + 0.3 5h1.0 ACI 318-14 Eq. (17.4.2.5b) .et 1,5hef IJ cp,N = MAX Nb = ku A, a -\ffuh5 ACI 318-14 Eq. (17.4.2.2a) ACI 318-14 Eq. (17.4.2,1c) ACI 318-14 Eq. (17.4.2.7b) Variables kcp hat [in.] eci,N [in.] ec2,N [in.] [in.] 2 4.000 0.000 0.000 klf c.N ca, [in.] ks a f [psi] 1.000 24 1.000 4,000 Calculations AN [in.2] AN, [in.2] W ect,N W ec2,N W ed,N 144.00 144.00 1.000 1.000 1.000 Results Nig, [Ib] 4) concrete Vcp [Ib] Vaa [Ib] 24,286 0.700 17,000 1,200 11, cp,N 1.000 Nb [lb] 12,143 Input data arid results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schoen Hill! is a registered Trademark of Hilti AG, Schaan 7 www.hilti.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E-Mail: Swenson Say Faget Page: 5 Project: FS52 Sub -Project I Pos. No.: shoring facing Date: 10/18/2019 5 Combined tension and shear Toads 13.14 [1v Utilization PN,v [%] Status 0.499 0.071 5/3 33 OK RNV=I34+pv<=1 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The cD factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 www.hilti.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E-Mail: Swenson Say Faget Page: Project: Sub -Project I Pos. No.: Date: 6 FS52 shoring facing 10/18/2019 7 Installation data Anchor plate, steel: - Profile:. Hole diameter in the fixture: - Plate thickness (input): - Recommended plate thickness: - Drilling method: - Cleaning: No cleaning of the drilled hole is required Coordinates Anchor in. Anchor x y c.„ 1 0.000 0.000 C+x Anchor type and diameter: AWS D1.1 GR. B 3/4 Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 4.000 in. Minimum thickness of the base material: 4.875 in. 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. * You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 Structural Calculations For: Tukwila Fire Station 52 Phase 1 Permit Site Retaining Wall Revisions Tukwila, WA REVIEWED FOR CODE COMPLIANCE APPROVED SEP 09 2019 City of Tukwila BUILDING DIVISION Client: Weinstein AU Submitted: August 27, 2019 RON 90 IIECEIVE CITY OF TUKWILA AU6 27 2019 PERMIT CENTER Swenson Say Faget, Inc. Structural Engineering 2124 Third Avenue, Suite 100, Seattle WA 98121 Ph: (206) 443-6212 Fax: (206) 443-4870 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443,6212 Title Retaining Wall Schedule Page: Job # CO-04-08 Dsgnr: JR Date: 7 JUL 2016 Description.... 4'-0" Property Line Retaining Wall wl Key, w/ Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDF \Retaining Wall Calcs\Current\Co-04-08\Typical Det RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 License To : SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2015, ACI 318-14 Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel = 4.00 ft 0.00 ft 0.00 : 1 6.00 in 0.0 ft 1 Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity = 0.0 lbs 0.0 Ibs 0.0 in Earth Pressure Seismic Load Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable Soil Pressure Less Than ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel = Allowable Sliding Calcs Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd ....for 1.5 : 1 Stability = I NOTE : I F . S . 1 . 1 PER IBC SECTION 18 07 . 2 . 3 , EXCEPTION ALLOWED FOR EQ Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Soil Data 1 Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingljSoil Friction Soil height to ignore for passive pressure 350.0 psf/ft 125.00 pcf 0.00 pcf 0.450 12.00 in Lateral Load Applied to Stem k Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem = (Service Level) 0.0 #/ft 0.00 ft 0.00 ft 1.00 0.0 psf Uniform Seismic Force = 28.000 Total Seismic Force = 135.333 Stem Construction 1.30 Ratio < 1.51 1.49 Ratio < 1.51 752 lbs 10.01 in 1,339 psf OK 0 psf OK 2,667 psf Allowable 1,607 psf 0 psf 7.7 psi OK 0.0 psi OK 75.0 psi Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 503.6 Ibs 413.2 lbs 338.4 Ibs 0.0 lbs OK 3.7 lbs NG IBC 2015, ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment....Actual Service Level Strength Level Moment Allowable Shear.....Actual Service Level Strength Level Shear Allowable Wall Weight Rebar Depth 'd' Masonry Data Bottom 13,6 AI Mt Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 1 Stem OK 0.00 = Concrete LRFD 8.00 # 4 18.00 Edge 0.225 lbs = lbs = 560.0 ft-# = ft-# = 821.3 = 3,655.6 psi = psi = psi = psf = in = 7,5 75.0 100.0 6.25 fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = = Medium Weight = ASD psi = 2,500,0 psi = 60,000.0 RW1 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Page: Job # CO-04-08 Dsgnr: JR Date: 7 JUL 2016 Description.... 4'-0" Property Line Retaining Wall w/ Key, w/ Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDF\Retaining Wall Calcs\Current\Co-04-08\Typical Det RetainPro (c)1987-2015, Build 11.15.4.22 License : KW-06052576 License To: SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 Footing Dimensions & Strengths Toe Width Heel Width = 0.67 Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1.75 ft 2.42 10.00 in 8.00 in 6.00 in 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Factored Pressure Mu' : Upward Mu : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 7.70 = 75.00 = #4@18.00in = None Spec'd = #4@0.00in IQ Heel = 1,607 0 psf = 1,640 0 ft-# 345 0 ft-# 1,296 0 ft-# 0.00 psi 0.00 psi Other Acceptable Sizes & Spacings Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5 Heel: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Key: #4@ 14.14 in, #5@ 21.78 in, #6@ 30.81 in, #7@ 41.92 in, Summary of Overturning & Resisting Forces & Moments Item OVERTURNING..... Force Distance Moment Ibs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load © Stem Above Soil = Seismic Earth Load Total 408.8 1.61 658.7 94.7 2.90 503.6 0.T.M. Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 274.7 = 1.30 752.1 Ibs 933.4 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt RESISTING..... Force Distance Moment Ibs ft ft-# Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = " Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) = 400,0 Earth @ Stem Transitions = Footing Weight = 302.1 Key Weight = 50.0 Vert. Component 2.42 0.88 2.08 1.21 0.33 833.3 365.0 16.7 Total = 752.1 Ibs R.M. 1,215.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at Too of Wall due to settlement of sdill (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.062 in The above calculation is not valid if the heel soil beanng Pressure exceeds that of the toe., because the wall would then tend to rotate into the retained soil, RW2 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Page: Job # CO-04-08 Dsgnr: JR Date: 10 JUN 2016 Description.... 6'-0" Property Line Retaining Wall wl Key, wl Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDF \Retaining Wall Calcs\Co-04-08\Typical Detail Co-0 RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 License To: SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2015, ACI 318-14 Criteria Retained Height 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 Used for Sliding & Overtuming 1 Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in rEarth Pressure Seismic Load Multiplier Used = 7.000 (Multiplier used on soil density) 1 Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure Heel Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 350.0 psf/ft 125.00 pcf 0.00 pcf 0.450 12.00 in Lateral Load Applied to Stem I Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem = (Service Level) 0.0 #/ft 0.00 ft 0.00 ft 1.00 0.0 psf Uniform Seismic Force = 42.000 Total Seismic Force = 287.000 Stem Construction 1.17 Ratio < 1.5! 1.22 Ratio < 1.5! 1,181 Ibs 18.88 in 2,047 psf OK 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,457 psf ACI Factored © Heel 0 psf Footing Shear @ Toe = 9.5 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,018.1 lbs less 100% Passive Force = - 710.9 Ibs less 100% Friction Force = 531.6 lbs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 284.6 lbs NG NOTE: F . S . k 1.1 PER IBC SECTION 1807 . 2 . 3 , EXCEPTION ALLOWED FOR EQ Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015, ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force f Section Service Level Strength Level Moment....Actual Service Level Strength Level Moment Allowable Shear Actual Service Level Strength Level Shear Allowable Wall Weight Rebar Depth 'd' Masonry Data Bottom itlitt 050 �p 'IV. 244,111Apst Adjacent Footing Load Adjacent Footing Load = Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem OK 0.00 = Concrete LRFD 8.00 = # 5 12.00 Edge lbs = lbs = 0.341 1,260.0 ft-# = ft-# = 2,772.0 = 8,121.3 psi = psi = psi = psf = in = 17.0 75.0 100.0 6.19 fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick, Masonry Block Type Masonry Design Method Concrete Data fc Fy Psi = psi = = Medium Weight = ASD psi = 2,500.0 psi = 60,000.0 RW3 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Job # CO-04-08 Dsgnr: JR Description.... 6'-0" Property Line Retaining Wall wl Key, wl Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDF \Retaining Wall Calcs\Co-04-08\Typical Detail Co-0 Page: Date: 10 JUN 2016 RetalnPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 License To : SWENSON SAY FAGET Footing Dimensions Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = 2,500 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 @ engths 3.25 ft 0.67 3.92 10.00 in 8.00 in 11,00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 Footing Design Results IQQ Heel Factored Pressure = 2,457 0 psf Mu' : Upward = 8,650 0 ft-# Mu' : Downward = 1,188 0 ft-# Mu: Design = 7,462 0 ft-# Actual 1-Way Shear = 9.49 0.00 psi Allow 1-Way Shear = 75.00 0.00 psi Toe Reinforcing = # 5 @ 12.00 in Heel Reinforcing = None Spec'd Key Reinforcing = # 4 @ 0.00 in Other Acceptable Sizes & Spacings Toe: #4@ 8.95 in, #5@ 13.87 in, #6@ 19.68 in, #7@ 26.84 in, #8@ 35.34 in, #9@ 44 Heel: Not req'd: Mu < phi"5"lambda"sqrt(fc)*Sm Key: #4@ 14.14 in, #5@ 21.78 in, #6@ 30.81 in, #7@ 41.92 in, Summary of Overturning & Resisting Forces & Moments Item OVERTURNING RESISTING Force Distance Moment Force Distance Moment Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 817.2 2.28 Surcharge over Heel Surcharge Over Toe Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = Seismic Earth Load = 200.9 4.10 Total 1,018.1 O.T.M. Resisting/Overturning Ratio Vertical Loads used for Soil Pressure 1,861.3 823.7 2,685,0 = 1.17 1,181.3 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt 1 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions = Footing Weight Key Weight Vert. Component 3.92 1.63 600.0 3.58 2,150.0 489.6 1.96 958.8 91.7 0.33 30.6 Total = 1,181.3 Ibs R.M.= 3,139.3 " Axial live load NOT included in total displayed, or used for overtuming resistance, but is included for soil pressure calculation. Horizontal Deflection at Too of Wall due to settlement of soil. (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.087 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. RW4 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Page: Job # CO-04-08 Dsgnr: JR Date: 10 JUN 2016 Description.„. 8'-0" Property Line Retaining Wall w/ Key, w/ Seismic This Wall in File: F:\TYPICAL DETAILSlConcrete\PDF \Retaining Wall Calcs\Co-04-08\Typical Detail Co-0 RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 License To : SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2015, ACI 318-14 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 8.00 ft 0.00 ft 0.00 : 1 6.00 in 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 Used for Sliding & Overtuming Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity = 0.0 Ibs 0.0 lbs 0.0 in Earth Pressure Seismic Load Multiplier Used = 7.000 (Multiplier used on soil density) 1 Design Summary Wall Stability Ratios Overtuming Sliding Total Bearing Load ...resultant ecc. Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingliSoil Friction Soil height to ignore for passive pressure 350.0 psf/ft 125.00 pcf 0.00 pcf 0.450 12.00 in Lateral Load Applied to Stem Lateral Load ...Height to Tor ...Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem = (Service Level) 0.0 #/ft 0.00 ft 0.00 ft 1.00 0.0 psf Uniform Seismic Force = 56.000 Total Seismic Force = 504.000 Stem Construction 1.23 Ratio < 1.5! 1.25 Ratio < 1.5! 2,015 Ibs 25.04 in Soil Pressure @ Toe = 1,904 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,285 psf ACI Factored @ Heel 0 psf Footing Shear @ Toe 12.6 psi OK Footing Shear @ Heel 0.0 psi OK Allowable 75.0 psi Sliding Calcs Lateral Sliding Force = 1,770.3 Ibs less 100% Passive Force = - 1,313.7 lbs less 100% Friction Force = - 906.6 Ibs Added Force Req'd .,..for 1.5 : 1 Stability NOTE F . S 1.1 PER IBC SECTION 1 8 0 7 . 2 . 3 , EXCEPTION ALLOWED FOR EQ 0.0 lbs OK 435.2 lbs NG Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015, ACI 1.200 1.600 1.600 1.000 1.000 Bottom 1104 - Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Design Height Above Ft ft= Wall Material Above "Ht" = Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment,...Actual Service Level Strength Level Moment.....Allowable Shear.....Actual Service Level Strength Level Shear Allowable Wall Weight Rebar Depth 'd' Masonry Data Stem OK 0.00 Concrete LRFD 10.00 # 5 12.00 Edge Ibs Ibs = ft-# = ft-# = psi = psi = psi = psf = in = 0.602 2,240.0 6,570.7 10,911.3 22.8 75.0 125.0 8.19 fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = Medium Weight ASD psi = psi= 2,500.0 60,000.0 RW5 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retailing Wall Schedule Page: Job # CO-04-08 Dsgnr: JR Date: 10 JUN 2016 Description.... 8-0" Property Line Retaining Wall wl Key, w/ Seismic This Wall in File: FATYPICAL DETAILS\Concrete\PDF\Retaining Wall Calcs\Co-04-08\Typical Detail Co-0 RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To : SWENSON SAY FAGET Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 2,500 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 @ 4.75 ft 0.83 5.58 12.00 in 10.00 in 17.00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 Btm. 3.00 in Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing lot nal 2,285 0 psf 17,186 oft# 2,877 ft-# 14,309 ft-# = 12.61 0.00 psi = 75.00 0.00 psi = # 5 @9.57in = None Spec'd = # 4 @ 0.00 in Other Acceptable Sizes & Spacings Toe: #4@ 6.17 in, #5@ 9.57 in, #6@ 13.58 in, #7@ 18.52 in, #8@ 24.39 in, #9@ 30. Heel: Not req'd: Mu < phi•5•Iambda•sqrt(fc)*Sm Key: #4@ 11.36 in, #5@ 17.47 in, #6© 24.69 in, #7@ 33.58 in, Summary of Overturning & Resisting Forces & Moments Item .....OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Ibs ft ft-# Ibs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = 1,417.5 3.00 4,252.5 Seismic Earth Load = 352.8 5.40 Total 1,770.3 O.T.M. Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1,905.1 6,157.6 = 1.23 2,014.6 lbs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overtuming Resistance. Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions = Footing Weight Key Weight Vert. Component 1,000.0 837.5 177.1 5.58 2.38 5.17 5,166.7 2.79 0.42 2,338.0 73.8 Total = 2,014.6 Ibs R.M. 7,578.5 *Axial live load NOT included in total displayed, or used for overtuming resistance, but is included for soil pressure calculation. Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.076 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soiL RW6 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Page: Job # CO-04-08 Dsgnr: JR Date: 10 JUN 2016 Description,... 10%0" Property Line Retaining Wall w/ Key, wl Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDF \Retaining Wall Calcs\Co-04-081Typical Detail Co-0 RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 License To : SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2015, ACI 318-14 Retained Height = 10.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in 1 Earth Pressure Seismic Load Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary 1 Wail Stability Ratios Overtuming Sliding Total Bearing Load ...resultant ecc. Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe 0.00 pcf FootingllSoil Friction 0.450 Soil height to ignore for passive pressure = 12.00 in eral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top 0.00 ft ...Height to Bottom 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 70.000 Total Seismic Force = 805.000 Stem Construction 1.22 Ratio < 1.5! 1.41 Ratio < 1.5! 3,206 Ibs 35.12 in Soil Pressure @ Toe 2,472 psf OK Soil Pressure @ Heel 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Sliding Calcs Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = 2,967 psf 0 psf 10.3 psi OK 0.0 psi OK 75.0 psi 2,877.9 Ibs 2,625.0 lbs 1,442.8 Ibs Added Force Req'd 0.0 Ibs OK G...for 1.5 : 1 Stability = 249 0 lbs,N NOTE: F . S . k 1.1 PER IBC SECTION 18 0 7 . 2 . 3 , I EXCEPTION ALLOWED FOR EQ Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015, ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment....Actual Service Level Strength Level Moment.....Allowable Shear Actual Service Level Strength Level Shear Allowable Wall Weight Rebar Depth 'd' Masonry Data Bottom Mt OR. .12.2Spd Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem OK 0.00 = Concrete = LRFD 10.00 # 7 12.00 Edge 0.693 Ibs = Ibs = 3,500.0 ft-# = ft-# = 12,833.3 = 18,507.2 psi = psi = 38.6 psi = 75.0 psf 125.0 in = 7,56 fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = = Medium Weight = ASD psi = 2,500.0 psi = 60,000.0 RW7 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Page: Job # CO-04-08 Dsgnr: JR Date: 10 JUN 2016 Description.... 10*-0" Property Line Retaining Wall w/ Key, w/ Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDF \Retaining Wall Calcs\Co-04-08\Typical Detail Co-0 RetalnPro (c)1967-2015, Build 11.15.4.22 License : KW-06052576 License To : SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 6.75 ft 0.83 7.58 18.00 in 10.00 in 24.00 in 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing = # IQ Heel 2,967 0 psf 45,057 0 ft-# 7,860 ft-# 37,197 ft-# = 10.33 0.00 psi = 75.00 0.00 psi 7 @ 12.00 in Heel Reinforcing = None Spec'd Key Reinforcing = # 4 @ 0.00 in Other Acceptable Sizes & Spacings Toe: #4@ 4.12 in, #5@ 6.38 in, #6@ 9,06 in, #7@ 12.35 in, #8@ 16.26 in, #9@ 20.5 Heel: Not req'd: Mu < phi•5*Iambdesqrt(fc)*Sm Key: #4@ 11.36 in, #5@ 17.47 in, #6@ 24.69 in, #7@ 33.58 in, Summary of Overturning & Resisting Forces & Moments Item .....OVERTURNING..... Force Distance Moment Ibs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = 2,314.4 3.83 8,871.8 Seismic Earth Load = 563.5 6.90 Total 2,877.9 O.T.M. Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 3,888.2 12,759.9 = 1.22 3,206.3 ibs If seismic is included, the OTM and slidina ratios be 1.1 per section 1807.2.3 of IBC Vertical component of active lateral soil pressure IS NOT considered in, the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. H Tilt 1 RESISTING..... Force Distance Moment Ibs ft ft-# 1 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) = 1,250.0 Earth @ Stem Transitions= Footing Weight = 1,706.3 Key Weight = 250.0 Vert. Component 7.58 3.38 7.17 8,958.3 3.79 0.42 6,469.5 104.2 Total = 3,206.3 lbs R.M. 15,532.0 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at To of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Dell @ Top of Wail (approximate only) 250.0 pci 0.091 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil, RW8 REVISION. Structural Calculations For: Tukwila Fire Station 52 Phase 1 Permit Resubmission Site Shoring (unchanged) Storm Water Detention Vault (shifted on plan) Added Site Retaining Walls Tukwila, WA Client: Weinstein AU Submitted: August 2, 2019 REVIEWED FOR CODE COMPLIANCE APPROVED AUG la 2019 City of Tukwila BUILDING DIVISIO - A.U6 9 2019 Dp7,0‘9 votApa-• 0190 Swenson Say Faget, Inc. 2124 Third Avenue, Suite 100, Seattle WA 98121 Structural Engineering Ph: (206) 443-6212 Fax: (206) 443-4870 T t—p, . tit SHG DES GA-1 P/ ,4/-' 7f?'S I'�i'z H,A.1L1 C.0-awSETh ft-61'00-f 92”-0I 1o/"120/SJ Q5F ra-iclJe rSF A pt c T� v t kr- TS o v e.r- Pt t,E S P ,t-c, ^1 G h-5 4 w: Cat Jk� r es- SI r kc_7S v/ +a- Z.S e (o,3c[2E En QrLF h,4E7�a Co.-1S,nr7-- F`> t' /ki Bo}u ©F 4-04' / c©q ©p 4.A pti.t, WAw5 DES( [f,,4ET. w/ cots ,c T fz-A-F Fie 5 v iL c 1-4 n sc-E S T ck-Cer N v1 P r' > n� F a� etau et E au 11.1 Dt4r.2t 7-E- t o (Z.S X 2(�S' Tye) SWENSON STRUCTURAL ENGINEERING PROJECT DATE ©cZ4 Z,B0 PROJ # Y � DESIGN SHEET SH1 i Passive Active/Poulin Uniform Earth Earth Surcharge Pressure Pressure Pressure Cantilever Soldier Pile and Singleiraced Wall Recommended Lateral Earth Pressures 4- 4- o� Dynamic Inertial Increment A (Above GWT) A' (Be ow GWT) B (Above GWT) B (Below GWT) D E AdPre 25 pc,14 pcf 50 psf 7'H At•Res1 41 pd 23 pcf 50 psf 12'H Passive 450 pcf 250 pcf Notes: 1. AM earth pressures are In units of pounds per square foot 2, Minimum recommended embedment (2) is 10 feet, 3, Passive pressor+ are allowable values and Include a 1,5 factor of safety, 4, Passive pressure acts over 2,5 times the concreted diameter of the sddier pile or the pile sparing, whichever Is less, 5, Apparent earth pressure and surcharge act over the pBe spadng above the base of the excavation, 6, Active pressure ads over the pile dameter betoxv the excavation, 7, Additional surcharge from Wings, large stocleAles, heavy equipment, eta, must be added to these pressures. 8, These pressures assume a backelope of no greater than 7', 9. All dknenslons are in feet 10. Diagrams are not to scale, •-- E T(OcC 5urawroc 4 , oueo a,4LY f§T ?Ei2•MA-.4ei r SH0P-L4Cr Passive Earth Apparent Preeeure Earth Preeeure Multiple Braced Wall M'H P - (H•113'Ht • 1/3'H0 4- 4- 4- 4- +Fr 4- Uniform Surcharge Pressure Recommended Values of M Active 16'H *Rest 28'H Legepd H Total Height of Excavation, Feet HI Depth to Uppermost Tieback, Feel H Height Between Tiebacks, Feet H� Distance from Base of Excavation to Lowermost Tieback, Feet Embedment Depth, Feet A,B,C,.,, Earth Pressure Factors, See Table No -Load Zone Z Groundwater Table (GWT) d Backslope Inclination (Degrees) 4- E Dynamic Inertial Increment Tukwila Ph Stefan 62 Tukwila, Wastnpton Temporary and Permanent Lateral Earth Frauurat for Excavation 109101 a 16110101.411 piles are 24' diameter with ma pile typ 24, WALL 11 (CONCRETE) EL125,0 PI 125,7 (12. EIN 112,86 FQ.29. 1111 126.2 0.21 BW 115.36 0 P5 SOLID LID RIM 111,50 IE 103.40 12" N IN IE 103.40 (12" S OUT , 1;11 It IZU.V IE 120,9 (24" W) IE 120.9 (12" SE) - PLUG IE 120.9 (12" S) - INSTALL 23 LF 12" SD 72.9% 3 P15 Ple PI s'H 11111110811.1 * ****** MI MI 11 101 1 0,97 TEMP1 CONS EASEM WF MEANDERS ALONG PL ARY UCTION NT -4" FOOTING DRAIN 4 REBAR AD CAP! "LS 315901 FO t,16k 1W 116,2 8W .118,97Ds awl Tukwila Site Shoring Pile Schedule Min. Total Finish Auger Pile Pile Est, Pile Pile TOW (ft) Grade (ft) BW (ft) Retained Ht (ft) Dia (in} Pile Section Height (ft) Embed (ft) Length (ft) P1 132.5 132.5 124.6 7.9 24 W18x35 8,0 12 20.0 P2 132 131.5 124.0 7.5 24 W18x35 8.0 12 20.0 P3 131 130.3 122.3 8.1 24 W18x35 8.8 12 21.0 P4 130 129.2 121.0 8.2 24 W18x35 9.0 12 21.0 P5 129 128.0 118.0 10.0 24 W18x35 11.0 14 25.0 P6 128 127.2 116.0 11.2 24 W18x50 12.0 16 28.0 P7 125.7 125.0 112.8 12.2 24 W18x86 12.9 16 29.0 P8 125.7 125.0 112.5 12.5 24 W18x86 13.2 16 30.0 P9 125.7 125.0 112.3 12.7 24 W18x86 13.4 16 30.0 P10 125.7 125.0 112.2 12.8 24 W18x106 13,5 19 33.0 P11 125.7 125.0 111.0 14.0 24 W18x106 14.7 19 34.0 P12 125.7 124.5 111,0 13.5 24 W18x106 14.7 19 34.0 P13 125.7 124.0 111.0 13.0 24 W18x86 14.7 18 33.0 P14 125.7 123.0 111.0 12.0 24 W18x50 14.7 16 31.0 P15 125.7 122.5 111.0 11.5 24 W18x50 14.7 16 31.0 P16 125.7 121,8 111.0 10.8 24 W18x35 14.7 14 29.0 P17 125.7 122.0 111,0 11.0 24 W18x35 14,7 14 29,0 P18 125.7 121.0 111.0 10.0 24 W18x35 14,7 14 29.0 P19 122 120.8 111.0 9.8 24 W18x35 11.0 14 25.0 P20 122 120.6 111.0 9.6 24 W18x35 11.0 14 25,0 P21 122 120.5 111.0 9.5 24 W18x35 11.0 14 25.0 P22 122 120.3 111.0 9.3 24 W18x35 11.0 14 25.0 P23 121 120.0 111.0 9.0 24 W18x35 10.0 14 24.0 P24 121 119.5 111.0 8.5 24 W18x35 10.0 12 22.0 P25 120 118.8 111.0 7.8 24 W18x35 9.0 12 21.0 P26 120 118.3 111.0 7.3 24 W18x35 9.0 12 21.0 P27 119 117.5 111.0 6.5 24 W18x35 8.0 10 18.0 P28 118 116.6 111.0 5.6 24 W18x35 7.0 10 17.0 P29 117 116.0 111.0 5.0 24 W18x35 6.0 10 16.0 SH4 Depth(ft) -" - 10 -1s V 1mst Tukwila U ~�u� o��u��^� 8 foot wall 100% LOAD C[}N[]|TI[]N ^ShowngSuite> CIVILTECMSOFTmARE USA Licensed to 4324324234 3424343 Datec5/24/2018 File: C:\Umern\dv_m FG\8bubon62\8dmGhohng\TUK12vvseismkc.ah8 Wall Height=8.0 - Force Equilibrium PUeDiamebar=2.0 Pi|eSpadnQ=D.O Wall Type: 2.Soldier Pile, Drilled PILE LENGTH: Min. Embednoent=11.33 Min. Pile LmngU`=1Q.22 MOMENT |NPILE: Max. Moment=77.72 per Pile SpacinQ=8.0 otDepth=13.38 PILE SELECTION: Request Min. Section Modulus =28.3in3/pile=46314nm3/o|e.Fv=5Oksi=345KAPa.Fb/Fy=0.GG VV18%35 has Section Modulus= 57.6 in3/pile=943.89om3/pihy. |tiogreater than Min. Requirements! Top Deflection =O28(in)based mn E(hoi)=29OO8.00and 1(in4)/pi|e=51U.0 DRIVING PRESSURES . WATER, &8URCMARGB: U U 40 1 0.025000 PASSIVE PRESSURES: 10 O 40 13.5 0.4500 ACTIVE SPACING: 1 2 PASSIVE SPACING: No. 1 Z depth Spacing 0.00 8.00 Zdanth Spacing UNITS: Width, Spacing, Diameter, Length, and Depth -ftForce -kip;Moment -Wp-ft Friction.BaohnQ.andPneesuny-kaf Pres. Slope -Wp/ft3 OeflmoUon-in SH5 Depth(ft) 0 5 10 - 15 - 20 Depth(ft) - 0 5 - 10 15 20 Tukwila site 8 foot wall 100% LOAD CONDITION 0 1 ksf Net Pressure Diagram Max. Shear=44.69 kip Moment Equilibrium Force Equilibrium Top Deflection=0.28(in) Max. Moment=77.72 kip-ft Max Deflection=0.28(in) 44.69 kip 0 77.72 kip-ft 0 0.276(in) 0 I I I I I I Shear Diagram Moment Diagram Deflection Diagram PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 8.0 foot or meter User Input Pile, W18X35: E (ksi)=29000.0, I (in4)/pile=510.0 File: CAUserskdv_mo\DesktoplWorkITFS1Station 52\Site Shoring\TUK 8 w seismic.sh8 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to 4324324234 3424343 SH6 ****************************************************************************** SHORING WALL CALCULATION SUMMARY The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com 8 FOOT WALL 100% LOAD CONDITION ****************************************************************************** ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA. The calculation method is based on the following references: 1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002 8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012 9. AASHTO HB -17, American Association of State and Highway Transportation Officials, 2 September 2002 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in Licensed to 4324324234 3424343 Date: 5/24/2019 File: C:\Users\dv_mo\Desktop\Work\TFS\Station 52\Site Shoring\TUK 8 w seismic.sh8 Title: Tukwila site Subtitle: 8 foot wall **********************************mpur DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 8.00 Pile Diameter: 2.00 Pile Spacing: 8.00 Factor of Safety (F.S.): 1.00 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi -Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: 0.66 Elastic Module, E: 29000.00 Moment of Inertia, I: 510.00 User Input Pile: W18X35 * DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 0 0 40 1 0.025000 2 0 .056 8 .056 0.000000 SH7 * PASSIVE PRESSURE * No. Zl top Top Pres. Z2 bottom Bottom Pres. Slope 10 0 40 13.5 0.4500 * ACTIVE SPACE * No. Z depth Spacing 1 0.00 8.00 2 8.00 2.00 * PASSIVE SPACE * No. Z depth Spacing 1 8.00 5.00 *For Tieback: Inputl = Diameter; Input2 = Bond Strength *For Plate: Inputl = Diameter; Input2 = Allowable Pressure *For Deadman: Inputl = Horz. Width; Input2 = Passive Pressure; *For Sheet Pile Anchor: Inputl Horz. Width; Input2 = Passive Slope; ********************************cALcuLATIoN********************************** The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile. Top Pressures start at depth = 0.00 D1-0.00 D2=8.00 D3=19.22 D1 - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP MOMENT equilibrium AT DEPTH=17.35 WITH EMBEDMENT OF 9.35 FORCE equilibrium AT DEPTH=19.22 WITH EMBEDMENT OF 11.22 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 *********************************REsuLTs***************************************** SH8 * FMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the ernbedment to get the design depth. The embedment for moment equilibrium is 9.35 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 11.22 Embedment Information: If 20% increased, the total design embedment is 11.22 If 30% increased, the total design embedment is 12.16 If 40% increased, the total design embedment is 13.09 If 50% increased, the total design embedment is 14.03 * MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. Overall Maximum Moment = 77.72 at 13.38 Maximum Shear = 44.69 W18x35 Vn/Ov = 106k OK Moment and Shear are per pile spacing: 8.0 foot or meter * VERTICAL LOADING * Vertical Loading from Braces = 0.00 Vertical Loading from External Load = 0.00 Total Vertical Loading = 0.00 *****************************spEaHED PILE *********************************** Overall Maximum Moment = 77.72 at 13.38 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 28.26 in3/pile = 463.14 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 W18X35 has been found in Soldier Pile list! (English Units): Area= 10.3 in. Depth- 17.7 in. Width= 6 in. Height= 18 in. Flange thickness= 0.425 in. Web thickness= 0.3 in. Ix= 510 in4/pile Sx= 57.6 in3/pile Iy= 15.3 in4/pile Sy= 5.12 in3/pile (Metric Units): lx= 212.26 x100cm4/pile Sx= 943.89 cm3/pile ly= 6.37 x100cm4/pile Sy= 83.90 cm3/pile The pile selection is based on the magnitude of the moment only. Axial force is neglected. W18X35 is capable to support the shoring! Top deflection = 0.276(in) Max. deflection = 0.276(in) *********************** LAGGING SIZE ESTIMATION *********************** Max. Pressure above base = 0.26 Piles are more rigid than timber lagging, due to arching, only portion of pressures are acting to lagging, 30-50% loading is suggested. SH9 If 50'% loading is used for lagging design, Design Pressure = 0.13 Pile Spacing =8.0, Max. Moment in lagging = 1.02 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.52 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb—M/S=,0.21 If 30% loading is used for lagging design, Design Pressure = 0.08 Pile Spacing =8.0, Max. Moment in lagging = 0.61 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=1WS=0.31 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.13 Unit: Pressure: ksf, Spacing: ft, Moment: kip-ft, Bending Strength, fb: ksi SH10 Depth(ft) -. -5 - 10 -15 -20 Tukwila U ^�u� u��u��ww 1000ot wall 100% LO/4[) CONDITION -25 V 1ksf R& Force Equilibrium *Shw,ngSuuw» cN1LTECMSOFTmARE USA www.civiltmch.cpm Licensed to 4324334234 3424343 Omte:5/28/2019 File: C:\Uoarm\dv_mo\Oeahhop\VVorh\TF8\Sbadmn 52\Ske GhornQ\TUK 10vv eeiwmio.sh8 Wall Height=10.0 Pile Diameter=2.0 Pile Spacing=8.0 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min.Embedment=13.22 Min. Pile Length=23.22 MOMENT |NPILE: Max. Moment=141.87 per Pile Spacirg=8.0 atDwpth=1G.18 PILE SELECTION: Request Min. Section Modulus =51.8\n3/oile=845.3Oom3/oik».Fv=5Dkoi=345K8Pa.Fb/Fy=O.8G VV18%35has Section Modulus =5T.Gin3/pi|e=943.8Scm3/oi|e.|timgreater than Min. Requirements! Top Deflection =077(in)based on E(ksi)=29UO0.00and I(in4)/pi|e=51O.O DRIVING PRESSURES VVATER.&@URCHARGB: 0 O 40 1 0i026000 O .07 10 .07 0.000000 PASSIVE PRESSURES: 12 O 40 12.6 0.4500 ACTIVE SPACING: No. Z depth Spacing 1 2 PASSIVE SPACING: No. 1 10.00 2.00 Z depth Spacing 10.{0 5.00 UNITS: Width, Spacing, Diameter, Length, and Depth -ft; Force - kip; yNomend- kip- Friction.Bmaring.ond Pressure 'ksf Pres. Slope -kip/ft3; Deflection 'in Depth(ft) [ 0 - 5 - 10 - 15 20 25 0 Depth(ft) 0 5 - 10 - 15 - 20 25 Tukwila site lo foot wall 100% LOAD CONDITION Net Pressure Diagram 1 ksf Max. Shear=66.90 kip Max. Moment=141.87 kip-ft Moment E.uilibrium Force Equilibrium Top Deflection=0 49(in) Max Deflection=0.49(in) 66.90 kip 0 141.87 kip-ft 0 0.489(in) 0 Shear Diagram Moment Diagram Deflection Diagram PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 8.0 foot or meter User Input Pile, W18X50: E (ksi)=29000.0, I (in4)/pile=800.0 File: CAUsers1dv_mo\Deskto0Work\TFSIStation 521Site Shoring\TUK 10 w <ShoringSuite> CIVILTECH SOFTWARE USA wvvw.civiltech.com Licensed to 4324324234 3424343 SH12 ****************************************************************************** SHORING WALL CALCULATION SUMMARY The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com 10 FOOT WALL 100% LOAD CONDITION ****************************************************************************** ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA. The calculation method is based on the following references: 1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002 8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012 9, AASHTO HB-17, American Association of State and Highway Transportation Officials, 2 September 2002 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, Friction/Bearing/Pressure ksf, Pres. Slope - kip/ft3, Deflection - in Licensed to 4324324234 3424343 Date: 5/28/2019 File: C:\Users\dv_mo\Desktop\Work\TFS\Station 52\Site Shoring\TUK 10 w seismic.sh8 Title: Tukwila site Subtitle: 10 foot wall **********************************INpuT DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 10.00 Pile Diameter: 2.00 Pile Spacing: 8.00 Factor of Safety (F.S.): 1.00 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi -Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: 0.66 Elastic Module, E: 29000.00 Moment of Inertia, I: 510.00 User Input Pile: W18X35 * DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 0 0 40 1 0.025000 2 0 .07 10 .07 0.000000 SH13 * PASSIVE PRESSURE * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 12 0 40 12.6 0.4500 * ACTIVE SPACE * No. Z depth Spacing 1 0.00 2 10.00 8.00 2.00 * PASSIVE SPACE * No. Z depth Spacing 10.00 5.00 *For Tieback: Inputl = Diameter; Input2 = Bond Strength *For Plate: Inputl = Diameter; Input2 = Allowable Pressure *For Deadman: Inputl = Horz. Width; Input2 = Passive Pressure; *For Sheet Pile Anchor: Inputl = Horz. Width; Input2 = Passive Slope; ********************************CALCULATION********************************** The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile. Top Pressures start at depth = 0.00 D1=0.00 == D2=10.00 D3=23.22 D 1 - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP MOMENT equilibrium AT DEPTH=21.01 WITH EMBEDMENT OF 11.01 FORCE equilibrium AT DEPTH=23.22 WITH EMBEDMENT OF 13.22 The program calculates an embedment for moment equilibrium, then increase the embedment by 1„2 *RESULTS***************************************** SH14 * EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to get the design depth. The embedment for moment equilibrium is 11.01 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 13.22 Embedment Information: If 20% increased, the total design embedment is 13.22 If 30% increased, the total design embedment is 14.32 If 40% increased, the total design embedment is 15.42 If 50% increased, the total design embedment is 16.52 * MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. Overall Maximum Moment = 141.87 at 16.18 Maximum Shear = 66.90 W18x35 Vn/Qv = 106k OK Moment and Shear are per pile spacing: 8.0 foot or meter * VERTICAL LOADING * Vertical Loading from Braces = 0.00 Vertical Loading from External Load = 0.00 Total Vertical Loading = 0.00 *****************************SPECIFIED PILE *********************************** Overall Maximum Moment = 141.87 at 16.18 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 51.59 in3/pile = 845.38 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 W18X35 has been found in Soldier Pile list! (English Units): Area= 10.3 in. Depth= 17.7 in. Width= 6 in. Height= 18 in. Flange thickness= 0.425 in. Web thickness= 0.3 in. Ix= 510 in4/pile Sx= 57.6 in3/pile Iy= 15.3 in4/pile Sy= 5.12 in3/pile (Metric Units): Ix= 212.26 x100cm4/pile Sx= 943.89 cm3/pile ly= 6.37 x100cm4/pile Sy 8 .90 cm3/pile The pile selection is based on the magnitude of the moment only. Axial force is neglected. W18X35 is capable to support the shoring! Top deflection = 0.767(in) Max. deflection = 0.767(in) *********************** LAGGING SIZE ESTIMATION *********************** Max. Pressure above base = 0.32 Piles are more rigid than timber lagging, due to arching, only portion of pressures are acting to lagging, 30-50% loading is suggested. SH15 If 50% loading is used for lagging design, Design Pressure = 0.16 Pile Spacing =8.0, Max. Moment in lagging = 1.28 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb—M/S=0.65 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.26 If 30% loading is used for lagging design, Design Pressure = 0.10 Pile Spacing =8.0, Max. Moment in lagging = 0.7'7 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.39 For 6"x12" Timber, Section Modules S=57.98 in3, The request allowable bending strength, fb=M/S=0.16 Unit: Pressure: ksf, Spacing: ft, Moment: kip-ft, Bending Strength, fb: ksi SH16 oepth(ft) -. s 10 15 Tukwila U ~�^� w��u�� 10 foot wall 80% LOAD CONDITION o 1msf _ _ Force Equilibrium �Sop,ngSudu> CN1LTsoMSOFTWARE USA "mwwzwUmch.com Licensed to 4324324234 3424343 Daha:5/28/2019 File: C:\Users\dv—mo\Desktop\Work\TFS\Station 52\8iha Shoring\TUK 10vv seiomic.oh8 VVaUHeight=1(lO PUeOkamaber=2.0 Pi|eS000ng=8.D Wall Type: 2.Soldier Pile, Drilled PILE LENGTH: Min. Embadnent=1219 Min. Pike LonQdh=2219 MOMENT |NPILE: Max. K8nment=1OB.S4 per Pile Soocng=8.O atOe[dh=15.7O PILE SELECTION: Request Min. Section Modulus = 30.6 in3/pi|a=649.17om3/pi|a. Fy= 50 hai = 345yNpo. Fb/Fv=O.GG VV18X35has Section Modulus =57.Gin3/pile=843.88cm3/pi|a.|tiogreater than Min. Requirements! Top Deflection =D.5G(in)based on E(koi)=29OOO.00and |(in4)/pi|a=51O.8 DRIVING PRESSURES VVATER,& SURCHARGE): z1 P1 Z2 P2 Slope O O 40 .8 0.020000 0 .056 10 .056 0.000000 PASSIVE PRESSURES: 12 O 40 12.6 0/4500 ACTIVE SPACING: 1 2 PASSIVE SPACING: Z depth Spacing 0.00 8.00 10.00 2.[0 Z depth Spacing 1 10.00 5.0} UNITS: Width, Spacing, Diameter, Length, and Depth - ft; Force - kip; Moment - kip-ft FricUon.Beohng.andPnessure-knf Pres. Slope -kip/ft3;Deflection -in Depth(ft) r° 5 10 - 15 - 20 0 1 ksf 25 L Depth(ft) • 0 - 10 - 15 20 • 25 Net Pressure Diagram Max. Shear=55.91 kip Tukwila site 10 foot wall 80% LOAD CONDITION Moment E uilibrium Force Equilibrium Top Deflection=0.36(in) Max. Moment=108.94 kip-ft Max Deflection=0.36(in) 55.91 kip 0 108.94 kip-ft 0 0.357(in) 0 1 l J Shear Diagram Mornent Diagram Deflection Diagram PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 8.0 foot or meter User Input Pile, W18X50: E (ksi)=29000.0, I (in4)/pile=800.0 File: C:\Users\dv_mo\Desktop\Work\TFS\Station 52\Site Shoring\TUK 10 w seismic.sh8 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to 4324324234 3424343 SH18 ****************************************************************************** SHORING WALL CALCULATION SUMMARY 10 FOOT WALL The leading shoring design and calculation software Software Copyright by CivilTech Software 80% LOAD www.civiltech.com CONDITION ****************************************************************************** ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA. The calculation method is based on the following references: 1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Depaitment of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002 8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012 9. AASHTO HB-17, American Association of State and Highway Transportation Officials, 2 September 2002 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in Licensed to 4324324234 3424343 Date: 5/28/2019 File: C:\Users\dv_mo\Desktop\Work\TFS\Station 52\Site Shoring\TUK 10 w seismic.sh8 Title: Tukwila site Subtitle: 10 foot wall **********************************thipuT DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 10.00 Pile Diameter: 2.00 Pile Spacing: 8.00 Factor of Safety (F.S.): 1.00 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi -Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: 0.66 Elastic Module, E: 29000.00 Moment of Inertia, I: 510.00 User Input Pile: W18X35 * DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 0 0 40 .8 0.020000 2 0 .056 10 .056 0.000000 SH19 * PASSIVE PRESSURE * No. ZI top Top Pres. Z2 bottom Bottom Pres. Slope ----------------------------------------------------------------------------- 1 12 0 40 12.6 0.4500 * ACTIVE SPACE * No. Z depth Spacing 1 0.00 2 10.00 8.00 2.00 * PASSIVE SPACE * No. Z depth Spacing 1 10.00 5.00 ----------------------------------------------------------------------------- *For Tieback: Inputl = Diameter; Input2 = Bond Strength *For Plate: Inputl = Diameter; Input2 = Allowable Pressure *For Deadman: Inputl = Horz. Width; Input2 = Passive Pressure; *For Sheet Pile Anchor: Inputl = Horz. Width; Input2 = Passive Slope; ********************************CALCULATION********************************** The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile. Top Pressures start at depth = 0.00 D 1=0.00 __1_= D2= 1 0.00 D3=22.19 D 1 - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP MOMENT equilibrium AT DEPTH=20.16 WITH EMBEDMENT OF 10.16 FORCE equilibrium AT DEPTH=22.19 WITH EMBEDMENT OF 12.19 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 *********************************RESULTS***************************************** SH2O * EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to get the design depth. The embedment for moment equilibrium is 10.16 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 12.19 Embedment Information: If 20% increased, the total design embedment is 12.19 If 30% increased, the total design embedment is 13.20 If 40% increased, the total design embedment is 14.22 If 50% increased, the total design embedment is 15.23 * MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. Overall Maximum Moment = 108.94 at 15.70 Maximum Shear = 55.91 Moment and Shear are per pile spacing: 8.0 foot or meter * VERTICAL LOADING * Vertical Loading from Braces = 0.00 Vertical Loading from External Load = 0.00 Total Vertical Loading = 0.00 *****************************SPECIFIED PILE *********************************** Overall Maximum Moment = 108.94 at 15.70 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 39.61 in3/pile = 649.17 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 W18X35 has been found in Soldier Pile list! (English Units): Area= 10.3 in. Depth= 17.7 in. Width= 6 in. Height= 18 in. Flange thickness= 0.425 in. Web thickness= 0.3 in. Ix= 510 in4/pile Sx- 57.6 in3/pile Iy= 15.3 in4/pile Sy= 5.12 in3/pile (Metric Units): Ix 212.26 x100cm4/pile Sx- 943.89 cm3/pile Iy= 6.37 x100cm4/pile Sy= 83.90 cm3/pile The pile selection is based on the magnitude of the moment only. Axial force is neglected. W18X35 is capable to support the shoring! Top deflection = 0.560(in) Max. deflection = 0.560(in) *********************** LAGGING SIZE ESTIMATION *********************** Max. Pressure above base = 0.26 Piles are more rigid than timber lagging, due to arching, only portion of pressures are acting to lagging, 30-50% loading is suggested. SH21 If 50% loading is used for lagging design, Design Pressure = 0.13 Pile Spacing =8.0, Max. Moment in lagging = 1.02 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.52 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.21 If 30% loading is used for lagging design, Design Pressure = 0.08 Pile Spacing =8.0, Max. Moment in lagging = 0.61 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.31 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.13 Unit: Pressure: ksf, Spacing: ft, Moment: kip-ft, Bending Strength, fb: ksi SH22 Depth(ft) _" -5 -1V -15 -20 -25 30 Tukwila U ^�e� o��x��U�� 12 foot wall 10Q% LOAD CONDITION 1ksf | <ShminWSulte> oIVILTscMSOFTWARE USA _ Moment E^u0bhum Force Equilibrium Licensed to 4324324234 3424343 Omha 5/24/2019 File: C:VJoers\dv_m 8\9toUon52\8beShohno\TUK12vvseiomkc.sh8 VVmUHai0ht=12.O Pi|eQiammter=2.D Pi|eSpauing=8.O Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedmmnt=15.21 Min. Pile Lmnoth=27.31 MOMENT |NPILE: Max. yWoment=233.S2 per Pile Spocing=8.O od0mpth=18.97 PILE SELECTION: Request Min. Section K8odu|um=O5.1 in3/pUe=1303.89om3/oi|a. Fv=5Ohsi= 345yNPa. Fb/Fv=0.66 VV18#5Ohas Section Modulus =8B.9in3/oi|e=145G.8Oom3/pihv.(tisgreater than Min. Requirements! Top Deflection =1.15(in)based on E(hsi)=2BO0O.O0and |(in4)/pi|e=8OO.O DRIVING PRESSURES WATER, 8,GURCHARGE): O O 40 1 0i025000 O .084 12 .084 Q.00O&OO PASSIVE PRESSURES: z1 P1 14 O Z2 40 ACTIVE SPACING: No. Z depth Spacing 2 PASSIVE SPACING: No. 1 8.00 12.00 Zdepth Spacing UNITS: Width, Spacing, Diameter, Length, and Depth - ft; Force -kip; Moment - ki p-ft Friction, Bearing, and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in Depth(ft) - 0 - 5 - 10 r 15 20 - 25 - 30 Depth(ft) -0 - 5 - 10 15 20 - 25 - 30 Tukwila site 12 foot wall 100% LOAD CONDITION 0 1 ksf L Net Pressure Diagram Max. Shear=93.53 kip 93.53 kip Shear Diagram 0 Max. Moment=233.92 kip-ft 233.92 kip-ft 0 Moment Diagram Moment E• uijibrium Force Equilibrium Top Deflection=1.15(in) Max Deflection=1.15(in) 1.149(in) 0 Deflection Diagram PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 8.0 foot or meter User Input Pile, W18X50: E (ksi)=29000.0, I (in4)/pile=800,0 File: CAUsersIdv_mo\Desktop\Work1TFS\Station 52\Site Shoring\TUK 12 w seismic.sh8 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to 4324324234 3424343 SH24 ****************************************************************************** SHORING WALL CALCULATION SUMMARY The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com 12 FOOT WALL 100% LOAD CONDITION ****************************************************************************** ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA. The calculation method is based on the following references: I. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002 8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012 9. AASHTO HB -17, American Association of State and Highway Transportation Officials, 2 September 2002 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in Licensed to 4324324234 3424343 Date: 5/24/2019 File: C:\Users\dv_mo\Desktop\Work\TFS\Station 52\Site Shoring\TUK 15 w seismic.sh8 Title: Tukwila site Subtitle: 12 foot wall **********************************INpuT DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 12.00 Pile Diameter: 2.00 Pile Spacing: 8.00 Factor of Safety (F.S.): 1.00 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi -Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: 0.66 Elastic Module, E: 29000.00 Moment of Inertia, I: 800.00 User Input Pile: WI 8X50 * DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * No. Z 1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 0 0 40 1 0.025000 2 0 .084 12 .084 0.000000 SH25 * PASSIVE PRESSURE * No. Z 1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 14 0 40 11.7 0.4500 * ACTIVE SPACE * No. Z depth Spacing 1 0.00 2 12.00 8.00 2.00 * PASSIVE SPACE * No. Z depth Spacing 1 12.00 5.00 ----------------------------------------------------------------------------- *For Tieback: Inputl = Diameter; Input2 = Bond Strength *For Plate: Inputl = Diameter; Input2 = Allowable Pressure *For Deadman: Inputl = Horz. Width; Input2 = Passive Pressure; *For Sheet Pile Anchor: Inputl = Horz. Width; Input2 = Passive Slope; ********************************CALCULATION********************************** The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile. Top Pressures start at depth = 0.00 D 1=0.00 D2=12.00 D3=27.21 D 1 - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP MOMENT equilibrium AT DEPTH=24.67 WITH EMBEDMENT OF 12.67 FORCE equilibrium AT DEPTH=27.21 WITH EMBEDMENT OF 15.21 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 *********************************RESULTS***************************************** SH26 * EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to get the design depth. The embedment for moment equilibrium is 12.67 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 15.21. Embedment Information: If 20% increased, the total design embedment is 15.21 If 30% increased, the total design embedment is 16.47 If 40% increased, the total design embedment is 17.74 If 50% increased, the total design embedment is 19.01 * MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. Overall Maximum Moment = 233.92 at 18.97 Maximum Shear = 93.53 W18x50 Vn/Qv = 128k OK Moment and Shear are per pile spacing: 8.0 foot or meter * VERTICAL LOADING * Vertical Loading from Braces = 0.00 Vertical Loading from External Load = 0.00 Total Vertical Loading = 0.00 *****************************SPECIFIED PILE *********************************** Overall Maximum Moment = 233.92 at 18.97 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 85.06 in3/pile = 1393.89 cm3/pile, Fy= 50 ksi - 345 MPa, Fb/Fy=0.66 W18X50 has been found in Soldier Pile list! (English Units): Area= 14.7 in. Depth= 18 in. Width= 7.5 in. Height= 18 in. Flange thickness= 0.57 in. Web thickness= 0.355 in. Ix= 800 in4/pile Sx= 88.9 in3/pile Iy= 40.1 in4/pile Sy= 10.7 in3/pile (Metric Units): Ix= 332.96 x100crn4/pile Sx= 1456.80 cm3/pile Iy= 16.69 x100cm4/pile Sy= 175.34 cm3/pile The pile selection is based on the magnitude of the moment only. Axial force is neglected. W18X50 is capable to support the shoring! Top deflection = 1.149(in) Max. deflection = 1.149(in) *********************** LAGGING SIZE ESTIMATION *********************** Max. Pressure above base = 0.38 Piles are more rigid than timber lagging, due to arching, only portion of pressures are acting to lagging, 30-50% loading is suggested. SH27 If 50% loading is used for lagging design, Design Pressure = 0.19 Pile Spacing =8.0, Max. Moment in lagging = 1.54 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.79 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.32 If 30% loading is used for lagging design, Design Pressure = 0.12 Pile Spacing =8.0, Max. Moment in lagging = 0.92 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.47 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.19 Unit; Pressure: ksf, Spacing: ft, Moment: kip-ft, Bending Strength, fb: ksi SH28 Depth(ft) -" -1O 15 uV -25 O Tukwila site 12 foot wall 80% LOAD CONDITION 0 1ksf <ShnrngSuite> CIVILTsCMSPrTWAmE USA Licensed to 4324324234 3424343 Dote:5/24/2019 File: C:\Users\dv—mo\Desktop\Work\TFS\Station 52\Gite8harno\TUK 12vvoeisn`io.oh8 _ Moment Equomhwn Force Equilibrium VVo| H i ht=12.O Pile Diameter=2.0 Pi|eSpooing=8.0 Wall Type: 2. Soldier PUe, Drilled PILE LENGTH: Min.Embedment=14.[0 Min. Pile .80 MOMENT |NPILE: MmuMoment=180.39 per Pile Soacin0=8.O atDepth=10.41 PILE SELECTION: Request Min. Section Modulus =65.8i 1074.83om3/9Ue.Fy=50kmi=346MPo.Fb/Fy=0.66 VV18X50 has Section K8odu|ua=8B.S in3/pile=1456.80cm3/pik:. |tksgreater than Min. Requirements! DRIVING PRESSURES . WATER, &GUNC O O 40 .8 0'020000 PASSIVE PRESSURES: 14 O 48 11.7 0.4500 ACTIVE SPACING: 1 2 PASSIVE SPACING: No. 1 Z depth Spacing 0,0] 8.00 12.00 2.[0 Zdepth Spacing UNITS: Width, Spacing, Diameter, Length, and Depth-ft Force -kip Moment -kio'h Friction, Bea,in0.mndPressure -ksf Pres. Slope -Wo/ft3;Deflection -in Depth(ft) r 0 -5 - 10 - 15 - 20 25 30 Depth(ft) - 0 - 5 - 10 - 15 - 20 - 25 0 1 ksf Net Pressure Diagram Max. Shear=78.39 kip 30 78.39 kip 0 L_ Shear Diagram Tukwila site 12 foot wall 80% LOAD CONDITION Moment E•uilibrium Force Equilibrium Top Deflection=0.84(in) Max. Moment=180.39 kip-ft Max Deflection=0.84(in) 180.39 kip-ft 0 0.837(in) 0 Moment Diagram Deflection Diagram PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 8.0 foot or meter User Input Pile, W18X50: E (ksi)=29000.0, I (in4)/pile=800.0 File: CAUsers1dv_mo1DesktoplWork\TFS1Station 52ISite Shoring1TUK 12 w seismic.sh8 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to 4324324234 3424343 SH30 ****************************************************************************** SHORING WALL CALCULATION SUMMARY The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com 12 FOOT WALL 80% LOAD CONDITION ****************************************************************************** ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA. The calculation method is based on the following references: 1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002 8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012 9. AASHTO HB-17, American Association of State and Highway Transportation Officials, 2 September 2002 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, Friction/Bearing/Pressure ksf, Pres. Slope - kip/ft3, Deflection - in Licensed to 4324324234 3424343 Date: 5/31/2019 File: C:\Users\dv mo\Desktop\Work \TFS\Station 52\Site Shoring\TUK 12 w seismic.sh8 Title: Tukwila site Subtitle: 12 foot wall **********************************mpuT DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 12.00 Pile Diameter: 2.00 Pile Spacing: 8.00 Factor of Safety (F.S.): 1.00 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi -Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: 0.66 Elastic Module, E: 29000.00 Moment of Inertia, I: 800.00 User Input Pile: W18X50 * DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * No. Z1 top Top Pres. Z2 bottom Bottorn Pres. Slope 1 0 0 40 .8 0.020000 2 0 .084 12 .068 -0.001333 SH31 * PASSIVE PRESSURE * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 14 0 40 11.7 0.4500 * ACTIVE SPACE * No. Z depth Spacing 1 0.00 2 12.00 8.00 2.00 * PASSIVE SPACE * No. Z depth Spacing 1 12.00 5.00 *For Tieback: Inputl = Diameter; Input2 = Bond Strength *For Plate: Inputl = Diameter; Input2 = Allowable Pressure *For Deadman: Inputl = Horz. Width; Input2 = Passive Pressure; *For Sheet Pile Anchor: Inputl = Horz. Width; Input2 = Passive Slope; ********************************cALcuLATIoN********************************** The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile. Top Pressures start at depth = 0.00 D1=0.00 ==1== D2=12.00 D3=26.23 D1 - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP MOMENT equilibrium AT DEPTH=23.86 WITH EMBEDMENT OF 11.86 FORCE equilibrium AT DEPTH=26.23 WITH EMBEDMENT OF 14.23 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 *********************************RESULTS***************************************** SH32 * EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to get the design depth. The embedment for moment equilibrium is 11.86 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 14.23 Embedment Information: If 20% increased, the total design embedment is 14.23 If 30% increased, the total design embedment is 15.42 If 40% increased, the total design embedment is 16.60 If 50% increased, the total design embedment is 17.79 * MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. Overall Maximum Moment = 191.50 at 18.50 Maximum Shear = 81.59 Moment and Shear are per pile spacing: 8.0 foot or meter * VERTICAL LOADING * Vertical Loading from Braces = 0.00 Vertical Loading from External Load = 0.00 Total Vertical Loading = 0.00 *****************************spEoHED PILE *********************************** Overall Maximum Moment = 191.50 at 18.50 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 69.64 in3/pile = 1141.11 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 W18X50 has been found in Soldier Pile list! (English Units): Area= 14.7 in. Depth= 18 in. Width= 7.5 in. Height= 18 in. Flange thickness= 0.57 in. Web thickness= 0.355 in. Ix= 800 in4/pile Sx= 88.9 in3/pile Iy= 40.1 in4/pile Sy= 10.7 in3/pile (Metric Units): lx= 332.96 x100cm4/pile Sx= 1456.80 cm3/pile Iy= 16.69 x100cm4/pile Sy= 175.34 cm3/pile The pile selection is based on the magnitude of the moment only. Axial force is neglected. W18X50 is capable to support the shoring! Top deflection = 0.910(in) Max. deflection = 0.910(in) *********************** LAGGING SIZE ESTIMATION *********************** Max. Pressure above base = 0.31 Piles are more rigid than timber lagging, due to arching, only portion of pressures are acting to lagging, 30-50% loading is suggested. SH33 If 50% loading is used for lagging design, Design Pressure = 0.15 Pile Spacing =8.0, Max. Moment in lagging = 1.23 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M S=0.63 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.25 If 30% loading is used for lagging design, Design Pressure = 0.09 Pile Spacing =8.0, Max. Moment in lagging = 0.74 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.38 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.15 Unit: Pressure: ksf, Spacing: ft, Moment: kip-ft, Bending Strength, fb: ksi SH34 Depth(ft) -" -1V -1s -20 -25 '30 V Tukwila U ^*u� »��»��«� 14 foot wall 100% LOAD CONDITION 1hsf | <Shw,ingSuite> Cn8LTECMSOrTVVARE USA Moment Equilibrium Force Equilibrium Licensed to 4324324234 3424343 Doha:5/28/2019 File: C:\Uoera\dv_mcAOewkb/p\VVork\TFS\Sbation52\8deShohng\TUK14m/oeismkz.nhB VVaU Haight=14.0 pi|eDiomebar=2.0 Pi|eSpaonQ=8.O Wall Type: 2. Soldier Pile, Oh|kad PILE LENGTH: Min. Embedment=17.20 Min. Pile Length=31.20 MOMENT |NPILE: Max. K8ommnt=358.8B per Pile SpauinQ=8.0 atDepth=2178 PILE SELECTION: Request Min. Section Modulus =130.5in3/pile=2138.51om3/pi|e.Fy=5Okoi=345K4Pa.Fb/Fy=0.G6 VV18K8Ghas Section Modulus =18G.Oin3/pi|e=272U.24nm3VpUe.|tisgreater than Min. Requirements! Top Deflection =1.24(in)based on E(koi)=2QDOU.OUand |(|n4)/pi|e=1S3O.0 DRIVING PRESSURES WATER, &SURCHARGB: D O 40 1 0i025000 O .OSB 14 .098 0.000000 PASSIVE PRESSURES: 16 O 40 10i8 0.4500 ACTIVE SPACING: No. Z depth Spacing 1 2 PASSIVE SPACING: 1 0.00 8.00 14.00 2.00 Zdenth Spacing UNITS: Width, Spacing, Diameter, Length, and Depth -ft; Foroa-hip; K8ommnd- kip-ft Friction, Bearing, and Pnysnuna-kof; Pres. Slope -Wp/ft3; DeOecion-in Depth(ft) - 0 - 5 - 10 15 - 20 - 25 Tukwila site 14 foot wall 100% LOAD CONDITION - 30 0 1 ksf 35 [ Depth(ft) - 0 - 10 15 20 - 25 30 - 35 Net Pressure Diagram Max. Shear=124.57 kip Moment E• uilibrium Force Equilibrium Top Deflection=1.24(in) Max. Moment=358.88 kip-ft Max Deflection=1.24(in) 124.57 kip 0 358.88 kip-ft 0 1.245(in) 0 I i I L i Shear Diagram Moment Diagram Deflection Diagram PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 8.0 foot or meter User Input Pile, W18X86: E (ksi)=29000.0, I (in4)/pile=1530.0 File: CAUsers\dv_mo‘Desktop1Work1TFS \Station 521Site Shoring \TUK 14 w seismic.sh8 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to 4324324234 3424343 SH36 ****************************************************************************** SHORING WALL CALCULATION SUMMARY The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com 14 FOOT WALL 100% LOAD CONDITION ****************************************************************************** ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA. The calculation method is based on the following references: 1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Anny Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002 8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012 9. AASHTO HB -17, American Association of State and Highway Transportation Officials, 2 September 2002 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in Licensed to 4324324234 3424343 Date: 5/28/2019 File: C:\Users\dv_mo\Desktop\Work\TFS\Station 52\Site Shoring\TUK 14 w seismic.sh8 Title: Tukwila site Subtitle: 14 foot wall **********************************NpuT DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 14.00 Pile Diameter: 2.00 Pile Spacing: 8.00 Factor of Safety (F.S.): 1.00 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi -Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: 0.66 Elastic Module, E: 29000.00 Moment of Inertia, I: 1530.00 User Input Pile: W18X86 * DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 0 0 40 1 0.025000 2 0 .098 14 .098 0.000000 SH37 * PASSIVE PRESSURE * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 16 0 40 10.8 0.4500 * ACTIVE SPACE * No. Z depth Spacing 1 0.00 2 14.00 8.00 2.00 * PASSIVE SPACE * No. Z depth Spacing 1 14.00 5.00 *For Tieback: Inputl = Diameter; Input2 = Bond Strength *For Plate: Inputl = Diameter; Input2 = Allowable Pressure *For Deadman: Inputl = Horz. Width; Input2 = Passive Pressure; *For Sheet Pile Anchor: Inputl = Horz. Width; Input2 = Passive Slope; ********************************cALcuLATIoN********************************** The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile. Top Pressures start at depth = 0.00 D1=0.00 'I== D2=14.00 D3=31.20 D1 - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP MOMENT equilibrium AT DEPTH=28.33 WITH EMBEDMENT OF 14.33 FORCE equilibrium AT DEPTH=31.20 WITH EMBEDMENT OF 17.20 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 *********************************RESULTS***************************************** SH38 * EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to get the design depth. The embedment for moment equilibrium is 14.33 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 17.20 Embedment Information: If 20% increased, the total design embedment is 17.20 If 30% increased, the total design embedment is 18.63 If 40% increased, the total design embedment is 20.06 If 50% increased, the total design embedment is 21.49 * MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. Overall Maximum Moment = 358.88 at 21.78 Maximum Shear = 124.57 W18x86 Vn/Qv = 177k OK Moment and Shear are per pile spacing: 8.0 foot or meter * VERTICAL LOADING * Vertical Loading from Braces = 0.00 Vertical Loading from External Load = 0.00 Total Vertical Loading = 0.00 *****************************SPECIFIED PILE *********************************** Overall Maximum Moment = 358.88 at 21.78 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 130.50 in3/pile = 2138.51 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 W18X86 has been found in Soldier Pile list! (English Units): Area= 25.3 in. Depth= 18.4 in. Width= 11.1 in. Height= 18 in. Flange thickness= 0.77 in. Web thickness= 0.48 in. Ix= 1530 in4/pile Sx= 166 in3/pile Iy= 175 in4/pile Sy= 31.6 in3/pile (Metric Units): Ix= 636.79 x100cm4/pile Sx= 2720.24 cm3/pile I - 72.84 x100cm4/pile Sy= 517.83 cm3/pile The pile selection is based on the magnitude of the moment only. Axial force is neglected. W18X86 is capable to support the shoring! Top deflection = 1.245(in) Max. deflection = 1.245(in) *********************** LAGGING SIZE ESTIMATION *********************** Max. Pressure above base = 0.45 Piles are more rigid than timber lagging, due to arching, only portion of pressures are acting to lagging, 30-50% loading is suggested. SH39 If 50% loading is used for lagging design, Design Pressure = 0.22 • Pile Spacing =8.0, Max. Moment in lagging = 1.79 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.92 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.37 If 30% loading is used for lagging design, Design Pressure = 0.13 Pile Spacing =8.0, Max. Moment in lagging = 1.07 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.55 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.22 Unit: Pressure: ksf, Spacing: ft, Moment: kip-ft, Bending Strength, fb: ksi S H40 DeptNft) -. - 10 -15 -20 -35 Tukwila U ^�a� v��u��14 foot wall 810% LOAD CONDITION V 1ksf °ShornQSuite> CR/ILTsC*SOFTWARE USA Licensed to 4324324234 3424343 Datw:5/28/2019 File: C:\Uso o\Oeekb,p\W/rh\TFS\8tad*n52\8ibaShmhng\TUK14xvyeiwmic.oh8 - Moment Equilibrium Force Equilibrium VVm| Height=14.0 Pile Dionneb»r=2.0 Pile @pocng=8.0 VVo| Type: 2. Soldier Pika, Drilled PILE LENGTH: Min. Embadnaent`15.80 Min. Pile Length=29.80 MOMENT |NPILE: Max. Moment=276.02 per Pile Spacimg=8.0at Depth=21.12 PILE SELECTION: Request Min. Section Modulus =1OO.4in3/pi|m=1844.77cm3/pi|e.Fy=5Dkoi=345KUPo.Fb/Fy=U.GG VV18K86 has Section Modulus = 166.0 in3/pi|e=2720.24cm3/pi|e. |tiogreater than Min. Requirements! Top Deflection =O.S1(in)based on E(kai)=29OOO.00and |(in4)/pi|e=153D.D DRIVING PRESSURES , WATER, &SURCHARGB: O O 40 .B 0.020000 O .079 14 .079 0.000000 PASSIVE PRESSURES: 16 D 40 1(l8 0.4500 ACTIVE SPACING: No. Z depth Spacing 1 0.00 8.00 PASSIVE SPACING: No. Z depth Spacing 1 14.00 5.00 UNITS: Width, Spacing, Diameter, Length, and Depth - ft; Force -kip; Moment - ki p-ft FricUon.Baahng.andPneoauny-ksf Pres. Slope -Np/ft3;Deflection -in Depth(ft) - 0 5 10 15 20 25 - 30 35 Tukwila site 14 foot wall 80% LOAD CONDITION 0 1 ksf Net Pressure Diagram Depth(ft) Max. Shear=104.22 kip T 0 5 10 15 20 - 25 - 30 35 104„22 kip 0 Shear Diagram Max. Moment=276.02 kip-ft 276.02 kip-ft 0 Moment Diagram Moment Equilibrium Force Equilibrium Top Deflection=0.91(in) Max Deflection=0.91(in) 0.907(in) 0 Deflection Diagram PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 8.0 foot or meter User Input Pile, W18X86: E (ksi)=29000.0, I (in4)/pile=1530.0 File: CAUsers\dv_mo\Desktop1Work1TFS1Station 521Site Shoring1TUK 14 w seismic.sh8 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to 4324324234 3424343 SH42 ****************************************************************************** SHORING WALL CALCULATION SUMMARY The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com 14 FOOT WALL 80% LOAD CONDITION ****************************************************************************** ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA. The calculation method is based on the following references: 1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002 8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012 9. AASHTO HB-17, American Association of State and Highway Transportation Officials, 2 September 2002 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in Licensed to 4324324234 3424343 Date: 5/28/2019 File: C: \Users\dv mo\Desktop\Work\TFS\Station 52\Site Shoring\TUK 14 w seismic.sh8 Title: Tukwila site Subtitle: 14 foot wall **********************************INPUT DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 14.00 Pile Diameter: 2.00 Pile Spacing: 8.00 Factor of Safety (F.S.): 1.00 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi -Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: 0.66 Elastic Module, E: 29000.00 Moment of Inertia, I: 1530.00 User Input Pile: W18X86 * DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 0 0 40 .8 0.020000 2 0 .079 14 .079 0.000000 SH43 * PASSIVE PRESSURE * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 16 0 40 10.8 0.4500 * ACTIVE SPACE * No. Z depth Spacing 1 0.00 2 14.00 8.00 2.00 * PASSIVE SPACE * No. Z depth Spacing 1 14.00 5.00 ----------------------------------------------------------------------------- *For Tieback: Inputl = Diameter; Input2 = Bond Strength *For Plate: Inputl = Diameter; Input2 = Allowable Pressure *For Deadman: Inputl = Horz. Width; Input2 = Passive Pressure; *For Sheet Pile Anchor: Inputl = Horz. Width; Input2 = Passive Slope; ********************************CALCULATION********************************** The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile. Top Pressures start at depth = 0.00 D 1=0.00 __1== D2=14.00 I D3=29.80 D 1 - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP MOMENT equilibrium AT DEPTH=27.16 WITH EMBEDMENT OF 13.16 FORCE equilibrium AT DEPTH-29.80 WITH EMBEDMENT OF 15.80 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 *********************************RESULTS***************************************** SH44 *,EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to get the design depth. The embedment for moment equilibrium is 13.16 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 15.80 Embedment Infoiiiiation: If 20% increased, the total design embedment is 15.80 If 30% increased, the total design embedment is 17.11 If 40% increased, the total design embedment is 18.43 If 50% increased, the total design embedment is 19.75 * MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. Overall Maximum Moment = 276.02 at 21.12 Maximum Shear = 104.22 Moment and Shear are per pile spacing: 8.0 foot or meter * VERTICAL LOADING * Vertical Loading from Braces = 0.00 Vertical Loading from External Load = 0.00 Total Vertical Loading = 0.00 *****************************SPECIFIED PILE *********************************** Overall Maximum Moment = 276.02 at 21.12 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 100.37 in3/pile = 1644.77 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 W18X86 has been found in Soldier Pile list! (English Units): Area= 25.3 in. Depth= 18.4 in. Width= 11.1 in. Height= 18 in. Flange thickness= 0.77 in. Web thickness= 0.48 in. Ix= 1530 in4/pile Sx= 166 in3/pile Iy= 175 in4/pile Sy= 31.6 in3/pile (Metric Units): Ix= 636.79 x100cm4/pile Sx= 2720.24 cm3/pile ly= 72.84 x100cm4/pile Sy= 517.83 cm3/pile The pile selection is based on the magnitude of the moment only. Axial force is neglected. W18X86 is capable to support the shoring! Top deflection = 0.907(in) Max. deflection = 0.907(in) *********************** LAGGING SIZE ESTIMATION *********************** Max. Pressure above base = 0.36 Piles are more rigid than timber lagging, due to arching, only portion of pressures are acting to lagging, 30-50% loading is suggested. SH45 If 50% loading is used for lagging design, Design Pressure = 0.18 • Pile Spacing =8.0, Max. Moment in lagging = 1.44 For 4"x12" Timber, Section Modules S=23.47 in3.. The request allowable bending strength, fb=M/S=0.73 For 6"x12" Timber, Section Modules S=57.98 in3.. The request allowable bending strength, fb=M/S=0.30 If 30% loading is used for lagging design, Design Pressure = 0.11 Pile Spacing =8.0, Max. Moment in lagging = 0.86 For 4"x12" Timber, Section Modules S=23.47 in3, The request allowable bending strength, fb=M/S=0.44 For 6"x12" Timber, Section Modules S=57.98 in3, The request allowable bending strength, fb=M/S=0.18 Unit: Pressure: ksf, Spacing: ft, Moment: kip-ft, Bending Strength, fb: ksi SH46 Depth(ft) -. -5 - 10 -15 -20 -25 Tukwila site 14 foot wall w/ SEISMIC AND TRAFFIC SURCHAGES 100% LOAD CONDITION -3u V 1ksf Force Equilibrium ^Sho,n8Suaw> ChULTECNgOpTv9ARE USA mvww.civiknch.com Licensed to 4324324234 3424343 Data 5/31/2019 File: C:\Unero\d«_mo\Desktop8Aork\TFG\Sbabon52\GihoShohng\TUK14xvmaismic&tnaffioah8 VVoU Heght=14.0 Pile Diamebap`2.0 Pile Spocing=8.0 VVaU Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=18.28 Min. Pile 28 MOMENT |NPILE: Max. K8ommnt`442.SO per Pile 8pacing=8.0 edDepth=22.21 PILE SELECTION: Request Min. Section yNodu|uo= 161.1 )n3/pi|w=2830.21 cm3/pika. Fy=5Okoi= 346yNPm. Fb/Fy=O.GG VV10X108 has Section Modulus =2U4.B in3/piHa=8342.95cm3/pi|m. It is greater than Min. Requirements! Top Deflection =131(in) based on E(koi)=28OOO.DOand I(in4)/pi|e=1S1D.0 DRIVING PRESSURES (ACTNE.WATER, &8URCHARGE): O O 40 1 0.025000 O .OSB 14 .098 0.080000 8 .05 14 .05 0.000000 PASSIVE PRESSURES: z1 P1 Z2 P2 Slope 16 O 40 10.8 0.4500 ACTIVE SPACING: 1 2 PASSIVE SPACING: 1 Z depth Spacing 0.00 8,00 Z depth Spacing UNITS: Width, Spacing, Diameter, Length, and Depth -ftForce -hip; Momant-kip-ft Depth(ft) 0 - 10 - 15 - 20 25 30 Tukwila site 14 foot wall wl SEISMIC AND TRAFFIC SURCHAGES 100% LOAD CONDITION 35 0 1 ksf Depth(ft) - 0 - 5 10 - 15 - 20 - 25 - 30 - 35 Net Pressure Diagram Max. Shear=143.63 kip Max. Moment=442.90 kip-ft 143.63 kip 0 442.90 kip-ft 0 I 1 I I Shear Diagram Moment Diagram oment Equilibrium Force Equilibrium Top Deflection=1.31(in) Max Deflection=1.31(in) 1.310(in) Deflection Diagram 0 PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 8.0 foot or meter User Input Pile, W18X106: E (ksi)=29000.0, I (in4)/pile=1910.0 File: CAUsersklv_mo\DesktopMfork\TFSIStation 52%Site Shoring\TUK 14 w seismic&traffic.sh8 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to 4324324234 3424343 S H48 ****************************************************************************** SHORING WALL CALCULATION SUMMARY 14 FOOT WALL w/ SEISMIC AND The leading shoring design and calculation software TRAFFIC SURCHAGES Software Copyright by CivilTech Software 100% LOAD www.civiltech.com CONDITION ****************************************************************************** ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA. The calculation method is based on the following references: 1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002 8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012 9. AASHTO HB-17, American Association of State and Highway Transportation Officials, 2 September 2002 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in Licensed to 4324324234 3424343 Date: 5/28/2019 File: C: \Users\dv mo\Desktop\Work \TFS\Station 52\Site Shoring\TUK 14 w seismic&traffic.sh8 Title: Tukwila site Subtitle: 14 foot wall **********************************mpuT DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 14.00 Pile Diameter: 2.00 Pile Spacing: 8.00 Factor of Safety (F.S.): 1.00 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi -Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: 0.66 Elastic Module, E: 29000.00 Moment of Inertia, I: 1910.00 User Input Pile: W18X106 * DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 0 0 40 1 0.025000 2 0 .098 14 .098 0.000000 SH49 .05 14 .05 0.000000 * PASSIVE PRESSURE * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 16 0 40 10.8 0.4500 * ACTIVE SPACE * No. Z depth Spacing 1 0.00 2 14.00 8.00 2.00 * PASSIVE SPACE * No. Z depth Spacing 14.00 5.00 *For Tieback: Inputl = Diameter; Input2 = Bond Strength *For Plate: Inputl = Diameter; Input2 = Allowable Pressure *For Deadman: Inputl = Horz. Width; Input2 = Passive Pressure; *For Sheet Pile Anchor: Inputl = Horz. Width; Input2 = Passive Slope; ********************************cALcuLATIoN********************************** The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile. Top Pressures start at depth = 0.00 D1=0.00 —1== D2=14.00 D3=32.28 Di - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP MOMENT equilibrium AT DEPTH=29.23 WITH EMBEDMENT OF 15.23 FORCE equilibrium AT DEPTH=32.28 WITH EMBEDMENT OF 18.28 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 SH50 *********************************RESULTS******D1c********************************** * EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to get the design depth. The embedment for moment equilibrium is 15.23 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 18.28 Embedment Information: If 20% increased, the total design embedment is 18.28 If 30% increased, the total design embedment is 19.81 If 40% increased, the total design embedment is 21.33 If 50% increased, the total design embedment is 22.85 * MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. Overall Maximum Moment - 442.90 at 22.21 Maximum Shear = 143.63 W18x106 Vn/Qv = 221k OK Moment and Shear are per pile spacing: 8.0 foot or meter * VERTICAL LOADING * Vertical Loading from Braces = 0.00 Vertical Loading from External Load = 0.00 Total Vertical Loading = 0.00 *****************************spEcIEED PILE *********************************** Overall Maximum Moment = 442.90 at 22.21 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 161.06 in3/pile = 2639.21 cm3/pile, Fy= 50 ksi 345 MPa, Fb/Fy=0.66 W18X106 has been found in Soldier Pile list! (English Units): Area= 31.1 in. Depth= 18.7 in. Width= 11.2 in. Height= 18 in. Flange thickness= 0.94 in. Web thickness= 0.59 in. Ix= 1910 in4/pile Sx= 204 in3/pile Iy= 220 in4/pile Sy= 39.4 in3/pile (Metric Units): Ix= 794.94 x100cm4/pile Sx= 3342.95 cm3/pile Iy= 91.56 x100cm4/pile Sy= 645.65 cm3/pile The pile selection is based on the magnitude of the moment only. Axial force is neglected. W18X106 is capable to support the shoring! Top deflection = 1.310(in) Max. deflection = 1.310(in) *********************** LAGGING SIZE ESTIMATION *********************** Max. Pressure above base = 0.50 Piles are more rigid than timber lagging, due to arching, only portion of pressures are acting to lagging, 30-50% SH51 loading is suggested. • If 50% loading is used for lagging design, Design Pressure = 0.25 Pile Spacing =8.0, Max. Moment in lagging = 1.99 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb—M/S=1.02 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.41 If 30% loading is used for lagging design, Design Pressure = 0.15 Pile Spacing =8.0, Max. Moment in lagging = 1.19 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.61 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fly—M/S-0.25 Unit: Pressure: ksf, Spacing: ft, Moment: kip-ft, Bending Strength, fb: ksi SH52 Depth(ft) -0 Tukwila U ^�u� n��n�� 14foot wall w/ SEISMIC AND TRAFFIC SURCHAGES 80% LOAD CONDITION O 1ksf Moment E,ui ibhvm Force Equilibrium <ShorngSvae> CxNLTECH SOFTWARE USA vm^mv,civiltwch.cpm Licensed to 4324324234 3424343 Dob»:5/28/3018 File: C:\Users\dv—mo\Desktop\Work\TFS\Station 52\Giha8horinQr[UK 14vvseiornio&tnaffio.sh0 VVaU Height=14.0 PikeDiamobar=2.D PUeGpacin0=8.O Wall Type: 2.Soldier Pile, Drilled PILE LENGTH: Min. Emnbwdment=1G78 Min. Pile .78 MOMENT IN PILE: Max. Moment=340.20 per Pile Spacing=8.0 at Depth=21.51 PILE SELECTION: Request Min. Section Modulus =1287in3/pile=2O27.24cm3/p||e.Fv=5Okd=345yNPa. VV18A1O8has Section Modulus =2D4.Oin3/p||e=3342.05om3/pika.Itkngreater than Min. Requirements! Top Deflection =O.S5(in)based nn E(koi)=29OOO.DDand 1(in4)/pi|e=1g10.O DRIVING PRESSURES (ACTK/E.WATER, & SURCHARGE): O O 40 .8 0i030000 O .079 14 .079 &OOOOOO PASSIVE PRESSURES: 16 O 40 10.8 0.4500 ACTIVE SPACING: 1 2 Zcepth Spacing 0.00 8.00 14.[0 2.00 PASSIVE SPACING: _ No... _ Zdepth Spacing 1 14.00 5.00 UNITS: Width, Spacing, Diameter, Length, and Depth - ft; Force - kip; Moment - kip-ft Depth(ft) - 0 - 5 - 10 - 15 - 20 - 25 Tukwila site 14 foot wall w/ SEISMIC AND TRAFFIC SURCHAGES 80% LOAD CONDITION - 30 0 1 ksf - 35 Net Pressure Diagram Depth(ft) - 0 - 5 - 10 15 - 20 - 25 - 30 - 35 Max. Shear=120.07 kip Max. Moment=340.20 kip-ft 120.07 kip 0 Shear Diagram Moment Equilibrium Force Equilibrium Top Deflection=0.95(in) Max Deflection=0.95(in) 340.20 kip-ft 0 0.950(in) 0 I I 1 Moment Diagram Deflection Diagram PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 8.0 foot or meter User Input Pile, W18X106: E (ksi)=29000.0, I (in4)/pile=1910.0 File: CAUsersIdv_mo‘Desktop1WorkITFS1Station 521Site Shoring1TUK 14 w seismic&traffic.sh8 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to 4324324234 3424343 SH54 ****************************************************************************** SHORING WALL CALCULATION SUMMARY The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com 14 FOOT WALL w/ SEISMIC AND TRAFFIC SURCHAGES 80% LOAD CONDITION ****************************************************************************** ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA. The calculation method is based on the following references: 1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002 8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012 9. AASHTO HB-17, American Association of State and Highway Transportation Officials, 2 September 2002 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in Licensed to 4324324234 3424343 Date: 5/28/2019 File: C:\Users\dv_mo\Desktop\Work\TFS\Station 52\Site Shoring\TUK 14 w seismic&traffic.sh8 Title: Tukwila site Subtitle: 14 foot wall **********************************mpur DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 14.00 Pile Diameter: 2.00 Pile Spacing: 8.00 Factor of Safety (F.S.): 1.00 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi -Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: 0.66 Elastic Module, E: 29000.00 Moment of Inertia, I: 1910.00 User Input Pile: W18X106 * DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 0 0 40 0.020000 2 0 .079 14 .079 0.000000 SH55 O .04 14 .04 0.000000 * PASSIVE PRESSURE * No. Zl top Top Pres. Z2 bottom Bottom Pres. Slope 1 16 0 40 10.8 0.4500 * ACTIVE SPACE * No. Z depth Spacing 1 0.00 2 14.00 8.00 2.00 * PASSIVE SPACE * No. Z depth Spacing 1 14.00 5.00 *For Tieback: Inputl = Diameter; Input2 = Bond Strength *For Plate: Inputl = Diameter; Input2 = Allowable Pressure *For Deadman: Inputl = Horz. Width; Input2 = Passive Pressure; *For Sheet Pile Anchor: Inputl = Horz. Width; Input2 = Passive Slope; ********************************CALCULATION********************************** The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile. Top Pressures start at depth = 0.00 D 1=0.00 D2=1.4.00 D3=30.78 D 1 - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP MOMENT equilibrium AT DEPTH=27.98 WITH EMBEDMENT OF 13.98 FORCE equilibrium AT DEPTH=30.78 WITH EMBEDMENT OF 16.78 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 SH56 *********************************RESULTS***************************************** * EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to get the design depth. The embedment for moment equilibrium is 13.98 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 16.78 Embedment Information: If 20% increased, the total design embedment is 16.78 If 30% increased, the total design embedment is 18.18 If 40% increased, the total design embedment is 19.57 If 50% increased, the total design embedment is 20.97 * MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. Overall Maximum Moment = 340.20 at 21.51 Maximum Shear = 120.07 Moment and Shear are per pile spacing: 8.0 foot or meter * VERTICAL LOADING * Vertical Loading from Braces = 0.00 Vertical Loading from External Load = 0.00 Total Vertical Loading = 0.00 *****************************SPECIFIED PILE *********************************** Overall Maximum Moment = 340.20 at 21.51 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 123.71 in3/pile = 2027.24 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 W18X106 has been found in Soldier Pile list! (English Units): Area= 31.1 in. Depth= 18.7 in. Width= 11.2 in. Height= 18 in. Flange thickness= 0.94 in. Web thickness= 0.59 in. lx= 1910 in4/pile Sx= 204 in3/pile 1y= 220 in4/pile Sy= 39.4 in3/pile (Metric Units): Ix= 794.94 x100cm4/pile Sx= 3342.95 cm3/pile Iy= 91.56 x100cm4/pile Sy= 645.65 cm3/pile The pile selection is based on the magnitude of the moment only. Axial force is neglected. W18X106 is capable to support the shoring! Top deflection = 0.950(in) Max. deflection = 0.950(in) *********************** LAGGING SIZE ESTIMATION *********************** Max. Pressure above base = 0.40 Piles are more rigid than timber lagging, due to arching, only portion of pressures are acting to lagging, 30-50% SH57 loadink is suggested. • If 50% loading is used for lagging design, Design Pressure = 0.20 Pile Spacing =8.0, Max. Moment in lagging = 1.59 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.82 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.33 If 30% loading is used for lagging design, Design Pressure = 0.12 Pile Spacing =8.0, Max. Moment in lagging = 0.96 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.49 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.20 Unit: Pressure: ksf, Spacing: ft, Moment: kip-ft, Bending Strength, fb: ksi SH58 Lagging Design per 2015 NDS Project: Tukwila site shoring wall with seismic and traffic surcharge Depth of Excavation Active Pressure Uniform Surcharge Reduction Factor Max. Distr. Load Auger Diameter Flange Width A Pile Spacing Effective Length Moment Lagging Height Lagging Depth Section Modulus fb Hem -Fir Construction Fb Size, CF Repetitive, Cr Flat Use, Cfu Duration, Cd Incising, Ci Wet Service, CM Fb' 14.00 25.0 148.0 0.50 0.25 24.00 7.50 0.69 8.00 7.38 1.69 11.3 3.5 22.97 ft pcf per soils report (avg. for irreg. distribution) psf per soils report (seismic + traffic) per soils report 884 ksf in. in. W18x50 ft. ft. ft ft-k Shear in. Lagging Depth Area in3. fv psi rade or #1 975 1.00 1.15 1.00 1.00 0.80 1.00 897 psi Fv permnent psi Fv' Stress Ratio 0.99 Stress Ratio Bending OK < 5% overstressed - OK 0.92 3.50 3 . 8 35 .101 1.00 0.80 1.00 120 k in. in2. Bearing psi fc perp 0.29 Shear OK Reaction 0.92 k 33.00 28 in2 psi psi Fc perp 405Ipsi Cm Fc' perp Stress Ratio 1.00 405 0.07 Fc" perp. OK Page 1 SH59 Lagging Design per 2015 NDS Project: Tukwila site shoring wall with seismic surcharge Depth of Excavation Active Pressure Uniform Surcharge Reduction Factor Max. Distr. Load Auger Diameter Flange Width A Pile Spacing Effective Length Moment Lagging Height Lagging Depth Section Modulus fb Hem -Fir Construction Fb Size, CF Repetitive, Cr Flat Use, Cfu Duration, Cd Incising, Ci Wet Service, CM Fb' Stress Ratio 14.00 25.0 50.0 0.50 0.20 24.00 7.50 0.69 8.00 7.38 1.36 11.3 3.5 22.97 710 g ft. pcf per soils report (avg. for irreg. distribution) psf per soils report per soils report ksf in. in. W18x50 ft. ft. ft. ft-k Shear in. Lagging Depth Area in3. fv psi rade or *1 975 1.00 1.15 1.00 1.00 0.80 1.00 897 0.79 Bending OK psi Fv permnent psi Fv' 0.74 3.50 39.38 28 1501 1.00' 0.80 1.00 120, k Reaction in. in2. Bearing psi fc perp psi Fc perp Cm psi Fc' perp Stress Ratio 1 0.23 Stress Ratio < 5% overstressed - OK Shear OK 0.74 33.00 405 1.00 405 0.061 Fc' perp. OK k in2 psi psi psi Page 1 SH60 PR MA E cn LEVEL BACKFILL . NIDE FREE —DRAINING TRIAL 11/2" dr. @ & ' • #4's #5's 2 clr. 0 O's FOOTING DRAIN BY OTHERS \ ,.._ Retaining Wall Schedule H (ft.) B1 ts B2 tf Stem Reinforcing Footing Reinforcing Vert. Horiz. Top Longit. @ 18"oc #4 0 12"oc — (2)#4 4'-0" 5 " l'-0" " #4 0 18"oc #4 (0 12"oc #4 0 lroc 2)114 6'-0" " 0 12"oc #4 012"oc #4 (11 12"oc (4)14 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.4.43.6212 Title Retaining Wall Schedule Job # 10 : Dsgnr: JR Description.... 3'-0" Retaining Wall W/ Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDF \Retaining Wall Calcs\Current\Co-04-06\Typical Det Page: Date: 29 JUL 2016 RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 License To : SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 Retained Height = 3.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning _Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity = 0.0 Ibs 0.0 Ibs 0.0 in Earth Pressure Seismic Load Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary 1 Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootinglfSoil Friction Soil height to ignore for passive pressure = 12.00 in 350.0 psf/ft 125.00 pcf 0.00 pcf 0.450 Lateral Load Applied Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem = (Service Level) to Stem o.o #/ft 0,00 ft 0.00 ft 1.00 0.0 psf Uniform Seismic Force = 21.000 Total Seismic Force = 77.000 Stem Construction 1 1.33 Ratio < 1.5! 1.16 Ratio < 1.5! 606 lbs 6.37 in Soil Pressure @ Toe = 1,847 psf Soil Pressure @ Heel = 0 psf Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,217 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe Footing Shear @ Heel = Allowable Sliding Calcs Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req'd ....for 1.5 : 1 Stability NOTE: F.S. k 1.1 PER IBC SECTION 1 8 0 7 .2 .3 EXCEPTION ALLOWED FOR EQ Vertical component ot active lateral soil pressure IS NOT considered in the calculation of soil bearing OK OK 1.5 psi OK 3.6 psi OK 75.0 psi Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 289.2 Ibs 63.2 Ibs 272.7 Ibs 0.0 lbs OK 97.9 Ibs NG IBC 2012,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data 1 1 Bottom 1847 3388i Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 1 Bar Lap/Emb ft = 0.00 = Concrete LRFD 8.00 # 4 = 18.00 Edge fb/FB + fa/Fa = 0.095 Total Force @ Section Service Level lbs = Strength Level lbs = 315.0 Moment....Actual Service Level ft-# = Strength Leve ft-# = 346.5 Moment Allowable = 3,655.6 Shear Actual Service Level psi = Strength Level psi = 4.2 ShearAllowable psi = 75.0 Wall Weight psf = 100.0 Rebar Depth 'din = 6.25 Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = = Medium Weight = ASD psi = 2,500.0 psi = 60,000.0 SH62 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Job # 10 : Dsgnr: JR Description.... 3'-0" Retaining Wall W/ Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDF\Retaining Wall Calcs\Current\Co-04-06\Typical Det Page: Date: 29 JUL 2016 RetainPro (c) 1987-2015, Budd 11.15.4.22 License : KW-06052576 License To : SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0.42 ft 1,08 1.50 8.00 in 0.00 in 0,00 in 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Heel Factored Pressure 2,217 0 psf Mu' : Upward 151 0 ft-# Mu' : Downward = 17 49 ft-# Mu: Design 134 49 ft-# Actual 1-Way Shear = 1.46 3.60 psi Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing =7 None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings NOTE: = 0.22 5 " 1 + 3 " COVER OR BY INSPECTION Toe: #4@ 13.89 in, #5@ 21.53 in, #6@ 30.56 in, #7@ 41.67 in, #8@ 54.86 in, #9@ 6 Heel: Not req'd: Mu < phi"5"lambda"sort(fc)*Sm Key: No key defined Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure 235.3 1.22 Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Seismic Earth Load = 53.9 2.20 Total 289.2 O.T.M. Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = RESISTING Force Distance Moment lbs ft ft-# 1 287,6 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = 118.6 Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions= Footing Weight Key Weight Vert. Component = 1.33 606.0 lbs 406.1 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807,2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt 156.1 1.29 0.21 300.0 0.75 149.9 0.75 201.5 224.8 112.4 Total = 606.0 lbs R.M. 538.7 " Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at TOD of Wall due to settlement of soil, (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.103 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil, S H63 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Job # 8 : Dsgnr: JR Description.... 4'-0" Retaining Wall W/ Seismic This Wall in File: F:\TYPICAL DETAILS \Concrete\PDF\Retaining Wall Calcs\Current\Co-04-06\Typical Det Page: Date: 29 JUL 2016 RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 License To : SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 Criteria Retained Height 4.00 ft Wall height above soil 0.00 ft Slope Behind Wall 0.00 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads 1mm. Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning 1 Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity = 0.0 lbs 0.0 Ibs 0.0 in Earth Pressure Seismic Load -Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Sliding Calcs Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req'd ....for 1.5 : 1 Stability NOTE: F . S . 1 . 1 PER IBC SECTION 18 0 7 2 . 3 , EXCEPTION ALLOWED FOR Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure = 12.00 in 350.0 psf/ft 125.00 pcf 0.00 pcf 0.450 Lateral Load Applied to Stem Lateral Load 0.0 #/ft ...Height to Top 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 28.000 Total Seismic Force = 130.667 Stem Construction 1.55 OK 1.19 Ratio < 1.5! 1,110 Ibs 7.51 in 1,774 psf OK 0 psf OK 2,667 psf Allowable 2,129 psf 0 psf 1.4 psi OK 10.6 psi OK 75.0 psi 472.6 Ibs 63.2 lbs 499.6 lbs 0.0 Ibs OK 146.1 lbs NG EQ Vertica componen o ac ive a era soi pressure NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2012,ACI 1.200 1.600 1.600 1.000 1.000 Bottom 41260* 1779 3Ipsl Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Bar Lap/Emb Design Height Above Ftg ft = 0.00 Wall Material Above "Ht" = Concrete Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data LRFD 8.00 # 4 18.00 Edge fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment....Actual Service Level Strength Leve Moment Allowable Shear.....Actual Service Level Strength Level Shear...,.Allowable Wall Weight Rebar Depth 'd' Masonry Data 0.225 lbs = Ibs = 560.0 ft-# = 821.3 = 3,655.6 psi = psi = psi = psf = in = 7.5 75.0 100.0 6.25 fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = = Medium Weight = ASD psi = 2,500.0 psi = 60,000.0 SH64 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Job # 8 Dsgnr: JR Description.... 4'-0" Retaining Wall W/ Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDF\Retaining Wall Calcs\Current\Co-04-06\Typical Det Page: Date: 29 JUL 2016 RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 Cantilevered Retaining Wall Design License To : SWENSON SAY FAGET Code: IBC 2012,ACI 318-11,ACI 530-11 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth 0.42 ft 1.67 2.09 8.00 in 0.00 in 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm. 3.00 in Footing Design Results Heel Factored Pressure - 2,129 0 psf Mu' : Upward = 164 1 ft-# Mu' : Downward = 17 362 ft-# Mu: Design - 147 361 ft-# Actual 1-Way Shear = 1.42 10.58 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings NOTE: r /M, = 0.22 5" 2. + 3" COVER = 8" OK BY INSPECTION Toe: #4@ 13.89 in, #5@ 21.53 in, #6@ 30.56 in, #7@ 41.67 in, #8@ 54.86 in, #9@ 6 Heel: Not req'd: Mu < phi*5"Iambda*sgrt(fc)*Sm Key: No key defined Summary of Overturning & Resisting Forces & Moments Item .....OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure = 381.1 1.56 Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 91.5 2.80 Total 472.6 O.T.M. Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 592.13 256.'1 = 1.55 1,110.3 Ibs 848.9 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. RESISTING Force Distance Moment tbs ft ft-# 1 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = 400.0 Earth @ Stem Transitions= Footing Weight = 208.6 Key Weight = Vert. Component = 501.7 1.58 0.21 0.75 1.04 794.8 299.7 217.6 Total = 1,110.3 Ibs R.M.= 1,312.1 *Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.095 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. SH65 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Job # 6 : Dsgnr: JR Description.... 6%0" Retaining Wall W/ Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDF \Retaining Wall Calcs\Current\Co-04-06\Typical Det Page: Date: 29 JUL 2016 RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 License To : SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 Criteria Retained Height 6.00 ft Wall height above soil 0.00 ft Slope Behind Wall 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads 1 Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning 1 Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity = 0.0 Ibs 0.0 Ibs 0.0 in Earth Pressure Seismic Load I Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning Sliding - 1.73 OK Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 350.0 psf/ft 125.00 pcf 0.00 pcf 0.450 12.00 in Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem = (Service Level) 0.0 #/ft 0.00 ft = 0.00 ft 1.00 0.0 psf Uniform Seismic Force = 42.000 Total Seismic Force = 287.000 Stem Construction - 1.33 Ratio < 1.5! Total Bearing Load 2,696 lbs ...resultant ecc. = 10.77 in Soil Pressure © Toe = 2,471 psf OK Soil Pressure © Heel = 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Sliding Calcs Lateral Sliding Force 1,018.1 Ibs less 100% Passive Force = 136.1 Ibs less 100% Friction Force = 1,213.3 Ibs Added Force Req'd = 0.0 Ibs OK ....forl5:151abj1jty = 1iL7ibNG NOTE: F . S . 1. 1 PER IBC SECTION 1807 . 2 . 3 , EXCEPTION ALLOWED FOR EQ Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 2,965 psf 0 psf 0.0 psi OK 15.7 psi OK 75,0 psi IBC 2012,ACI 1.200 1.600 1.600 1.000 1.000 Bottom 217,160p0 11714 06. Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 1 Design Height Above Ftg ft = Wall Material Above "Ht" = Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data Stem OK 0.00 Concrete LRFD 8.00 = # 4 12.00 Edge fb/FB + fa/Fa Total Force @ Section Service Level lbs = Strength Level Moment....Actual Service Level Strength Leve Moment Allowable Shear.....Actual Service Level psi = Strength Level psi = psi = Wall Weight psf Rebar Depth 'din = Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = 0.512 lbs = 1,260.0 ft-# = ft-# = 2,772.0 = 5,412.6 16.8 75.0 100.0 6.25 = Medium Weight = ASD psi = 2,500.0 psi = 60,000.0 SH66 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.4.43.6212 Title Retaining Wall Schedule Job # 6 Dsgnr: JR Description.... 6'-0" Retaining Wall W/ Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDF\Retaining Wall Calcs\Current\Co-04-06\Typical Det Page: Date: 29 JUL 2016 RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 License To : SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width = Key Depth = Key Distance from Toe = 0.33 ft 2.92 3.25 10.00 in 0.00 in 0.00 in 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 2,965 153 12 141 0.00 = 75.00 _ #4@12.00in _ #4@12.00in = None Spec'd Heel 0 psf 378 ft- # 2,666 ft-# 2,288 ft-# 15.68 psi 75.00 psi Other Acceptable Sizes & Spacings Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5 Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5 Key: No key defined Summary of Overturning & Resisting Forces & Moments Item .....OVERTURNING Force Distance Moment Force Ibs ft ft-# Ibs Heel Active Pressure = 817.2 2.28 Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 200.9 4.10 Total 1,018.1 O.T.M. Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1,861.3 823.7 2,685.0 = 1.73 2,696,3 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. RESISTING Distance ft Moment ft-# 1 Soil Over Heel = 1,690.0 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 600.0 Earth @ Stem Transitions = Footing Weighs = 406.3 Key Weight = Vert. Component = 2.12 0.17 0.66 1.63 3,588.4 398.0 660.2 Total = 2,696.3 Ibs R.M.= 4,646.6 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at ToD of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.127 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. SH67 Storm Water Detention Vault Structural Calculations NOTE: FOR THE VAULT REVISED LOCATION AS SHOWN IN THE REVISED CIVIL AND STRUCTURAL DRAWINGS, THE VAULT LID LOADING DID NOT EXCEED THE ORIGINAL CALCULATED LOADING AND WAS LESS IN SOME AREAS. NO REVISIONS TO THE VAULT CALCULATIONS HAVE BEEN MADE Swenson Say Faget, Inc. 2124 Third Avenue, Suite 100, Seattle WA 98121 Structural Engineering Ph: (206) 443-6212 Fax: (206) 443-4870 Design Criteria Lid Loading vehicle loading: HS-20 72,000 lb gross vehicle weight min cover depth: 2.5 ft max cover depth: 10.5 ft design live load: 150 psf Wall and Foundation Design Wall and foundation design is based on the following values derived from the geotechnical report by Hart Crowser: soil density: 125 psf at -rest soil pressure: 55 pcf EFD seismic surcharge: 12 H psf uniform allowbearing press: 2500 psf Project: Tukwila Fire Station 52 Date: Project #: TACOMA 934 Broadway. Suite 100, Tacoma. WA 98402 Design: SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 .Sheet: FAa 5/29/2019 00021-2018-01 RJA awanw SV1 Hollow -Core Lid Plank Review Design Criteria soil density: 125 pcf depth of cover: 10.5 ft plank clear span: 14.5 ft design live Toad: 150 psf design superimposed Toad: 1462.5 psf Vault Span - Load Charts plank simple span: 14.5 ft HS20-44 Design Chart: 150psf Surcharge Design Chart: minimum allowable soil cover: 0.50 ft minimum allowable soil cover: maximum allowable soil cover: 11.50 ft maximum allowable soil cover: minimum cover w/o knee walls: 0.50 ft minimum cover w/o knee walls: maximum cover w/o knee walls: 5.50 ft maximum cover w/o knee walls: 0.50 ft 11.50 ft 0.50 ft 7.00 ft Project: Tukwila Fire Station 52 SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 Cwit+ TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 Date: Project #: Design: Sheet: 5/29/2019 00021-2018-01 RJA SV2 2 Wall Design Lmeds-Levxl BackfiKU Design Criteria maximum cover depth: 11 ft at -rest soil pressure: 55 pcfEFD minimum cover depth: 2.5M active soil pressure: 35 pdEFD wm|| height: 7 ft hydrostatic pressure: 62.4 pnf maximum wall exposure: OM soil density: 125pd Load Combinations 0.9 M (soil pressure) + 1.4 F(hydrostatic pressure) 1.6 H(soil pressure) + 1.8 L(surchange*vhee|load) 1.0 M(soil pressure) + 1.0 L(ueiamio) Hydrostatic Pressure Check Mv= 1922ft-|bo due onfull height hydrostatic pressure Wmw= 1088ft-|bo due tnsoil 'pressure, with minimum cover CHECK RUPTURE STRESS OFCONCRETE, phiK0n=0.G(s)(Sm>(yc)^.5 wMn= 1753h'|bufor 8^uneinomoedwall (2T38M4bnfor 1O^cnncwall) Soil Pressure Check due toHG2OTruck loading: 11,nftmax cover depth: 1Opmfuniform (from truck LLonwalls chart) 2�5 ftmin cover depth: VVpsfuniform (from truck LLonwalls chart) total factored lateral load: 11.Oftmax cover depth: 9860pK 2.5hmin cover depth: 5520plf due \uuniform surcha,qe|oodinp: uniform surcharge: 150pxf equivalent lateral: 6Gpsfuniform total factored lateral load: 11.Oftmax cover depth: 10287plf due \oseismic activhv: seismic addition: E~ 12 Mpa/ seismic force: 04pexuniform total factored lateral load: 11�V#max cover depth: 6664pV Controlling lateral load = 10207p|f Controlling lateral load = 06 pnf Project: Tukwila Fire Station 52 Date: 5/29/2018 Project #: 00021'2018'01 Design: RJA sATrLE ,p^,"wAve, Suite m0, Seattle, wmm"m Sheet: nxom^ 934oro.*",,"v"100,Ta"°an",~w98402 Wall Design - Level Backfill Design Data soil density: 125 pcf at -rest soil pressure: 55 pcf soil cover depth: 11 ft controlling lateral load: 66 psf wall height: 7 ft Calculated Design Forces Wuniform= 726 Fsur = 5082 Ibs R top = 2990 Ibs Wbot-soil= 385 Fsoil = 1347,5 Ibs R bot = 3439 Ibs Ms total= 5657 ft-Ibs Load Factor == 1.6 Mu = Wall Design Msur = 4447 Msoil = 1210 9051 ft-Ibs wall thickness: 8 in rebar strength fy = 60 ksi rebar size: 6 conc strength fc = 3000 psi bar spacing: 12 in oc clear cover: 2 in d = 5.63 in rebar area: 0.44 sq-in d-a/2 = 5.19 in calc comp block == 0.87 in 9Mn = 10321 ft-Ibs Mu = 9051 ft-Ibs OK Anchorage at Top of the Wall rebar dowel size: 5 dowel strength fy= 60 ksi dowel spacing: 12 in conc strength fc = 3000 psi dowel area: 0.31 sq-in dowel brg length: 2 in shear capacity of dowel = 7363 pif Rutop = 4784 pif OK bearing capacity of dowel = 5250 pif Anchorage at Bottom of the Wall rebar dowel size: 6 dowel strength fy= 60 ksi dowel spacing: 12 in coef of friction = 0.6 smooth surface dowel area: 0.44 sq-in shear friction capacity of the footing -to -wall dowel = 13518 pif Rubottom = 5503 pif OK Project: Tukwila Fire Station 52 SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 Date: 5/29/2019 Project #: 00021-2018-01 Design: RJA Sheet: SV4 Footing Design Loads soil density: 125 pcf uniform surcharge: 100 psf soil cover: 7.67 ft live loading: HS-20 wall height: 7 ft plank weight: 90 psf perimeter wall cell width: 14.5 ft interior wall cell width left: 14.5 ft interior wall cell width right: 14.5 ft HS-20 Load Distribution to Perimter Foundation Truck Perpendicular to the perimeter wall wirear axle #2 directiv over a distance to axle #1 = 14ft total truck load to wall = 33103 Ibs distribution width at ftg = 37.34 ft Load @ base of wall = 887 ptf Truck Parallel to the perimeter wall w/ one wheel over wall & 2nd wheel on plank (incl axle 1&2 only) total truck load to wall = 50759 Ibs distribution width at ftg = 45.34 ft Load @ base of wall = 1120 pif HS-20 Load Distribution to Interior Wall Foundation Truck Perpendicular to the int. wall w/ rear axle #2&#1 centered over the wall & dist between axles = 14ft total truck load to wall = 33103 Ibs distribution width at ftg = 37.34 ft Load @ base of wall = 887 ptf Truck Perpendicular to the interior wall w/ rear axle #2 directly over wall & distance to axle #1 = 14ft total truck load to wall = 33103 Ibs left plank Load @ base of wall = 887 pif total truck load to wall = 33103 Ibs right plank Load @ base of wall = 887 plf distribution width at ftg = 37.34 ft Truck Parallel to the interior wall w/ one wheel over wall & 2nd wheel on plank (incl axle 1&2 only) total truck load to wall = 50759 Ibs left plank Load @ base of wall = 1120 plf total truck load to wall = 50759 Ibs right plank Load @ base of wall = 1120 pif distribution width at ftg = 45.34 ft Truck Parallel to the interior wall w/ the truck centered over the wall (incl axle 1&2 only) total truck load to wall = 50759 Ibs distribution width at ftg = 45.34 ft Load @ base of wall = 1120 pif Uniform Live Load Distribution to Wall Footings Perimeter Wall 725 pif Interior Wall 1450 plf Controling Live Loads to Footings Perimeter Wall 1120 pif Interior Wall 1450 plf Project: Tukwila Fire Station 52 Date: 5/29/2019 Project #: 00021-2018-01 Design: RJA : SEATTLE 2124 Third Ave, Suite 100, Seattle. WA 98121 Sheet: EiPTACOMA 934 BroaMay, Su4e 100, Tacoma,WA 98402 SV5 Footing Design Design Data allowable bearing pressure: 2500 psf perimeter wall cell width: soil desity: 125 pcf interior wall cell width left: soil cover: 7.67 ft interior wall cell width right: rebar strength fy: 60 ksi plank weight: 90 psf conc strength fc: 3000 psi wall thick: 8 in wall height: 8 ft Perimeter WaII Footing Design 14.5 ft 14.5 ft 14.5 ft Load Factor Wu Design live Toad 1120 pif 1.6 1791.2173 pif Soil Cover dead load 7590 pif 1.2 9108,125 pif Plank dead load 712,5 pif 1.2 855 pif Wall dead load 800 pif 1.2 960 pif 14 in total dead Toad 9103 plf 10923.125 plf Total live + dead Load 10222 pif 12714 pif Required Ftg Width 4.09 ft Selected Ftg Width 4.17 ft Selected Ftg Thickness Qu = 3049 psf Mu = 4678 ft-Ibs at face of wall Vu = 5341 pif at face of wall As regd = 0.10 sq-in/ft cpVn= 11732 pif at face of wall Asmin = 0.43 sq-in/ft 1.33 x As reqd = 0.13 sq-in/ft Interior Wall Footing Design L.F Wu 14 in _ Design live Toad 1450 plf '1.6 2320 pif Soil Cover dead Toad 13901.9 pif 1.2 16682 pif Plank dead load 1305 pif 1.2 1566 pif Wall dead load 800 pif 1.2 960 pif total dead load 16006.9 pif 19208 pif Total live + dead Load 17456.9 pif 21528 pif Required Ftg Width 6.98 ft Selected Ftg Width 7 ft Selected Ftg Thickness Qu = 3075 psf Mu = 154:20 ft-Ibs at face of wall Vu = 97:39 pif at face of wall As regd = 0.33 sq-in/ft cpVn= 11732 pif at face of wall Asmin = 0.43 sq-in/ft 1.33 x As regd = 0.44 sq-in/ft Project: Tukwila Fire Station 52 SEATTLE 2724 Third Ave, Suite 100, Seattle, WA 98721 CTACOMA 934 Broadway. Suite 100, Tacoma. WA 98402 Date: Project #: Design: Sheet: 5/29/2019 00021-2018-01 RJA SV6 Grating Beam Design Data curb height: 10 ft curb thickness; 8 in soil density: 125 psf beam width: 12 in beam span: 5 ft vehicle rear axle: 32 k Calculated Design Forces soil weight: 417 plf curb weight: 1000 plf beam self -weight: 156 plf wheel load: 16000 k Load Factor: DL 1.2 LL 1.6 Wu = 1888 plf Pu = 25600 Ib Flexural Design bar size: 6 top and bot bars: 3 area of steel: 1.33 sq-in depth to reinf (d): 10.13 in comp block (a): 2.60 in d - a/2: 8.83 in cliMn = 52636 ft-Ibs Mu = 37898 ft-lbs Shear Design tie reinf size: 4 area of steel: 0.20 depth to reinf (d): 10.50 max spacing: 5.25 in reinf spacing: 5 in cl)Vc = 5176 Ibs <Ws = 37109 Ibs (1)Vc +0Vs = 42285 Ibs Vu = 30319 lbs Project: Tukwila Fire Station 52 SEATTLE 2124 Third Ave. Suite 100, Seattle. WA 98121 / TACOMA 934 Broadway, Suite 100, Tacoma, WA 99402 Date: Project #: Design: Sheet: 5/29/2019 00021-2018-01 RJA SV7 Curb Reinforcing Design Data top of footing to inside top of vault: 7 ft curb height: top of footing to finished grade: 19 ft curb horz reinf size: soil pressure EFW: 55 pcf curb horz reinf spacing: controlling lateral surcharge: 66 psf depth to center of reinf: grating span: 10 ft curb thickness: Calculated Design Forces 11 ft 5 8 in o/c 4 in 8 in Fbot of curb = 671 Of Mu horz curb = 8388 ft-lbs Fbot of wall = 1111 Of 9Mriciiit = 10323 ft-Ibs Rtop of wall = 4165 Plf Load Factor 1.6 Wu = 6665 pif Mu horzwag = 83307 ft-Ibs curb self -supported Project: Tukwila Fire Station 52 / SEATTLE 2124 Thlra Ave, Suite 100, Seattle, WA 98121 TA COMA 934 Broadway, Suite 100. Tacoma. WA 98402 Date: Project #: Design: Sheet: 5/23/2018 02291-2013-02 RJA SV8 Header Design Header Overburden & Uniform Loads Lid weight 90 psf Soil Desity 125 pcf Soil Cover depth over lid 11 ft Plank design clear span left '14.5 ft Plank design clear span right 14.5 ft Design Uniform Live Load 150 psf Lid tributary width to header 14.5 ft Uniform service load to header 23418 plf Uniform factored load to header 28971 plf Truck Wheel Loads to Header Load Factors LL 1.6 DL 1.2 Truck type HS20 Axle Load 32000 Ibs Wheel Spacing 8 ft Cover depth 11.0 ft Axle assumed centered over & perpendicular to header distribution width 22.50 ft opening width distribution length 31.00 ft length ea side of hdr uniform load @ top of plank 46 psf wheel load to header from left span 331 plf wheel load to header from right span 331 plf Total wheel load to header 662 plf Factored wheel load to header 1059 plf Design Loads & Forces in Header 4.00 ft 15.50 ft Service 24.1 klf Factored 30.0 klf Critical section for shear is at 0.6 feet from the face of the support Design Vu = 42 k Design Mu = 60 k-ft Project: Tukwila Fire Station 52 SEATTLE 2124 Third Ave. Suite 100, Seattle, WA 98121 *);TRUCTU..........h TACOMA 934 Broadway, Suite 100, Tacoma. WA 98402 Date: Project #: Design: Sheet: 5/29/2019 00021-2018-01 RJA q \ /Q Header Design Header Data Header width 8inohoa Concrete Strength 3000poi Haadaropan 4.00ft Header depth 22inches d= 19.00inchem |n/d ratio 2.53 Deep Beam |im|t|n/d < 5.0 Min shear steel ( Area / spacing )ratio 0.012 Min Raborspacing Max spacing ofshear steel 4.4inohem # 3 @ 9.17 #4 @ 16.67 K8inho[iz steel / Area / spacing )ratio 0.02 #4@ 10.00 Max spacing ofhorzonba|steel 7.333333inohes # 5 @ 15.50 Review shear capacity mf header Reinforcing yield strength 60 ksi Shear reinforcing area 0.20 sq in Hocc nainforao 0.31 aq in spacing Gin Horzroinfspacing 12|n Re|nfshear capacity Ws 31 k CVnc shear capacity 4)Vc 14k Total Shear Capacity 46k Factored shear Vu 42k K8axWn @ |n/d <2 57 k Max Wn@ 2«|n/d< 5 8877k Review flexural capacity of header min Aabased on2O0bvvd/fv D.5OGGG7oqinches min Aabased oneq1O-3 U.42aqinches Asreqdbased unbending model 0.7gsqinches - Provide (3)~#Gabove opng Aanaqdbmsedonda-ntrutmode| assume Vuimfocused @ the center ofthe header then Tu= 66.63h Aoreqd= 1.23 sqinchma Project: Tukwila Fire Station 52 Date: Project #: Design: SEAnLE 2124mird Ave, Suite moSeattle, wmemz Sheet: new zo�x Broadway, Suite moTacoma "myu:0z ' 5/28/2019 00821-2018-01 RJA SV1 0 Seismic Analysis Vault Geometry VALL1 LCN;IH (L) ne v o s i x vault length: vault width: soil cover: Structure ._-,ems. ,_ _.........._ ,. ...._.. s-,....�.. ._.-, ..W.� .,... 62 ft soil density: 125 pcf wall 50 ft wall thickness: 8 in vert 9 ft number of cells: 4 vert reinf Dead Load Tributary to the Lid height: 8 ft fc: 3000 psi reinf: 6 fy: 60 ksi spacing: 12 " o/c weight of soil: 3488 k weight of lid: 279 k weight of walls: 164 k total structure dead load: 3931 k Seismic Review: Site Zip Code: 98188 IBC Site Class: D Design Spectral Response Accel (Sds): 1.172 Response Modification Factor: 4.0 for Ordinary Reinforced Concrete Shear Walls 1.2(Sds)/R = 0.352 V = 1382 k shear distributed over 90% of shortest length Shear capacity of concrete: of wall (d assumed to be 90% of vault width): Tvc = 6.31 klf v = 15.36 klf Shear capacity of reinforcing: tpvs = 15.90 klf cpvc + q vs = 22.21 klf OK Project: Tukwila Fire Station 52 Date: 5/29/2019 Project #: 00021-2018-01 �jr�r/^�n]_'��[`♦/'' Design: RJA wwl TACOMA 934 Broadway. Suite 100, Tacoma, WA 98402 Lj SEATTLE 2124 Third Ave, Suite 100. Seattle, WA 98121 Sheet: SV11 Appendix: HS20-44 Loading Front Axle: Rear Axle #1: Rear Axle #2: 8,000 Ib HS20-44 32,000 lb 6,000 bf ttSIS-44 24,000 lb 0,4W HS20-44 72,000 Ibs 8,000 Ibs 32,000 Ibs 32,000 Ibs 32,000-Ib axle 24,000-Ib axle heel weight of first two axles V • variable, vse spacing which produces maximum stress For deion of slabs, centerline of wheel to be 1 ft from Curb Some os corresponding H-lruck Project: Tukwila Fire Station 52 SEATTLE 2124 Third Ave. Suite 100, Seattle, WA 98121 TACOMA 934 Broadway. Suite 100. Tacoma, WA 98402 Date: 5/29/2019 Project #: 00021-2018-01 Design: RJA Sheet: SV12 Appendix: MO Truck Loading on Walis 12 10 Li . 6 0 HS 20 4 4 TRUCK VE OAD ON WALLS *: .• • • • •F•••4 • r • i'410 lemma, ..• . • • ...V .1 *** ••• • "1"' 1 1 a 4 0 •9 IP. HS20 Load on walls: 11maximum cover: 10 psf 2 5' minimum cover: 90 psf A -4 100 200 300 400 500 AVERAGE UNIFORM HORIZONTAL LOAD ws,t psf.) 11.11111111111. 1•1141111114•41 14.41.41414114 ruorrawai Inummemon• 4 600 • Project: Tukwila Fire Station 52 SEATTLE 2124 Thad Ave, Suite 100, Seattle, WA 98121 TACOMA 934 Broadway, Suite 100, Tacoma. WA 98402 Date: 5/29/2019 Project #: 00021-2018-01 Design: RJA Sheet: SV13 Appendix: 150psf Uniform Design Charts 12 11 o 10 9 O. in 7 •••• 6 0 5 1 o 4 CO 0 I— 3 z 2 0 14 16 18 20 22 24 26 28 30 32 SIMPLE SPAN (ft) CONCRETE TECHNOLOGY CORPORATION 121/2" HOLLOW CORE SLAB 150 PSF Notch° 1- i of Filled Voids at each end of each ,. required slab, pcf) , 1 . .... _. --- .. 1 -i- f I I Vent .. .. = Number for 2'-0" , ..„0 .. ' . S 3- + .. 11 1 .„ . . „ 1 1 Strands (7,,, = 125 I 11 Strands (y.,„, = 135 pcf) . , ' . , r <nee jotymit 3 • 1 - U , e i + . 36 38 GENERAL NOTES; 11 A minimum cover depth of six inches OR a three inch thick cast In place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole openings, assuming void fill concrete Pc = 3.000 psi. Points falling outside this envelope require knee wails to support the slabs at manhole openings. 4,) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soll cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 14%0. 8,) The values shown on this chart are in compliance with IBC 2003 & ACI 318-05, 9.) The Vent Notch envelope represents the maximum span and height of soil cover that can be supported by slabs with 61/2" standard notches in adjacent slabs to accommodate 12" diameter vents, assuming void fill concrete fc = 3,000 psi, Refer to Detall 3 on page 15 of this brochure for vent notch details. Project: Tukwila Fire Station 52 SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 Date: 5/29/2019 Project #: 00021-2018-01 Design: RJA Sheet: SV14 Appendix: HS20 LL Design Charts = 120 PCF U.N.0 uJ 0 (.) 0 0 0 12 11 CON RETE TECHNOLOGY ORP RATION 121/2" HOLLOW CORE SLAB HS20-44 i ‘ . % . = Number for 2.-0" . of Filled at each i Voids end of each T ..:__— i Notcha required slab. - .1- .. — . ., ,. •... 0 Vent • • 1 • -1- --i- 11 Strands i 111. kilqw Knee ,• [11 16.. Strands(:11 Strands "h._ tibb. ,, = 125 pcf) (y.oir = 135 pcf) f--- L___. I .... , . _ • f El WaII3 . • ....; 10 • 9 8 7 6 5 • 4 3 2 1 0 14 16 18 22 24 26 28 30 32 30 36 38 SIMPLE SPAN (ft) GENERAL NOTES: 1.) A minimum cover depth of six inches OR a three inch thick cast in place concrete lopping slab is required, 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole openings, assuming void fill concrete fc = 3,000 psi. Points falling outside this envelope require knee walls to support the slabs at manhole openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf, 7.) Minimum span length = 14°•0". 8.) The values shown on this chart are in compliance with IBC 2003 & ACI 318-05. 9.) The Vent Notch envelope represents the maximum span and height of soil cover that can be supported by slabs with tVA" standard notches in adjacent slabs to accommodate 12" diameter vents, assuming void fill concrete fc = 3,000 psi. Refer to Detail 3 on page 15 of this brochure for vent notch details. Project: Tukwila Fire Station 52 SEATTLE 2124 Tho'd Ave, Sfate100. Seattle, WA 98121 TACOMA 934 Broadway. Sane 100, Tacoma, WA 98402 Date: 5/29/2019 Project #: 00021-2018-01 Design: RJA Sheet: SV15 Additional Site Retaining Walls Structural Calculations Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Page: Job # 10 Dsgnr: JR Date: 29 JUL 2016 Description.... 3'-0" Retaining Wall W/ Seismic This Wall in File: F:\TYPICAL DETAILS \Concrete‘PDF \Retaining Wall Calcs\Current\Co-04-06\Typical Det RetainPro (c) 1987-2015, Build 11.15.4.22 License: KW-06052576 License To : SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2015, ACI 318-14 Retained Height 3.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Multiplier Used = 7.000 (Multiplier used on soil density) • Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable Soil Pressure Less Th ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Sliding Calcs Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req'd ....for 1.5 1 Stabilit NOTE: F . S . 1. 1 PER IBC SECTION 1807.2.3, EXCEPTION ALLOWED FOR EQ Vertica componen o c ive atera soi pressure IS NOT considered in the calculation of soil bearing Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Passive Pressure 350.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe 0.00 pcf FoolingliSoil Friction 0.450 Soil height to ignore for passive pressure 12.00 in Lateral Load Applied to Stem Lateral Load 0.0 #/ft ...Height to Top 0.00 ft ...Height to Bottom 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 21.000 Total Seismic Force = 77.000 Stem Construction 1.33 Ratio < 1.5! 1.16 Ratio < 1.5! 606 Ibs 6.37 in 1,847 psf OK 0 psf OK 2,667 an Allowable 2,217 psf 0 psf 1.5 psi OK 3.6 psi OK 75.0 psi 289.2 Ibs 63.2 lbs 272,7 Ibs 0.0 lbs OK 97.9 Ibs NG Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015, ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment,...Actual Service Level Strength Leve Moment Allowable Shear.....Actual Service Level Strength Level Shear.....Allowable Wall Weight Rebar Depth 'd' Masonry Data 1 Bottom Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Bar Lap/Emb 0.00 = Concrete = LRFD 8.00 # 4 18.00 Edge 0.095 lbs = lbs = 315.0 ft-# = ft-# 346,5 = 3,655.6 psi = psi= 4.2 psi= 75.0 psf = 100.0 in = 6.25 fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = = Medium Weight = ASD psi = 2,500.0 psi = 60,000.0 RW1 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Job # 10 Dsgnr: JR Description.... 3'-0" Retaining Wall W/ Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDF\Retaining Wall Calcs\Current\Co-04-06\Typical Det Page: Date: 29 JUL 2016 RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 License To : SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2015, ACI 318-14 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0.42 ft 1.08 = 1.50 8.00 in = 0.00 in = 0.00 in = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ Top 2.00 @ Btm = 3.00 in Footing Design Results Toe Heel Factored Pressure - 2,217 0 psf Mu' : Upward - 151 0 ft-# Mu' : Downward - 17 49 ft-# Mu: Design - 134 49 ft-# Actual 1-Way Shear = 1.46 3.60 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings NOTE: K,/M = 0.22 5" id, + 3" COVER = 8" OK BY INSPECTION Toe: #4@ 13.89 in, #5@ 21.53 in, #6@ 30.56 in, #7@ 41.67 in, #8@ 54.86 in, #9@ 6 Heel: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Key: No key defined of Overturning & Resisting Forces & Moments Item .....OVERTURNING..... Force Distance Moment Ibs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Seismic Earth Load = Total 235. 1.22 287.6 53.9 2.20 289.2 O.T.M. Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 118.6 = 1.33 606.0 Ibs 406.1 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel = 156.1 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 300.0 Earth @ Stem Transitions = Footing Weight = 149.9 Key Weight = Vert. Component = 1.29 0.21 0.75 0.75 201.5 224.8 112.4 Total = 606.0 Ibs R.M.= 538.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.103 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil, RW2 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Job # 8 Dsgnr: JR Description.... 4'-0" Retaining Wall WI Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDF\Retaining Wall Calcs\Current\Co-04-06\Typical Det Page: Date: 29 JUL 2016 RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 License To : SWENSON SAY FAGET Criteria Retained Height 4.00 ft Wall height above soil 0.00 ft Slope Behind Wall 0.00:1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Cantilevered Retaining Wall Design Code: IBC 2015, ACI 318-14 Earth Pressure Seismic Load Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable Soil Pressure Less Tha ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Sliding Calcs Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req'd ....for 1.5 : 1 Stability NOTE: F.S. 1.1 PER IBC CTION 18 0 7 .2.3, EXCEPTION ALLOWED FOR EQ Vertica componen o ac ive a era soi pressure IS NOT considered in the calculation of soil bearing Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Fnction Soil height to ignore for passive pressure 350.0 psf/ft =".." 125.00 pcf 0.00 pcf 0.450 12,00 in Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem = (Service Level) 0.0 #1ft 0.00 ft 0.00 ft 1.00 0.0 psf Uniform Seismic Force = 28.000 Total Seismic Force = 130.667 Stem Construction 1 1.55 OK 1.19 Ratio < 1.5! 1,110 lbs 7.51 in 1,774 psf OK 0 psf OK 2,667 psf n Allowable 2,129 psf 0 psf 1.4 psi OK 10.6 psi OK 75.0 psi Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 472,6 Ibs 63.2 Ibs 499.6 Ibs 0,0 lbs OK 146.1 lbs NG IBC 2015, ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment....Actual Service Level Strength Leve Moment.....Allowable Shear.....Actual Service Level Strength Leve Shear.....Altowable Wall Weight Rebar Depth 'd' Masonry Data Bottom Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio • 0.0lbs 0.00 ft • 0.00 in • 0.00 ft Line Load 0.0 ft = 0.300 1 Bar Lap/Emb ft= 0.00 = Concrete = LRFD 8.00 # 4 18.00 Edge 0.225 Ibs Ibs = 560.0 ft-# = ft-# = 821.3 = 3,655.6 psi= psi = psi = psf = in = 7.5 75.0 100.0 6.25 fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = = Medium Weight = ASD psi = 2,500.0 psi = 60,000,0 RW3 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Job # 8 Dsgnr: JR Description.... 4'-0" Retaining Wall W/ Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDF\Retaining Wall Calcs\Current\Co-04-06\Typical Det Page: Date: 29 JUL 2016 RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 License To : SWENSON SAY FAGET Cantilevered Retaining Wall Design Code IBC 2015, ACI 318-14 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0.42 ft 1.67 2.09 8.00 in 0.00 in 0.00 in 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm. 3.00 in Footing Design Results 1 I awl Factored Pressure = 2,129 0 psf Mu' : Upward = 164 1 ft-# Mu' : Downward - 17 362 ft-# Mu: Design = 147 361 ft-# Actual 1-Way Shear = 1.42 10.58 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings NOTE: M„/Mo m 0.22 5" l,h + 3" COVER = 8" OK BY INSPECTION Toe: #4@ 13.89 in, #5@ 21.53 in, #6@ 30.56 in, #7@ 41.67 in, #8@ 54.86 in, #9@ 6 Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Summary of Overturning & Resisting Forces & Moments 1 Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = OVERTURNING Force Distance Moment Ibs ft ft-# Total 381.1 1.56 91.5 2.80 472.6 O.T.M. Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 592.8 256.1 = 1.55 1,110.3 Ibs 848.9 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 Earth @ Stem Transitions = Footing Weighs = 208.6 Key Weight = Vert. Component 501.7 1.58 0.21 0.75 1.04 794.8 299.7 217.6 Total = 1,110.3 Ibs R.M.= 1,312.1 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 Horizontal Defl @ Top of Wall (approximate only) 0.095 The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. pci in RW4 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Page: Job # 6 : Dsgnr: JR Date: 29 JUL 2016 Description.... 6.-0" Retaining Wall WI Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDF\Retaining Wall Calcs\Current\Co-04-06\Typical Det RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 License To : SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2015, ACI 318-14 Criteria 1 Retained Height 6.00 ft Wall height above soil 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft [Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity = 0.0 Ibs 0.0 Ibs 0.0 in Earth Pressure Seismic Load Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning Sliding Soil Data 1 Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 0.00 pcf FootinglISoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in [Lateral Load Applied to Stem I Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem (Service Levell) 0.0 #/ft 0.00 ft 0.00 ft 1.00 0.0 psf Uniform Seismic Force = 42.000 Total Seismic Force = 287.000 Stem Construction 1 1.73 OK 1.33 Ratio < 1.5! Total Bearing Load = 2,696 Ibs ...resultant ecc. = 10.77 in Soil Pressure @ Toe = 2,471 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 2,965 psf ACI Factored @ Heel 0 psf Footing Shear @ Toe 0.0 psi OK Footing Shear @ Heel = 15.7 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,018.1 Ibs less 100% Passive Force = - 136.1 Ibs less 100% Friction Force = - 1,213.3 lbs Added Force Req'd ....for 1,5 'I Stability = NOTE : P S k 1 . 1 PER IBC SECTION 18 0 7 . 2 . 3 , EXCEPTION ALLOWED FOR EQ 0.0 lbs OK _177.7__Ibs NO Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015, ACI 1.200 1.600 1.600 1.000 1.000 Bottom 240*6 Adjacent Footing Load Adjacent Footing Load = Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 1 Design Height Above Ftg ft = Wall Material Above "Ht" = Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment....Actual Service Level Strength Leve Moment Allowable Shear Actual Service Level Strength Level ShearAllowable Wall Weight Rebar Depth 'd' Masonry Data Ibs = lbs = Stem OK 0.00 Concrete LRFD 8.00 # 4 12.00 Edge 0.512 1,260.0 ft-# = ft-# = 2,772.0 = 5,412.6 psi = psi = psi = psf = in = 16.8 75.0 100.0 6.25 fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = = Medium Weight = ASD psi = 2,500.0 psi = 60,000.0 RW5 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Job # 6 : Dsgnr: JR Description.... 6'-0" Retaining Wall W/ Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDF\Retaining Wall Calcs\Current\Co-04-061Typical Det Page: Date: 29 JUL 2016 RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 License To : SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2015, ACI 318-14 Footing Dimensions & Strengths Toe Width 0.33 ft Heel Width = 2.92 Total Footing Width = 3.25 Footing Thickness = 10.00 in Key Width 0.00 in Key Depth 0.00 in Key Distance from Toe 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in 1 Footing Design Results IQ Heel Factored Pressure 2,965 0 psf Mu' : Upward 153 378 ft-# Mu' : Downward = 12 2,666 ft-# Mu: Design 141 2,288 ft-# Actual 1-Way Shear = 0.00 15.68 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 12.00 in Heel Reinforcing = # 4 @ 12.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5 Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5 Key: No key defined Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure = 817.2 2.28 Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Seismic Earth Load = 200.9 4.10 Total 1,018.1 O.T.M. Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1,861.3 823.7 2,685.0 = 1.73 2,696.3 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. RESISTING..... Force Distance Moment Ibs ft ft-# Soil Over Heel = 1,690.0 Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) = 600.0 Earth @ Stem Transitions= Footing Weigh' = 406.3 Key Weight Vert. Component 2.12 0.17 0.66 1.63 3,588.4 398.0 660.2 Total = 2,696.3 lbs R.M.= 4,646.6 " Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. LTilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0,127 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because_the wall would then tend to rotate into the retained soil. RW6 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Page: Job # 4 Dsgnr: JR Date: 29 JUL 2016 Description.... 8'-0" Retaining Wall W/ Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDF\Retaining VVall Calcs\Current\Co-04-06\Typical Det RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 License To : SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2015, ACI 318-14 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 8.00 ft 0.00 ft 0.00 : 1 6.00 in 0.o ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 Ibs 0.0 in Earth Pressure Seismic Load Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning Sliding Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingIlSoil Friction Soil height to ignore for passive pressure 350.0 psf/ft 125.00 pcf = 0.00 pcf 0.450 12.00 in Lateral Load Applied to Stem I Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased 1.00 by a factor of 0.0 #/ft 0.00 ft = 0.00 ft Wind on Exposed Stem = (Service Level) 0.0 psf Uniform Seismic Force = 56.000 Total Seismic Force = 504.000 1.77 OK 1.20 Ratio < 1,5! Total Bearing Load = 4,216 lbs ...resultant ecc. = 12.99 in Soil Pressure @ Toe = 2,493 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,992 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = Footing Shear @ Heel = Allowable Sliding Calcs Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = 7.4 psi OK 21.9 psi OK 75.0 psi 1,770.3 Ibs 218.8 Ibs 1,897.4 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1,5 : 1 Stabiles = 539.3 Ibs_NG NOTE: F.S. Z 1.1 PER IBC SECTION 1807.2.3, EXCEPTION ALLOWED FOR EQ Vertical component of active lateral sod pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Stem Construction Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data IBC 2015, ACI 1.200 1.600 1.600 1.000 1.000 fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment....Actual Service Level Strength Leve Moment.....Allowable Shear.....Actual Service Level Strength Level Shear.....Allowable Wall Weight Rebar Depth 'd' Masonry Data Bottom Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist = Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 0.300 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 1 ft= Stem OK 0.00 Concrete LRFD 8.00 # 5 12.00 Edge Ibs = Ibs = 0.809 2,240.0 ft-# = ft-# = 6,570.7 = 8,121.3 psi = psi = psi = psf = in = fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = 30.2 75.0 100.0 6.19 = Medium Weight = ASD psi = 2,500.0 psi = 60,000,0 RW7 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Page: Job # 4 Dsgnr: JR Date: 29 JUL 2016 Description.... 8'-0" Retaining Wall W/ Seismic This Wall in File: F:\TYPICAL DETAILS \Concrete\PDF\Retaining Wall Calcs\Current\Co-04-061Typical Det RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 License To : SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2015, ACI 318-14 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1.00 ft 3.42 4.42 12.00 in 0.00 in 0.00 in 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ Top 2.00 @ Btm. 3.00 in Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Footing Design Results Isg 2,992 1,348 128 1,221 7.39 = 75.00 = #5@12.00in = #5@12.00in = None Spec'd 1 Brat 0 psf 744 ft-# 5,231 ft-# 4,486 ft-# 21.91 psi 75.00 psi Other Acceptable Sizes & Spacings Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Heel: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Key: No key defined Summa of Overturning & Resisting Forces & Moments Item .....OVERTURNING RESISTING Force Distance Moment Force Distance Moment Ibs ft ft-# Ibs ft ft-# Heel Active Pressure - 1,417.5 3.00 Surcharge over Heel Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 352.8 5.40 Total 1,770.3 O.T.M. Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 4,252.5 1,905.1 6,157.6 = 1.77 4,216.3 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weight = Key Weight Vert. Component = 2,753.3 3.04 8,379.3 0.50 800.0 1.33 1,066.7 663.0 2.21 1,465.2 Total = 4,216.3 Ibs R.M.= 10,911.2 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0,125 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil, RW8 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA98121 p: 206.443.6212 Title Retaining Wall Schedule Page: Job # 2 Dsgnr: JR Date: 29 JUL 2016 Description.... 10'-0" Retaining Wall W/ Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDF\Retaining Wail Calcs\Current\Co-04-06\Typical Det RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 License To : SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2015, ACI 318-14 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 10.00 ft 0.00 ft 0.00 : 1 6.00 in 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 0.0 Ibs 0.0 lbs 0.0 in Earth Pressure Seismic Load Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning Sliding 2.08 OK 1.29 Ratio < 1.5! Total Bearing Load = 7,080 Ibs ...resultant ecc. = 13.72 in Soil Pressure @ Toe - 2,430 psf Soil Pressure @ Heel = 0 psf Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe Footing Shear @ He& Allowable = Sliding Calcs Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ....for 1.5 : 1 Stability = OK OK 2,917 psf 0 psf 7.5 psi OK 20.1 psi OK 75.0 psi 2,877.9 lbs 525.0 Ibs 3,186.0 Ibs 0.0 Ibs OK 605.9 Ibs NG NOTE: F.S. Z1.1 PER IBC SECTION 1807.2.3, EXCEPTION ALLOWED FOR EQ Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015, ACI 1.'luo 1.600 1.600 1.000 1.000 Soil Data Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure = 2,667.0 psf Method = 35.0 psf/ft 350.0 psf/ft 125.00 pcf 0.00 pcf 0.450 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to To - 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 70.000 Total Seismic Force = 805.000 1 21171840. Adjacent Footing Load 1 Stem Construction 1 Bottom Stem OK Design Height Above Fto ft= 0.00 Wall Material Above "Ht" = Concrete Design Method = LRFD Thickness = 8.00 Rebar Size # 7 Rebar Spacing = 12.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment....Actual Service Level Strength Leve Moment.....Allowable Shear.....Actual Service Level Strength Level Shear.....Allowable Wall Weight Rebar Depth 'd' Masonry Data Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.979 Ibs = Ibs = 3,500.0 ft-# = ft-# = 12,833.3 = 13,107.2 psi = psi = psi = psf = in = 52.4 75.0 100.0 5.56 fm Fs Solid Grouting Modular Ration' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = = Medium Weight = ASD psi = 2,500.0 psi = 60,000.0 RW9 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Job # 2 ; Dsgnr: JR Description.... 10'-0" Retaining Wall W/ Seismic This Wall in File: FATYPICAL DETAILS\Concrete\PDF\Retaining Wall Calcs\Current\Co-04-06\Typical Det Page: Date: 29 JUL 2016 RetainPro (c) 1987-2015, Build 11,15.4.22 License : KW-06052576 License To : SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2015, ACI 318-14 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1.75 ft 4.42 6.17 18.00 in 0.00 in 0.00 in 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0,0018 Cover @ Top 2.00 @ Btm.= 3.00 in I [ Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Footing Design Results IQt 2,917 4,019 528 3,491 7.51 75.00 # 7 @ 12.00 in # 6 @ 12.00 in None Spec'd 1 Hui 0 psf 3,306 ft-# 12,467 ft-# 9,161 ft-# 20.08 psi 75.00 psi Other Acceptable Sizes & Spacings Toe: #4@ 6.17 in, #5@ 9.57 in, #6@ 13.58 in, #7@ 18.52 in, #8@ 24.38 in, #9@ 30. Heel: #4@ 6.17 in, #5@ 9.57 in, #6@ 13.58 in, #7@ 18.52 in, #8@ 24.38 in, #9@ 30. Key: No key defined Summary of Overturning & Resisting Forces & Moments Item Force Ibs OVERTURNING..... Distance Moment ft ft-# Heel Active Pressure 2,314.4 3.83 Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Seismic Earth Load = 563.5 6.90 Total 2,877.9 O.T.M. Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 8,871.8 3,888.2 12,759.9 = 2.08 7,079.9 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. RESISTING__ Force Distance Moment Ibs ft ft-# Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions= Footing Weighl Key Weight Vert. Component 4,691.7 1, 00 0 .0 1,388.3 4.29 20,142.9 0.88 2.08 2,083.3 3.09 4,282.8 Total = 7,079.9 lbs R.M. 26,509.0 " Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.109 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil, RW10 Structural Calculations For: Tukwila Fire Station 52 Phase 1 Permit Site Shoring and Storm Water Detention Vault Tukwila, WA Client: Weinstein AU Submitted: June 3, 2019 Swenson Say Faget, Inc. 2124 Third Avenue, Suite 100, Seattle WA 98121 DIR-ONO Structural Engineering Ph: (206) 443-6212 Fax: (206) 443-4870 I-4 'TuVev-qt-A, s(ie $14011-4-46 P A-P4 TFT-- 5 Pe- H C 4-2- CC rsf ( fe • A- -I ( op, ‘). rn 0 -1) A`C-Ti qE kc-TS o ki6 r- (LE; 5 0 %AFT. 6.-.-46,0/A-7-10 J arssi4 I 9 2-g7 o toff/204 50 rsf TRAT--C-tc (c 0,446 T (Leer pct.( bf4t1 P7A) A--t--Tv ec c(c---rer) pi LE r) , 2 , / y CZ> 5 Cr— Fc-t XL-1743— C.0 e7a- s et-eriaL r7 / 0 irA, F c-o tA)A%-t...s qectr6Df4A-P-{r 12-A-F E c 5 "-C 01-JZ 47F Ge-- ,6,15 Acc*--i -rt) rt-t STRUCTURAL ENGINEERING U tki 1.rrt S t (r • PROJEC 9 DATE O.0O2-1 tag 0 1 _ Priai .‘71/••• N ri! c* • cy U., (r) (,) Ln CV 0 0 .-r CI CO • Cfl < rt; L93 a c") , C.:7! 0 • LI LLI CO I— SWENSON SAY FAGET SH1 Pasahre Ac0velPaseive Earth Earth Pressure Pressure Uniform Surcharge Pressure Cantilever Soldier Pile and SIngie•Braced Wall Recommended Lateral Earth Pressures 4— .-. .- 444 Dynamic Inertial Increment TFIc A (Above GWr) A' (Below GWT) T e (Above GWT) B (Below GWT) 0 E Active 25 pd 14 pd 50pa1 71H At•Rest 41pc( 23pd 50ps1 12'H Passive 450 pcf 250 pcf Notes: 1. All earth pressures ere In unite of pounds per square fool, 2, Minimum recommended embedment (Z)la 10 feet 3. Passive pressures are allowable values and include a 1,5 factor ofsafety, 4, Passive pressure acts over 2.5 Omer the concreted diameter of Ore sddler pile or the pile spacing, whichever b less. 5, Apparent earth pressure and surcharge act over the pile spacing above the base of the excava0on, 8. Active pressure ads over the pHs dlemeter below the excava0on, 7, Additional surcharge from footings, large stockpiles, heavy equipment, etc, must be added to these pressures. 8. These pressures assume a backelope of no greater then 7'. 9, All dimensions are In feet 10. Diagrams are not to scale. hpFurb o,4Ly AT ?f1¢ MMsEsJ T Passive Earth Apparent Pressure Eerth Pressure Multiple Braced Wall M*H (H•113'H1.113'Hn+1) 4- 444 4- .-- 44. 444 Uniform Surcharge Pressure Recommended Venues of M AcOve 15"H At•Rest 28'H Legepd H Total Height of Excava0on, Feel HI Depth to Uppermost Tieback Feet H Height Between Tiebacks, Feet H" Distance from Base of Excavation to towermoet Tieback F IMm Embedment Depth, Feet A,B,C, ,,. Earth Pressure Factors, See Table -_.-..- No -Load Zone 1 Groundwater Table (GWT) p Backstops Inclination (Degrees) Dynamic Inertial Increment Tukwea Fire Stern 52 TUk* L Washington Temporary end Permanent Leterel Earth Pressures for Excavation 1e2010t 10116 6 piles are 24' diameter with W18ple,typ PZ BW 124,55 WALL # { CONCRETE) 125,1(12,9}, 112,86 1141126,2 (9.2) BW 115,36 PS W/ SOLID LID RIM 111.50 IE 103.40 12" N) IN SIE 103.40 12" S OUT 1;11 It. 1ZU.y (1z N) IE 120.9 (24" W) IE 120.9 (12" SE) - PLUG IE 120.9 (12" S) - INSTALL ~ 23 LF 12" SD - - - @ 72.9% r 25,1(143') B6 10,94 Fg 10,8 1W 15.1(14,T) BW 130,91 13 7 2% " T MPORARY CONS T UCTION EASEM:NT F MEANDERS ALONG PL -4" FOOTING DRAIN 1 REBAR AND CAP) "LS 375909 Tukwila Site Shoring Pile Schedule Min. Total Finish Auger Pile Pile Est. Pile Pile TOW (ft) Grade (ft) BW (ft) Retained Ht (ft) Dia (in) Pile Section Height (ft) Embed (ft) Length (ft) P1 132.5 132.5 124,6 7.9 24 W18x3S 8.0 12 20.0 P2 132 131.5 124.0 7.5 24 W18x35 8.0 12 20.0 P3 131 130.3 122.3 8.1 24 W18x35 8.8 12 21.0 P4 130 129.2 121.0 8.2 24 W18x35 9.0 12 21.0 P5 129 128.0 118.0 10.0 24 W18x3S 11.0 14 25.0 P6 128 127.2 116.0 11.2 24 W18x50 12.0 16 28.0 P7 125,7 125.0 112.8 12.2 24 W18x86 12,9 16 29.0 P8 125.7 125.0 112.5 12.5 24 W18x86 13.2 16 30.0 P9 125.7 125.0 112.3 12.7 24 W18x86 13,4 16 30.0 P10 125.7 125.0 112.2 12.8 24 W18x106 13.5 19 33.0 P11 125.7 125.0 111.0 14.0 24 W18x106 14.7 19 34,0 P12 125.7 124.5 111.0 13.5 24 W18x106 14,7 19 34.0 P13 125.7 124,0 111.0 13.0 24 W18x86 14.7 18 33.0 P14 125.7 123.0 111.0 12.0 24 W18x50 14.7 16 31.0 P15 125.7 122.5 111.0 11.5 24 W18x50 14.7 16 31.0 P16 125.7 121.8 111.0 10.8 24 W18x35 14.7 14 29.0 P17 125.7 122.0 111.0 11.0 24 W18x35 14.7 14 29.0 P18 125.7 121.0 111.0 10.0 24 W18x35 14.7 14 29.0 P19 122 120.8 111.0 9.8 24 W18x35 11.0 14 25.0 P20 122 120.6 111.0 9.6 24 W18x35 11.0 14 25.0 P21 122 120.5 111.0 9.5 24 W18x35 11.0 14 25.0 P22 122 120.3 111.0 9.3 24 W18x35 11.0 14 25.0 P23 121 120.0 111.0 9.0 24 W18x35 10.0 14 24.0 P24 121 119.5 111.0 8.5 24 W18x35 10.0 12 22.0 P25 120 118.8 111.0 7.8 24 W18x35 9.0 12 21.0 P26 120 118.3 111.0 7.3 24 W18x35 9.0 12 21.0 P27 119 117,5 111.0 6.5 24 W18x35 8.0 10 18.0 P28 118 116.6 111.0 5.6 24 W18x35 7.0 10 17.0 P29 117 116.0 111.0 5.0 24 W18x35 6.0 10 16.0 SH4 Depth(ft) 0 - 5 - 10 - 15 - 20 0 1 ksf Tukwila site 8 foot wall 100% LOAD CONDITION ent Es uilibrium Force Equilibrium <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to 4324324234 3424343 Date: 5/24/2019 File: CAUsers\dv_mo\Desktop\Work\TFS\Station 52\Site Shoring\TUK 12 w seismic.sh8 Wall Height=8.0 Pile Diameter=2.0 Pile Spacing=8.0 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=11.22 Min. Pile Length=19.22 MOMENT IN PILE: Max. Moment=77.72 per Pile Spacing=8.0 at Depth=13.38 PILE SELECTION: Request Min. Section Modulus = 28.3 in3/pile=463.14 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 W18X35 has Section Modulus = 57.6 in3/pile=943.89 cm3lpile. It is greater than Min. Requirements! Top Deflection = 0.28(in) based on E (ksi)=29000.00 and I (in4)/pile=510.0 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 0 40 1 0.025000 0 .056 8 .056 0.000000 PASSIVE PRESSURES: Z1 P1 Z2 P2 Slope 10 0 40 13.5 0.4500 ACTIVE SPACING: No. 1 2 PASSIVE SPACING: No. 1 Z depth Spacing 0.00 8.00 8.00 2.00 Z depth Spacing 8.00 5.00 UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip-ft Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in SH5 Depth(ft) - 0 - 5 - 1 0 - 15 - 20 Depth(ft) - 0 -5 - 10 - 15 - 20 Tukwila site 8 foot wall 100% LOAD CONDITION 0 Net Pressure Diagram 1 ksf _J Max. Shear=44.69 kip 44.69 kip 0 J Shear Diagram Max. Moment=77.72 kip-ft 77.72 kip-ft Moment Diagram Moment Equilibrium Force Equilibrium Top Deflection=0.28(in) Max Deflection=0.28(in) 0.276(in) Deflection Diagram 0 PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 8.0 foot or meter User Input Pile, W18X35: E (ksi)=29000.0, I (in4)/pile=510.0 File: CAUsersIdv_mo‘DesktoptWorkITFSIStation 521Site Shoring‘TUK 8 w seismic.sh8 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to 4324324234 3424343 SH6 k***************************************************************************** SHORING WALL CALCULATION SUMMARY The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com 8 FOOT WALL 100% LOAD CONDITION Ic***************************************************************************** ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA. Ile calculation method is based on the following references: 1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Depailment of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002 8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2.012 9. AASHTO HB-17, American Association of State and Highway Transportation Officials, 2 September 2002 jNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in Licensed to 4324324234 3424343 Date: 5/24/2019 File: C:\Users\dvmo\Desktop\Work\'TFS\Station 52\Site Shoring\TUK 8 w seismic.sh8 rifle: Tukwila site Subtitle: 8 foot wall 0*********************************mpuT DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 8.00 Pile Diameter: 2.00 Pile Spacing: 8.00 Factor of Safety (F.S.): 1.00 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi -Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: 0.66 Elastic Module, E: 29000.00 Moment of Inertia, I: 510.00 User Input Pile: W18X35 +: DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 0 0 40 1 0.025000 2 0 .056 8 .056 0.000000 SH7 PASSIVE PRESSURE * Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 10 0 40 13.5 0.4500 ACTIVE SPACE * o. Z depth Spacing 1 0.00 8.00 8.00 2.00 --------------- ------ ------ PASSIVE SPACE * Z depth Spacing 8.00 5.00 For Tieback: Inputl = Diameter; Input2 = Bond Strength 'For Plate: Inputl = Diameter; Input2 = Allowable Pressure 'For Deadman: Inputl = Horz. Width; Input2 Passive Pressure; 'For Sheet Pile Anchor: Inputl = Horz. Width; Input2 = Passive Slope; :*******************************CALCULATION********************************** The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per )ile. Top Pressures start at depth = 0.00 D1=0.00 ==I== D2=8.00 I D3=19.22 D1 - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP MOMENT equilibrium AT DEPTH=17.35 WITH EMBEDMENT OF 9.35 FORCE equilibrium AT DEPTH=19.22 WITH EMBEDMENT OF 11.22 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 SH8 EMBEDMENT Notes * 3ased on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to ;et the design depth. The embedment for moment equilibrium is 9.35 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 11.22 mbedment Information: f 20% increased, the total design embedment is 11.22 f 30% increased, the total design embedment is 12.16 f 40% increased, the total design embedment is 13.09 if 50% increased, the total design embedment is 14.03 MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. )verall Maximum Moment = 77.72 at 13.38 Maximum Shear = 44.69 W1 8x35 Vn/Qv = 1 06k OK Moment and Shear are per pile spacing: 8.0 foot or meter VERTICAL LOADING * Vertical Loading from Braces = 0.00 Vertical Loading from External Load = 0.00 Total Vertical Loading = 0.00 &****************************spEcIFIED PILE *********************************** Overall Maximum Moment = 77.72 at 13.38 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 28.26 in3/pile = 463.14 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/F -0.66 W18X35 has been found in Soldier Pile list! (English Units): Area= 10.3 in. Depth= 17.7 in. Width= 6 in. Heightz= 18 in. Flange thickness= 0.425 in. Web thickness= 0.3 in. Ix= 510 in4/pile Sx= 57.6 in3/pile Iy= 15.3 in4/pile S - 5.12 in3/pile (Metric Units): Ix= 212.26 x100cm4/pile Sx= 943.89 cm3/pile Iy= 6.37 x100cm4/pile Sy= 8 .90 cm3/pile The pile selection is based on the magnitude of the moment only. Axial force is neglected. W18X35 is capable to support the shoring! Top deflection = 0.276(in) Max. deflection = 0.276(in) "********************* LAGGING SIZE ESTIMATION *********************** Max. Pressure above base = 0.26 Piles are more rigid than timber lagging, due to arching, only portion of pressures are acting to lagging, 30-50% loading is suggested. SH9 If 50% loading is used for lagging design, Design Pressure = 0.13 Pile Spacing =8.0, Max. Moment in lagging = 1.02 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.52 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.21 If 30% loading is used for lagging design, Design Pressure = 0.08 Pile Spacing =8.0, Max. Moment in lagging = 0.61 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.31 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.13 Unit: Pressure: ksf, Spacing: ft, Moment: kip-ft, Bending Strength, fb: ksi SH10 DepthnV -O -1u -15 Tukwila U ^�u� u��n�� 10 foot wall 100% LOAD CONDITION -2s V 1hsf <ShmrngSuite> CmNLTsCMSOrTVuARE USA Force Equilibrium Licensed to 4324324234 3424343 Dab* 5/28/2819 File: C:VJoe 8\Sbation52\8NoGhohno\TUK1Ovxseiomkzah0 Wall Height=10.0 Pile Diameter=2.0 Pile Spacing=8.0 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedmmnt=13.23 Min. Pile .22 MOMENT IN PILE: Max. Moment=141.87 per Pile Spacing=8.0 at Depth=16.18 PILE SELECTION: Request Min. Section Modulus =51.8in3/oi|e=845.38om3/pi|e. Fv= 50kmi= 346K8Pa. Fb/Fv=0.68 VV1BX35 has Section Modulus= 57.6 in3/o{|e=943.89 cm3/pi|m. |tiogreater than Min. Requirements! Top Deflection =U.77(in)based on E(hmi)=29UDO.0Dand |(in4)/pi|e=510.0 DRIVING PRESSURES WATER, &SURC: 0 0 40 1 0.026000 PASSIVE PRESSURES: 12 8 40 12'6 0,4500 ACTIVE SPACING: No. Z depth Spacing 1 0�00 8.00 2 10.00 2.00 PASSIVE SPACING: No. Zdepbh Spacing 1 10.00 5.00 UNITS: Width, Spacing, Diameter, Length.ondDepth -ft;Force -kip; Momwnt-hip-ft Friction, Bearing, and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in Depth(ft) - 0 5 10 - 15 - 20 - 25 0 Net Pressure Diagram 1 ksf Depth(ft) Max. Shear=66.90 kip 0 0 1 20 25 66.90 kip 0 Shear Diagram Tukwila site 10 foot wall 100% LOAD CONDITION Max. Moment=141.87 kip-ft 141.87 kip-ft 0 Moment Diagram Moment E uilibrium Force Equilibrium Top Deflection=0.49(in) Max Deflection=0.49(in) 0.489(in) 0 Deflection Diagram PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 8.0 foot or meter User Input Pile, W18X50: E (ksi)=29000.0, I (in4)/pile=800.0 File: CAUsersIdv_molDeskto0Work\TFS1Station 521Site Shoring\TUK 10 w seismic.sh8 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to 4324324234 3424343 SH12 ****************************************************************************** SHORING WALL CALCULATION SUMMARY The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com 10 FOOT WALL 100% LOAD CONDITION ****************************************************************************** ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA. The calculation method is based on the following references: 1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM-7 (NAVFAC), Depailment of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002 8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012 9. AASHTO HB -17, American Association of State and Highway Transportation Officials, 2 September 2002 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in -------- ----------------------------------- -------- ------- ------- Licensed to 4324324234 3424343 Date: 5/28/2019 File: C:\Users\dv_mo\Desktop\Work\TFS\Station 52\Site Shoring\TUK 10 w seismic.sh8 Title: Tukwila site Subtitle: 10 foot wall **********************************ThipuT DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 10.00 Pile Diameter: 2.00 Pile Spacing: 8.00 Factor of Safety (F.S.): 1.00 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi -Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: 0.66 Elastic Module, E: 29000.00 Moment of Inertia, I: 510.00 User Input Pile: W18X35 * DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 0 0 40 1 0.025000 2 0 .07 10 .07 0.000000 SH13 r * PASSIVE PRESSURE * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 12 0 40 12.6 0.4500 * ACTIVE SPACE * No. Z depth Spacing 1 0.00 2 10.00 8.00 2.00 * PASSIVE SPACE * No. Z depth Spacing 1 10.00 5.00 *For Tieback: Inputl = Diameter; Input2 = Bond Strength *For Plate: Inputl = Diameter; Input2 = Allowable Pressure *For Deadman: Inputl = Horz. Width; Input2 = Passive Pressure; *For Sheet Pile Anchor: Inputl = Horz. Width; Input2 = Passive Slope; ********************************CALCULATION********************************** The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile. Top Pressures start at depth = 0.00 D1=0.00 =1=_ D2=10.00 D3=23.22 D 1 - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP MOMENT equilibrium AT DEPTH=21.01 WITH EMBEDMENT OF 11.01 FORCE equilibrium AT DEPTH=23.22 WITH EMBEDMENT OF 13.22 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 *********************************RESULTS***************************************** SH14 * EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to get the design depth. The embedment for moment equilibrium is 11.01 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 13.22 Embedment Information: If 20% increased, the total design embedment is 13.22 If 30% increased, the total design embedment is 14.32 If 40% increased, the total design embedment is 15.42 If 50% increased, the total design embedment is 16.52 * MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. Overall Maximum Moment = 141.87 at 16.18 Maximum Shear = 66.90 W18x35 Vn/Ov = 106k OK Moment and Shear are per pile spacing: 8.0 foot or meter * VERTICAL LOADING * Vertical Loading from Braces = 0.00 Vertical Loading from External Load = 0.00 Total Vertical Loading = 0.00 *****************************spEoHED PILE *********************************** Overall Maximum Moment = 141.87 at 16.18 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 51.59 in3/pile = 845.38 cm3/pile, Fy= 50 ksi = 345 MPa, Fb 0.66 W18X35 has been found in Soldier Pile list! (English Units): Area= 10.3 in. Depth= 17.7 in. Width= 6 in. Height= 18 in. Flange thickness= 0.425 in. Web thickness= 0.3 in. Ix= 510 in4/pile Sx= 57.6 in3/pile Iy= 15.3 in4/pile Sy= 5.12 in3/pile (Metric Units): Ix= 212.26 x100cm4/pile Sx= 943.89 cm3/pile Iy= 6.37 x100cm4/pile S - 83.90 cm3/pile The pile selection is based on the magnitude of the moment only. Axial force is neglected. W18X35 is capable to support the shoring! Top deflection = 0.767(in) Max. deflection = 0.767(in) *********************** LAGGING SIZE ESTIMATION *********************** Max. Pressure above base = 0.32 Piles are more rigid than timber lagging, due to arching, only portion of pressures are acting to lagging, 30-50% loading is suggested. SH15 , If 50% loading is used for lagging design, Design Pressure = 0.16 Pile Spacing =8.0, Max. Moment in lagging = 1.28 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.65 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.26 If 30% loading is used for lagging design, Design Pressure = 0.10 Pile Spacing =8.0, Max. Moment in lagging = 0.77 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.39 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.16 Unit: Pressure: ksf, Spacing: ft, Moment: kip-ft, Bending Strength, fb: ksi SH16 10 15 20 Tukwila U ^�m� n��n��U�� 10 foot wall 80% LOAD CONDITION Moment Equilibrium Force Equilibrium V 25 | 1ksf J <ShoriogSuite> CK/ILTECHSOFTVVARs USA Licensed to 4324324234 3424343 Dmba 5/28/2019 File: C:\Users\dv—mo\Desktop\Work\TFS\Statiori52\SdmShmdn0\TUK1Owweismic.oh8 VVaU Meight=10.0 Pile Dian1etaF2.0 Pile =G.O Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=1219 K8in, Pile Langth=22.19 MOMENT |NPILE: Max. K8ommnt=1UB.84 per Pile Spmoin0=8.0 mtOspth=157U PILE SELECTION: Request Min. Section Modulus= 39.6 in3/pi|e=849.17om3/pi|e. Fy= 50hsi =345YNPa. Fb/Fv=0.08 VV18X35 has Section Modulus= 57.6 in3/pUe=943.89om3/pi|e. |tingreater than Min. Requirements! Top Deflection =O.5G(in)based pn E(koi)=29000.D0and |(in4)/pi|e=510.O DRIVING PRESSURES (ACTK/EWATER, &SURCHARQE): O O 40 .R 0i020000 PASSIVE PRESSURES: 12 O 40 12.6 0.4500 ACTIVE SPACING: No. 1 2 PASSIVE SPACING: 1 Z depth Spacing 0.[0 8.00 Z depth Spacing UNITS: Width, Spacing, Diameter, Length, and Depth -ft Force 'kip; K4oment- kip-M FhuUon.Boohng.mndPnosaure-kmf Pres. Slope -kio/ft3;Deflection 'in SH17 Tukwila site 10 foot wall Depth(ft) 0 - 5 - 10 - 15 - 20 0 - 25 I Net Pressure Diagram 1 ksf Depth(ft) Max. Shear=55.91 kip 0 10 15 20 - 25 55.91 kip Shear Diagram 80% LOAD CONDITION Max. Moment=108.94 kip-ft 108.94 kip-ft 0 Moment Diagram Moment E uilibrium Force Equilibrium Top Deflection=0.36(in) Max Deflection=0.36(in) 0.357(in) 0 1 Deflection Diagram PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 8.0 foot or meter User Input Pile, W18X50: E (ksi)=29000.0, I (in4)/pile=800.0 File: CAUsers\dv_mo1DesktoplWorldTFS1Station 521Site Shoring\TUK 10 w selsmic.sh8 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to 4324324234 3424343 SH18 *******'*********************************************************************** SHORING WALL CALCULATION SUMMARY 10 FOOT WALL The leading shoring design and calculation software Software Copyright by CivilTech Software 80% LOAD www.civiltech.com CONDITION ****************************************************************************** ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA. The calculation method is based on the following references: 1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM-7 (NAVFAC), Departrnent of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002 8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012 9. AASHTO HB-17, American Association of State and Highway Transportation Officials, 2 September 2002 UNITS: Width/Spacing/Diameter/Length/Depth ft, Force - kip, Moment - kip-ft, Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in Licensed to 4324324234 3424343 Date: 5/28/2019 File: C:\Users\dv_mo\Desktop\Work\TFS\Station 52\Site Shoring\TUK 10 w seismic.sh8 Title: Tukwila site Subtitle: 10 foot wall **********************************INpuT DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 10.00 Pile Diameter: 2.00 Pile Spacing: 8.00 Factor of Safety (F.S.): 1.00 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi -Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: 0.66 Elastic Module, E: 29000.00 Moment of Inertia, I: 510.00 User Input Pile: W18X35 * DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 0 0 40 0.020000 2 0 .056 10 .056 0.000000 SH19 * PASSIVE PRESSURE * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 12 0 40 12.6 0.4500 * ACTIVE SPACE * No. Z depth Spacing 1 0.00 2 10.00 8.00 2.00 * PASSIVE SPACE * No. Z depth Spacing 1 10.00 5.00 *For Tieback: Inputl = Diameter; Input2 = Bond Strength *For Plate: Inputl = Diameter; Input2 = Allowable Pressure *For Deadman: Inputl = Horz. Width; Input2 = Passive Pressure; *For Sheet Pile Anchor: Inputl = Horz. Width; Input2 = Passive Slope; ********************************CALCULATION********************************** The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile. Top Pressures start at depth = 0.00 D1=0.00 __1_= D2=10.00 I D3=22.19 D I - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP MOMENT equilibrium AT DEPTH=20.16 WITH EMBEDMENT OF 10.16 FORCE equilibrium AT DEPTH=22.19 WITH EMBEDMENT OF 12.19 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 *********************************RESULTS***************************************** SH2O * EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to get the design depth. The embedment for moment equilibrium is 10.16 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 12.19 Embedment Information: If 20% increased, the total design embedment is 12.19 If 30')/0 increased, the total design embedment is 13.20 If 40% increased, the total design embedment is 14.22 If 50% increased, the total design embedment is 15.23 * MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. Overall Maximum Moment = 108.94 at 15.70 Maximum Shear = 55.91 Moment and Shear are per pile spacing: 8.0 foot or meter * VERTICAL LOADING * Vertical Loading from Braces = 0.00 Vertical Loading from External Load = 0.00 Total Vertical Loading = 0.00 *****************************spEcIFIED PILE *********************************** Overall Maximum Moment = 108.94 at 15.70 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 39.61 in3/pile = 649.17 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/F -0.66 W18X35 has been found in Soldier Pile list! (English Units): Area= 10.3 in. Depth= 17.7 in. Width= 6 in. Height= 18 in. Flange thickness= 0.425 in. Web thickness= 0.3 in. Ix= 510 in4/pile Sx= 57.6 in3/pile Iy= 15.3 in4/pile Sy= 5.12 in3/pile (Metric Units): Ix= 212.26 x100cm4/pile Sx= 943.89 cm3/pile Iy 6.37 x100cm4/pile Sy= 8 .90 cm3/pile The pile selection is based on the magnitude of the moment only. Axial force is neglected. W18X35 is capable to support the shoring! Top deflection = 0.560(in) Max. deflection = 0.560(in) *********************** LAGGING SIZE ESTIMATION *********************** Max. Pressure above base = 0.26 Piles are more rigid than timber lagging, due to arching, only portion of pressures are acting to lagging, 30-50% loading is suggested. SH21 If 50% loading is used for lagging design, Design Pressure = 0.13 Pile Spacing =8.0, Max. Moment in lagging = 1.02 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.52 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.21 If 30% loading is used for lagging design, Design Pressure = 0.08 Pile Spacing =8.0, Max. Moment in lagging = 0.61 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.31 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.13 Unit: Pressure: ksf, Spacing: ft, Moment: kip-ft, Bending Strength, fb: ksi SH22 Depth(ft) -0 - 5 10 - 15 - 20 - 25 - 30 Tukwila site 12 foot wall 100% LOAD CONDITION ti 0 1 ksf 1 Moment E• uilibrium Force Equilibrium <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to 4324324234 3424343 Date: 5/24/2019 File: C:\Users\dv_mo\Desktop\Work\TFS\Station 52\Site Shoring\TUK 12 w seismic.sh8 Wall Height=12.0 Pile Diameter=2.0 Pile Spacing=8.0 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min, Embedment=15.21 Min. Pile Length=27.21 MOMENT IN PILE: Max. Moment=233.92 per Pile Spacing=8.0 at Depth=18.97 PILE SELECTION: Request Min. Section Modulus = 85.1 in3/pile=1393.89 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 W18X50 has Section Modulus = 88.9 in3/pile=1456.80 cm3/pile. It is greater than Min. Requirements! Top Deflection = 1.15(in) based on E (ksi)=29000.00 and I (in4)/pile=800.0 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 0 40 1 0.025000 0 .084 12 .084 0.000000 PASSIVE PRESSURES: Z1 P1 Z2 P2 Slope 14 0 40 11.7 0,4500 ACTIVE SPACING: No. Z depth Spacing 1 0.00 8.00 2 12.00 2.00 PASSIVE SPACING: No. Z depth Spacing 1 12.00 5.00 UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip-ft Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in SH23 Depth(ft) - 0 5 - 10 - 15 - 20 - 25 - 30 0 1 ksf Net Pressure Diagram Tukwila site 12 foot wall 100% LOAD CONDITION Depth(ft) Max. Shear=93.53 kip Max. Moment=233.92 kip-ft 0 10 5 20 25 30 93.53 kip Shear Diagram 0 233.92 kip-ft 0 Moment Diagram Moment E uilibrium Force Equilibrium Top Deflection=1.15(in) Max Deflection=1.15(in) 1.149(in) 0 Deflection Diagram PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 8.0 foot or meter User Input Pile, W18X50: E (ksi)=29000.0, I (in4)/pile=800.0 File: CAUsersIdv_molDesktopkWorIATFS1Station 521Site ShoringITUK 12 w seismic.sh8 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to 4324324234 3424343 SH24 ****************************************************************************** SHORING WALL CALCULATION SUMMARY The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com 12 FOOT WALL 100% LOAD CONDITION ****************************************************************************** ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA. The calculation method is based on the following references: 1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002 8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012 9. AASHTO HB-17, American Association of State and Highway Transportation Officials, 2 September 2002 LTNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in Licensed to 4324324234 3424343 Date: 5/24/2019 File: C:\Users\dv_mo\Desktop\Work\TFS\Station 52\Site Shoring\TUK 15 w seismic.sh8 Title: Tukwila site Subtitle: 12 foot wall **********************************iNpur DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 12.00 Pile Diameter: 2.00 Pile Spacing: 8.00 Factor of Safety (F.S.): 1.00 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi -Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: 0.66 Elastic Module, E: 29000.00 Moment of Inertia, I: 800.00 User Input Pile: W18X50 * DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 0 0 40 1 0.0250(10 2 0 .084 12 .084 0.000000 SH25 * PASSIVE PRESSURE * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 14 0 40 11.7 0.4500 * ACTIVE SPACE * No. Z depth Spacing 1 0.00 8.00 2 12.00 2.00 * PASSIVE SPACE * No. Z depth Spacing 1 12.00 5.00 *For Tieback: Inputl = Diameter; Input2 = Bond Strength *For Plate: Inputl = Diameter; Input2 = Allowable Pressure *For Deadman: Inputl = Horz. Width; Input2 = Passive Pressure; *For Sheet Pile Anchor: Inputl = Horz. Width; Inpu12 = Passive Slope; ********************************cALcuLATIoN********************************** The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile. Top Pressures start at depth = 0.00 D1=0.00 D2=12.00 D3=27.21 DI - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP MOMENT equilibrium AT DEPTH=24.67 WITH EMBEDMENT OF 12.67 FORCE equilibrium AT DEPTH=27.21 WITH EMBEDMENT OF 15.21 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 *********************************REsuus***************************************** SH26 1` EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to get the design depth. The embedment for moment equilibrium is 12.67 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 15.21 Embedment Information: If 20% increased, the total design embedment is 15.21 If 30% increased, the total design embedment is 16.47 If 40% increased, the total design embedment is 17.74 If 50% increased, the total design embedment is 19.01 * MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. Overall Maximum Moment = 233.92 at 18.97 Maximum Shear = 93.53 W18x50 Vn/Qv = 128k OK Moment and Shear are per pile spacing: 8.0 foot or meter * VERTICAL LOADING * Vertical Loading from Braces = 0.00 Vertical Loading from External Load = 0.00 Total Vertical Loading = 0.00 *****************************spEciEED PILE *********************************** Overall Maximum Moment = 233.92 at 18.97 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 85.06 in3/pile = 1393.89 cm3/pile, Fy= 50 ksi = 345 MPa, -0.66 W18X50 has been found in Soldier Pile list! (English Units): Area= 14.7 in. Depth= 18 in. Width= 7.5 in. Height= 18 in. Flange thickness= 0.57 in. Web thickness= 0.355 in. Ix= 800 in4/pile Sx= 88.9 in3/pile Iy= 40.1 in4/pile Sy= 10.7 in3/pile (Metric Units): Ix= 332.96 x100cm4/pile Sx= 1456.80 cm3/pile Iy= 16.69 x100em4/pile Sy= 175.34 cm3/pile The pile selection is based on the magnitude of the moment only. Axial force is neglected. W18X50 is capable to support the shoring! Top deflection = 1.149(in) Max. deflection = 1.149(in) *********************** LAGGING SIZE ESTIMATION *********************** Max. Pressure above base = 0.38 Piles are more rigid than timber lagging, due to arching, only portion of pressures are acting to lagging, 30-50% loading is suggested. SH27 If 50% loading is used for lagging design, Design Pressure = 0.19 Pile Spacing =8.0, Max. Moment in lagging = 1.54 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.79 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.32 If 30% loading is used for lagging design, Design Pressure = 0.12 Pile Spacing =8.0, Max. Moment in lagging = 0.92 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.47 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.19 Unit: Pressure: ksf, Spacing: ft, Moment: kip-ft, Bending Strength, fb: ksi SH28 Depth(ft) - 0 - 10 - 15 20 - 25 - 30 Tukwila site 12 foot wall 80% LOAD CONDITION 0 1 ksf o ent E*uilibrium Force Equilibrium <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to 4324324234 3424343 Date: 5/24/2019 File: CAUsers\dv_mo\Desktop\Work\TFS\Station 52\Site Shoring1TUK 12 w seismic.sh8 Wall Height=12.0 Pile Diameter=2.0 Pile Spacing=8.0 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=14.00 Min. Pile Length=26.00 MOMENT IN PILE: Max. Moment=180.39 per Pile Spacing=8.0 at Depth=18.41 PILE SELECTION: Request Min. Section Modulus = 65.6 in3/pile=1074.93 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 W18X50 has Section Modulus = 88.9 in3/pile=1456.80 cm3/pile. It is greater than Min. Requirements! Top Deflection = 0.84(in) based on E (ksi)=29000.00 and I (in4)/pile=800.0 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 0 40 .8 0.020000 0 .068 12 .068 0.000000 PASSIVE PRESSURES: Z1 P1 Z2 P2 Slope 14 0 40 11.7 0.4500 ACTIVE SPACING: No. Z depth Spacing 1 2 0.00 8.00 12.00 2.00 PASSIVE SPACING: No. Z depth 1 12.00 Spacing 5.00 UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip-ft Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in SH29 Depth(ft) - 0 5 - 1 0 - 15 - 20 - 25 - 30 Depth(ft) - 0 5 - 1 0 - 15 - 20 - 25 0 Net Pressure Diagram Tukwila site 12 foot wall 80% LOAD CONDITION 1 ksf Max. Shear=78.39 kip Max. Moment=180.39 kip-ft - 30 78.39 kip 0 Shear Diagram 180.39 kip-ft 0 Moment Diagram erEquilibrium Force Equilibrium Top Deflection=0.84(in) Max Deflection=0.84(in) 0.837(in) 0 _J Deflection Diagram PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 8.0 foot or meter User Input Pile, W18X50: E (ksi)=29000.0, I (in4)/pile=800.0 File: CAUsers‘dv_molDeskto0WorkITFS‘Station 521Site Shoring1TUK 12 w seismic.sh8 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to 4324324234 3424343 SH30 SHORING WALL CALCULATION SUMMARY The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com 12 FOOT WALL 80% LOAD CONDITION ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA. The calculation method is based on the following references: 1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002 8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012 9. AASHTO HB-17, American Association of State and Highway Transportation Officials, 2 September 2002 UNITS: Width/Spacing/Diameter/Length/Depth - ft, IForce - kip, Moment - kip-ft, Friction/Bearing,/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in Licensed to 4324324234 3424343 Date: 5/31/2019 File: C:\Users\dv mo\Desktop\Work\TFS\Station 52\Site Shoring\TUK 12 w seismic.sh8 Title: Tukwila site Subtitle: 12 foot wall **********************************INPUT DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 12.00 Pile Diameter: 2.00 Pile Spacing: 8.00 Factor of Safety (F.S.): 1.00 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi -Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: 0.66 Elastic Module, E: 29000.00 Moment of Inertia, I: 800.00 User Input Pile: W18X50 * DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 0 0 40 .8 0.020000 2 0 .084 12 .068 -0.001333 SH31 * PASSIVE PRESSURE * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 14 0 40 11.7 0.4500 * ACTIVE SPACE * No. Z depth Spacing 1 0.00 2 12.00 8.00 2.00 * PASSIVE SPACE * No. Z depth Spacing 1 12.00 5.00 *For Tieback: Inputl = Diameter; Input2 = Bond Strength *For Plate: Inputl = Diameter; Input2 = Allowable Pressure *For Deadman: Inputl = Horz. Width; Input2 = Passive Pressure; *For Sheet Pile Anchor: Inputl Horz. Width; Input2 = Passive Slope; ********************************cALcuLATIoN********************************** The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile. Top Pressures start at depth = 0.00 D1=0.00 D2=12.00 D3=26.23 D1 - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP MOMENT equilibrium AT DEPTH=23.86 WITH EMBEDMENT OF 11.86 FORCE equilibrium AT DEPTH=26.23 WITH EMBEDMENT OF 14.23 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 *********************************RESULTS***************************************** SH32 * EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to get the design depth. The embedment for moment equilibrium is 11.86 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 14.23 Embedment Information: If 20% increased, the total design embedment is 14.23 If 30% increased, the total design embedment is 15.42 If 40% increased, the total design embedment is 16.60 If 50% increased, the total design embedment is 17.79 * MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. Overall Maximum Moment = 191.50 at 18.50 Maximum Shear = 81.59 Moment and Shear are per pile spacing: 8.0 foot or meter * VERTICAL LOADING * Vertical Loading from Braces = 0.00 Vertical Loading from External Load = 0.00 Total Vertical Loading = 0.00 *****************************spEcIEED PILE *********************************** Overall Maximum Moment = 191.50 at 18.50 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 69.64 in3/pile = 1141.11 cm3/pile, Fy 50 ksi = 345 MPa, Fb/F 0.66 W18X50 has been found in Soldier Pile list! (English Units): Area= 14.7 in. Depth= 18 in. Width= 7.5 in. Height= 18 in. Flange thickness= 0.57 in. Web thickness= 0.355 in. lx= 800 in4/pile Sx= 88.9 in3/pile Iy= 40.1 in4/pile Sy= 10.7 in3/pile (Metric Units): Ix= 332.96 x100cm4/pile Sx= 1456.80 cm3/pile Iy= 16.69 x100cm4/pile Sy 175.34 cm3/pile The pile selection is based on the magnitude of the moment only. Axial force is neglected. W18X50 is capable to support the shoring! Top deflection = 0.910(in) Max. deflection = 0.910(in) *********************** LAGGING SIZE ESTIMATION *********************** Max. Pressure above base = 0.31 Piles are more rigid than timber lagging, due to arching, only portion of pressures are acting to lagging, 30-50% loading is suggested. SH33 If 50% loading is used for lagging design, Design Pressure = 0.15 Pile Spacing =8.0, Max. Moment in lagging = 1.23 For 4"x12" Timber, Section Modules S=23.47 in3, The request allowable bending strength, fb=M/S=0.63 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.25 If 30% loading is used for lagging design, Design Pressure = 0.09 Pile Spacing =8.0, Max. Moment in lagging = 0.74 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb—M/S=0.38 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.15 Unit: Pressure: ksf, Spacing: ft, Moment: kip-ft, Bending Strength, fb: ksi SH34 Tukwila U ^�e� o��u��w�14 foot wall Deptmft) -O 10 -15 -20 -25 0 1ksf 100% LOAD CONDITION <Shn,ngSmte» C0VILTsCMSOFTvVAmE USA Moment E^uUibrium Force Equilibrium Licensed to 4324324234 3424343 Date:5/28/2019 File: C:\U rb\TF8\8bation52\SitaShohno\TUK14vxseiomhzsh8 Wall Height=14.0 Pile Diameter=2.0 Pile Spacing=8.0 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedmmnt=17.20 Min. Pile 31.20 MOMENT IN PILE: Max. Moment=358.88 per Pile Spacing=8.0 at Depth=21.78 PILE SELECTION: Request Min. Section Modulus =130.5 in36pile=2138.51cm3/o|e.Fv=50kd=345W1Po.Fb/Fy=0.60 VV1BX86 has Section Modulus= 188.0 in3/pi|e=2720.24om3/pi|a. |tisgreater than Min. Requirements! Top Deflection =1.24(in)based on E(hoi)=2SODO.00and |(in4)/pUe=163O.O DRIVING PRESSURES (ACTNE.WATER, &GURC: 0 O 40 1 0.026000 PASSIVE PRESSURES: 16 O 40 10.8 04500 ACTIVE SPACING: No. 1 2 Z depth Spacing 0.00 8.00 14,00 2.00 PASSIVE SPACING: No. Z depth Spacing UNITS: Width, Gpacing.Diameter, Length, and Depth -ft; Force -kip; Moment -kip-ft Depth(ft) - 0 -5 - 10 - 15 20 25 - 30 Tukwila site 14 foot wall 100% LOAD CONDITION 0 1 ksf - 35 Net Pressure Diagram Depth(ft) Max. Shear=124.57 kip Max. Moment=358.88 kip-ft 0 ent E uilibrium Force Equilibrium Top Deflection=1.24(in) Max Deflection=1.24(in) 0 - _ _ _ _ _ _ _ _ _ _ -----------,-- _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 10 5 20 25 0 35 124.57 kip 0 Shear Diagram 358.88 kip-ft 0 Moment Diagram 1.245(in) Deflection Diagram 0 PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 8.0 foot or meter User Input Pile, W18X86: E (ksi)=29000.0, I (in4)/pile=1530.0 File: CAUsers1dv_molDesktop1Work1TFS1Station 521Site Shoring\TUK 14 w seismic.sh8 <ShoringSuite> CIVILTECH SOFTWARE USA www.civlltech.com Licensed to 4324324234 3424343 SH36 SHORING WALL CALCULATION SUMMARY The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com 14 FOOT WALL 100% LOAD CONDITION ****************************************************************************** ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA. The calculation method is based on the following references: 1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002 8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012 9. AASHTO HB-17, American Association of State and Highway Transportation Officials, 2 September 2002 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in ------- -------------------- -- - --- ---------- ----------- Licensedto 4324324234 3424343 Date: 5/28/2019 File: C: \Users\dv mo\Desktop\Work\TFS\Station 52\Site Shoring\TUK 14 w seismic.sh8 Title: Tukwila site Subtitle: 14 foot wall **********************************mpuT DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 14.00 Pile Diameter: 2.00 Pile Spacing: 8.00 Factor of Safety (F.S.): 1.00 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi -Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: 0.66 Elastic Module, E: 29000.00 Moment of Inertia, I: 1530.00 User Input Pile: W18X86 * DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * No. ZI top Top Pres. Z2 bottom Bottom Pres. Slope 1 0 0 40 1 0.025000 2 0 .098 14 .098 0.000000 SH37 * PASSIVE PRESSURE * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 16 0 40 10.8 0.4500 * ACTIVE SPACE * No. Z depth Spacing 1 0.00 2 14.00 8.00 2.00 * PASSIVE SPACE * No. Z depth Spacing 1 14.00 5.00 *For Tieback: Inputl = Diameter; Input2 = Bond Strength *For Plate: Inputl = Diameter; Input2 = Allowable Pressure *For Deadman: Inputl = Horz. Width; Input2 = Passive Pressure; *For Sheet Pile Anchor: Inputl = Horz. Width; Input2 = Passive Slope; The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile. Top Pressures start at depth = 0.00 D1=0.00 -- D2=14.00 D3=31.20 D1 - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP MOMENT equilibrium AT DEPTH=28.33 WITH EMBEDMENT OF 14.33 FORCE equilibrium AT DEPTH=31.20 WITH EMBEDMENT OF 17.20 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 *********************************REsuurs***************************************** SH38 * EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to get the design depth. The embedment for moment equilibrium is 14.33 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 17.20 Embedment Information: If 20% increased, the total design embedment is 17.20 If 30% increased, the total design embedment is 18.63 If 40% increased, the total design embedment is 20.06 If 50% increased, the total design embedment is 21.49 * MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. Overall Maximum Moment = 358.88 at 21.78 Maximum Shear = 124.57 W18x86 Vninv = 177k OK Moment and Shear are per pile spacing: 8.0 foot or meter * VERTICAL LOADING * Vertical Loading from Braces = 0.00 Vertical Loading from External Load = 0.00 Total Vertical Loading = 0.00 *****************************SPECIFIED PILE *********************************** Overall Maximum Moment = 358.88 at 21.78 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 130.50 in3/pile = 2;138.5 1 cm3/pile, Fy= 50 ksi = 345 MPa, Fb -0.66 W18X86 has been found in Soldier Pile list! (English Units): Area= 25.3 in. Depth= 18.4 in. Width= 11.1 in. Height= 18 in. Flange thickness= 0.77 in. Web thickness= 0.48 in. Ix= 1530 in4/pile Sx= 166 in3/pile Iy= 175 in4/pile Sy 31.6 in3/pile (Metric Units): Ix= 636.79 x100cm4/pile Sx= 2720.24 cm3/pile Iy= 72.84 x100cm4/pile Sy 5 7.83 cm3/pile The pile selection is based on the magnitude of the moment only. Axial force is neglected. W18X86 is capable to support the shoring! Top deflection = 1.245(in) Max. deflection = 1.245(in) *********************** LAGGING SIZE ESTIMATION *********************** Max. Pressure above base = 0.45 Piles are more rigid than timber lagging, due to arching, only portion of pressures are acting to lagging, 30-50% loading is suggested. SH39 If 50% loading is used for lagging design, Design Pressure = 0.22 Pile Spacing =8.0, Max. Moment in lagging = 1.79 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.92 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.37 If 30% loading is used for lagging design, Design Pressure = 0.13 Pile Spacing =8.0, Max. Moment in lagging = 1.07 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.55 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.22 Unit: Pressure: ksf, Spacing: ft, Moment: kip-ft, Bending Strength, fb: ksi SH40 Tukwila site 14foot wall Depthm> -V 5 10 -15 -25 80% LOAD CONDITION -30 o 1ksf -35 <ShwrngSwltep CwOLTECHGOpTVuARE USA _ Force Equilibrium Licensed to 4324334234 3424343 Date:5/28/2019 File: CiUoero\dv_mw\Deshtop\VVork\TFS\Stadon52\8iteShorino\TUK14vvneismiu.sh8 Wall Height=14.0 Pile Diameter=2.0 Pile Spacing=8.0 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embed,nent=15.8O Min. Pile .80 MOMENT IN PILE: Max. Moment=276.02 per Pile Spacing=8.0 at Depth=21.12 PILE SELECTION: Request Min. Section Modulus =1OU.4in3/pile=1G44.77nm3/oka.Fv=5Ukmi=345K8Pa.Fb/Fv=D.66 VV1BX86 has Section Modulus= 168.0 in3/pi|m=2720.24cm3/pi|e. |timgreater than Min. Requirements! Top Deflection =O.S1(in)based on E(hoi)=28OOO.0Uand |(in4)/pi|o=153O.O DRIVING PRESSURES . WATER, &SURCHARGB: O 0 40 .8 0.020000 PASSIVE PRESSURES: 16 O 40 10.0 0.4500 ACTIVE SPACING: No. Z depth Spacing 1 2 PASSIVE SPACING: No. 2depUh Spacing 1 14,00 5.00 UNITS: Width, Spacing, Diameter, Langth.ond Depth -ft Force -kip; Moment- kip-ft Friction, Bearing, and Prauoure-kmf Pres. Slope -Wo/ft3; Defleobon-in Depth(ft) 0 - 10 - 15 - 20 - 25 - 30 35 Depth(ft) 0 10 15 20 25 30 0 1 ksf I I Net Pressure Diagram Max, Shear--104.22 kip 104,22 kip 0 I I Shear Diagram Tukwila site 14 foot wall 80% LOAD CONDITION Max. Moment=276.02 kip-ft 276.02 kip-ft 0 I I Moment Diagram 0 ent E• uilibrium Force Equilibrium Top Deflection=0.91(in) Max Deflection=0.91(in) 0.907(in) I I Deflection Diagram 0 PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 8.0 foot or meter User Input Pile, W18X86: E (ksi)=29000.0, I (in4)/pile=1530.0 File: C:\Users\dv_mo\Desktop\Work\TFS\Station 52\Site Shoring\TUK 14 w seismic.sh8 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to 4324324234 3424343 SH42 14 FOOT WALL SHORING WALL CALCULATION SUMMARY The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com 80% LOAD CONDITION ****************************************************************************** ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA. The calculation method is based on the following references: 1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002 8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012 9. AASHTO HB-17, American Association of State and Highway Transportation Officials, 2 September 2002 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in Licensed to 4324324234 3424343 Date: 5/28/2019 File: C:\Users\dv_mo\Desktop\Work\TFS\Station 52\Site Shoring\TUK 14 w seismic.sh8 Title: Tukwila site Subtitle: 14 foot wall **********************************mpur DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 14.00 Pile Diameter: 2.00 Pile Spacing: 8.00 Factor of Safety (F.S.): 1.00 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi -Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: 0.66 Elastic Module, E: 29000.00 Moment of Inertia, I: 1530.00 User Input Pile: W18X86 * DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 0 0 40 .8 0.020000 2 0 .079 14 .079 0.000000 SH43 * PASSIVE PRESSURE * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 16 0 40 10.8 0.4500 ------- ----- ------ ------ --------- * ACTIVE SPACE * No. Z depth Spacing 1 0.00 2 14.00 8.00 2.00 * PASSIVE SPACE * No. Z depth Spacing 1 14.00 5.00 *For Tieback: Inputl = Diameter; Input2 = Bond Strength *For Plate: Inputl = Diameter; Input2 = Allowable Pressure *For Deadman: Inputl = Horz. Width; Input2 = Passive Pressure; *For Sheet Pile Anchor: Inputl = Horz. Width; Input2 = Passive Slope; The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile. Top Pressures start at depth = 0.00 D1=0.00 D2=14.00 D3=29.80 D1 - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP MOMENT equilibrium AT DEPTH=27.16 WITH EMBEDMENT OF 13.16 FORCE equilibrium AT DEPTH=29.80 WITH EMBEDMENT OF 15.80 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 *********************************REsuurs***************************************** SH44 • * EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to get the design depth. The embedment for moment equilibrium is 13.16 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 15.80 Embedment Information: If 20% increased, the total design embedment is 15.80 If 30% increased, the total design embedment is 17.11 If 40% increased, the total design embedment is 18.43 If 50% increased, the total design embedment is 19.75 * MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. Overall Maximum Moment = 276.02 at 21.12 Maximum Shear = 104.22 Moment and Shear are per pile spacing: 8.0 foot or meter * VERTICAL LOADING * Vertical Loading from Braces = 0.00 Vertical Loading from External Load = 0.00 Total Vertical Loading = 0.00 *****************************spEcIFIED PILE *********************************** Overall Maximum Moment = 276.02 at 21.12 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 100.37 in3/pile = 1644.77 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 W18X86 has been found in Soldier Pile list! (English Units): Area= 25.3 in. Depth= 18.4 in. Width= 11.1 in. Height= 18 in. Flange thickness= 0.77 in. Web thickness= 0.48 in. Ix= 1530 in4/pile Sx= 166 in3/pile Iy= 175 in4/pile Sy= 31.6 in3/pile (Metric Units): Ix= 636.79 x100cm4/pile Sx= 2720.24 cm3/pile Iy= 72.84 x100cm4/pile Sy 5 7.83 cm3/pile The pile selection is based on the magnitude of the moment only. Axial force is neglected. W18X86 is capable to support the shoring! Top deflection = 0.907(in) Max. deflection = 0.907(in) *********************** LAGGING SIZE ESTIMATION *********************** Max. Pressure above base = 0.36 Piles are more rigid than timber lagging, due to arching, only portion of pressures are acting to lagging, 30-50% loading is suggested. SH45 • If 50% loading is used for lagging design, Design Pressure = 0.18 Pile Spacing =8.0, Max. Moment in lagging = 1.44 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.73 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.30 If 30% loading is used for lagging design, Design Pressure = 0.11 Pile Spacing =8.0, Max. Moment in lagging = 0.86 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.44 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.18 Unit: Pressure: ksf, Spacing: ft, Moment: kip-ft, Bending Strength, fb: ksi S H46 Depth(ft) 0 10 15 20 25 30 L 35 0 1 ksf Tukwila site 14 foot wall w/ SEISMIC AND TRAFFIC SURCHAGES 100% LOAD CONDITION MomentEquilibrium Force Equilibrium <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to 4324324234 3424343 Date: 5/31/2019 File: CAUsers\dv_mo\Desktop\WorldTFS\Station 52\Site Shoring\TUK 14 w seismic&traffic.sh8 Wall Height=14.0 Pile Diameter=2.0 Pile Spacing=8.0 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=18.28 Min. Pile Length=32.28 MOMENT IN PILE: Max. Moment=442.90 per Pile Spacing=8.0 at Depth=22.21 PILE SELECTION: Request Min. Section Modulus = 161.1 in3/pile=2639.21 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 W18X106 has Section Modulus = 204.0 in3/pile=3342.95 cm3/pile. It is greater than Min. Requirements! Top Deflection = 1.31(in) based on E (ksi)=29000.00 and I (in4)/pile=1910.0 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 0 40 1 0.025000 0 .098 14 .098 0.000000 0 .05 14 .05 0.000000 PASSIVE PRESSURES: Z1 P1 Z2 P2 Slope 16 0 40 10.8 0.4500 ACTIVE SPACING: No. 1 2 PASSIVE SPACING: No. 1 Z depth Spacing 0.00 8.00 14,00 2.00 Z depth 14.00 Spacing 5.00 UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip-ft Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in SH47 Depth(ft) - 0 - 5 10 15 - 20 25 - 30 Tukwila site 14 foot wall w/ SEISMIC AND TRAFFIC SURCHAGES 100% LOAD CONDITION - 35 0 1 ksf Net Pressure Diagram Depth(ft) Max. Shear=143.63 kip Max. Moment=442.90 kip-ft oment Equilibrium Force Equilibrium Top Deflection=1.31(in) Max Deflection=1.31 (in) 0 143.63 kip 0 Shear Diagram 442.90 kip-ft 0 L Moment Diagram 1,310(in) Deflection Diagram 0 PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 8.0 foot or meter User Input Pile, W18X106: E (ksi)=29000.0, I (in4)/pile=1910.0 File: CAUsersIdv_mo1DesktoplWork1TFSIStation 52‘Site Shoring1TUK 14 w seismic&traffic.sh8 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to 4324324234 3424343 SH48 SHORING WALL CALCULATION SUMMARY The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com 14 FOOT WALL w/ SEISMIC AND TRAFFIC SURCHAGES 100% LOAD CONDITION ****************************************************************************** ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA. The calculation method is based on the following references: 1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002 8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012 9. AASHTO HB-17, American Association of State and Highway Transportation Officials, 2 September 2002 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in Licensed to 4324324234 3424343 Date: 5/28/2019 File: C:\Users\dv_mo\Desktop\Work\TFS\Station 52\Site Shoring\TUK 14 w seismic&traffic.sh8 Title: Tukwila site Subtitle: 14 foot wall **********************************muT DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 14.00 Pile Diameter: 2.00 Pile Spacing: 8.00 Factor of Safety (F.S.): 1.00 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi -Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: 0.66 Elastic Module, E: 29000.00 Moment of Inertia, I: 1910.00 User Input Pile: W18X106 * DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 0 0 40 1 2 0 .098 14 .098 0.025000 0.000000 SH49 0 ' .05 14 .05 0.000000 * PASSIVE PRESSURE * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 16 0 40 10.8 0.4500 * ACTIVE SPACE * No. Z depth Spacing 1 0.00 2 14.00 8.00 2.00 * PASSIVE SPACE * No. Z depth Spacing 5.00 1 14.00 *For Tieback: Inputl = Diameter; Input2 = Bond Strength *For Plate: Inputl = Diameter; Input2 = Allowable Pressure *For Deadman: Inputl = Horz. Width; Input2 = Passive Pressure; *For Sheet Pile Anchor: Inputl = Horz. Width; Input2 = Passive Slope; ********************************CALCULATION********************************** The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile. Top Pressures start at depth = 0.00 D1=0.00 __1_= D2=14.00 I D3=32.28 D 1 - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP MOMENT equilibrium AT DEPTH=29.23 WITH EMBEDMENT OF 15.23 FORCE equilibrium AT DEPTH=32.28 WITH EMBEDMENT OF 18.28 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 SH50 *********************************RESULTS***************************************** * EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to get the design depth. The embedment for moment equilibrium is 15.23 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 18.28 Embedment Information: If 20% increased, the total design embedment is 18.28 If 30% increased, the total design embedment is 19.81 If 40% increased, the total design embedment is 21.33 If 50% increased, the total design embedment is 22.85 * MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. Overall Maximum Moment = 442.90 at 22.21 Maximum Shear = 143.63 W18x106 Vn/C2v = 221k OK Moment and Shear are per pile spacing: 8.0 foot or meter * VERTICAL LOADING * Vertical Loading from Braces = 0.00 Vertical Loading from External Load = 0.00 Total Vertical Loading = 0.00 *****************************spEoFIED PILE *********************************** Overall Maximum Moment = 442.90 at 22.21 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 161.06 in3/pile = 2639.21 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/F -0.66 W18X106 has been found in Soldier Pile list! (English Units): Area= 31.1 in. Depth= 18.7 in. Width= 11.2 in. Height= 18 in. Flange thickness= 0.94 in. Web thickness= 0.59 in. Ix= 1910 in4/pile Sx= 204 in3/pile Iy= 220 in4/pile Sy= 39.4 in3/pile (Metric Units): Ix= 794.94 x100cm4/pile Sx= 3342.95 cm3/pile Iy= 91.56 x100cm4/pile Sy= 645.65 cm3/pile The pile selection is based on the magnitude of the moment only. Axial force is neglected. W18X106 is capable to support the shoring! Top deflection = 1.310(in) Max. deflection = 1.310(in) *********************** LAGGING SIZE ESTIMATION *********************** Max. Pressure above base = 0.50 Piles are more rigid than timber lagging, due to arching, only portion of pressures are acting to lagging, 30-50% SH51 loading ig suggested. If 50% loading is used for lagging design, Design Pressure = 0.25 Pile Spacing =8.0, Max. Moment in lagging = 1.99 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=1.02 For 6"x12" Timber, Section Modules S=57.98 in3.. The request allowable bending strength, fb=M/S=0.41 If 30% loading is used for lagging design, Design Pressure = 0.15 Pile Spacing =8.0, Max. Moment in lagging = 1.19 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.61 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.25 Unit: Pressure: ksf, Spacing: ft, Moment: kip-ft, Bending Strength, fb: ksi SH52 Depth(ft) - 0 - 5 - 10 - 15 - 20 - 25 - 30 0 1 ksf - 35 I Tukwila site 14 foot wall w/ SEISMIC AND TRAFFIC SURCHAGES 80% LOAD CONDITION oment Equilibrium Force Equilibrium <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to 4324324234 3424343 Date: 5/28/2019 File: CAUsers\dv_mo\Desktop\Work\TFS1Station 52\Site Shoring\TUK 14 w seismic&traffic.sh8 Wall Height=14.0 Pile Diameter=2.0 Pile Spacing=8.0 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=16.78 Min. Pile Length=30.78 MOMENT IN PILE: Max. Moment=340.20 per Pile Spacing=8.0 at Depth=21.51 PILE SELECTION: Request Min. Section Modulus = 123.7 in3/pile=2027.24 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 W18X106 has Section Modulus = 204.0 in3/pile=3342.95 cm3/pile. It is greater than Min. Requirements! Top Deflection = 0.95(in) based on E (ksi)=29000.00 and I (in4)/pile=1910.0 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 0 40 .8 0.020000 0 .079 14 .079 0.000000 0 .04 14 .04 0.000000 PASSIVE PRESSURES: Z1 P1 Z2 P2 Slope 16 0 40 10.8 0.4500 ACTIVE SPACING: No, 1 2 PASSIVE SPACING: No. Z depth Spacing 0.00 8.00 14.00 2.00 Z depth Spacing 1 14.00 5.00 UNITS: VVidth,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip-ft Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in SH53 Depth(ft) 0 10 20 25 30 35 Depth(ft) 0 5 - 10 - 15 - 20 - 25 - 30 - 35 Tukwila site 14 foot wall w/ SEISMIC AND TRAFFIC SURCHAGES 80% LOAD CONDITION 0 1 ksf Net Pressure Diagram Max. Shear=120.07 kip Max. Moment=340.20 kip-ft 120.07 kip 0 Shear Diagram 340.20 kip-ft 0 Moment Diagram oment E ilibrium Force Equilibrium Top Deflection=0.95(in) Max Deflection=0.95(in) 0.950(in) 0 Deflection Diagram PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 8.0 foot or meter User Input Pile, W18X106: E (ksi)=29000.0, I (in4)/pile=1910.0 File: CAUsersklv_mo‘DesktoplWork‘TFS‘Station 521Site Shoring\TUK 14 w seismic&traffic.sh8 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to 4324324234 3424343 SH54 4*****.ic********************************************************************** 14 FOOT WALL w/ SEISMIC AND TRAFFIC SURCHAGES 80% LOAD CONDITION SHORING WALL CALCULATION SUMMARY The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com ****************************************************************************** ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA. The calculation method is based on the following references: 1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Anny Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002 8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012 9. AASHTO HB-17, American Association of State and Highway Transportation Officials, 2 September 2002 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in Licensed to 4324324234 3424343 Date: 5/28/2019 File: C:\Users\dv_mo\Desktop\Work\TFS\Station 52\Site Shoring\TUK 14 w seismic&traffic.sh8 Title: Tukwila site Subtitle: 14 foot wall **********************************Thwur DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 14.00 Pile Diameter: 2.00 Pile Spacing: 8.00 Factor of Safety (F.S.): 1.00 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi -Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: 0.66 Elastic Module, E: 29000.00 Moment of Inertia, I: 1910.00 User Input Pile: W18X106 * DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 0 0 40 .8 0.020000 2 0 .079 14 .079 0.000000 SH55 0 ' .04 14 .04 0.000000 * PASSIVE PRESSURE * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 16 0 40 10.8 0.4500 * ACTIVE SPACE * No. Z depth Spacing 1 0.00 8.00 2 14.00 2.00 * PASSIVE SPACE * No. Z depth Spacing 1 14.00 5.00 *For Tieback: Inputl = Diameter; Input2 = Bond Strength *For Plate: Inputl = Diameter; Input2 = Allowable Pressure *For Deadman: Inputl = Horz. Width; Input2 = Passive Pressure; *For Sheet Pile Anchor: Inputl = Horz. Width; Input2 = Passive Slope; ********************************cALcuLATIoN********************************** The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile. Top Pressures start at depth = 0.00 D1=0.00 —1== D2=14.00 D3=30.78 DI - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP MOMENT equilibrium AT DEPTH=27.98 WITH EMBEDMENT OF 13.98 FORCE equilibrium AT DEPTH=30.78 WITH EMBEDMENT OF 16.78 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 SH56 *********************************RESULTS***************************************** * EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to get the design depth. The embedment for moment equilibrium is 13.98 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 16.78 Embedment Information: If 20% increased, the total design embedment is 16.78 If 30% increased, the total design embedment is 18.18 If 40% increased, the total design embedment is 19.57 If 50% increased, the total design embedment is 20.97 * MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. Overall Maximum Moment = 340.20 at 21.51 Maximum Shear = 120.07 Moment and Shear are per pile spacing: 8.0 foot or meter * VERTICAL LOADING * Vertical Loading from Braces = 0.00 Vertical Loading from External Load = 0.00 Total Vertical Loading = 0.00 *****************************SPECIFIED PILE *********************************** Overall Maximum Moment = 340.20 at 21.51 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 123.71 in3/pile = 2027.24 cm3/pile, F - 50 ksi = 345 MPa, Fb 0.66 W18X106 has been found in Soldier Pile list! (English Units): Area= 31.1 in. Depth= 18.7 in. Width= 11.2 in. Height= 18 in. Flange thickness= 0.94 in. Web thickness= 0.59 in. Ix= 1910 in4/pile Sx= 204 in3/pile Iy= 220 in4/pile Sy= 39.4 in3/pile (Metric Units): Ix= 794.94 x100cm4/pile Sx= 3342.95 cm3/pile Iy= 91.56 x100cm4/pile Sy= 645.65 cm3/pile The pile selection is based on the magnitude of the moment only. Axial force is neglected. W18X106 is capable to support the shoring! Top deflection = 0.950(in) Max. deflection = 0.950(in) *********************** LAGGING SIZE ESTIMATION *********************** Max. Pressure above base = 0.40 Piles are more rigid than timber lagging, due to arching, only portion of pressures are acting to lagging, 30-50% SH57 loading is suggested. If 50% loading is used for lagging design, Design Pressure = 0.20 Pile Spacing =8.0, Max. Moment in lagging = 1.5'9 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb—M/S=0.82 For 6"x12" Timber, Section Modules S=57.98 in3, The request allowable bending strength, fb=M/S=0.33 If 30% loading is used for lagging design, Design Pressure = 0.12 Pile Spacing =8.0, Max. Moment in lagging = 0.96 For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending strength, fb=M/S=0.49 For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending strength, fb=M/S=0.20 Unit: Pressure: ksf, Spacing: ft, Moment: kip-ft, Bending Strength, fb: ksi SH58 Lagging Design per 2015 NOS Project: Tukwila site shoring wall with seismic and traffic surcharge Depth of Excavation Active Pressure Uniform Surcharge Reduction Factor Max. Distr. Load Auger Diameter Flange Width A Pile Spacing Effective Length Moment Lagging Height Lagging Depth Section Modulus fb Hem -Fir Construction Fb Size, CF Repetitive, Cr Flat Use, Cfu Duration, Cd Incising, Ci Wet Service, CM Fb' Stress Ratio 14.00' 25.0, 148.0 0.50 0.25 24.00 7.50 0.69 8.00 7.38 ft. pcf per soils report (avg. for irreg. distribution) psf per soils report (seismic + traffic) per soils report 1.69 11.3 3.5 22.97 884 g ksf in. in. W18x50 ft. ft. ft. ft-k Shear in. Lagging Depth Area in3. fv psi rade or #1 975- 1,00 1.15 1.00 1.00 0.80 1.00 897 0.99 Bending OK psi Fv permnent psi Fv` 0.92 3.50 39.38 35 1501 1.00 0.80 1.00 k in. in2. Bearing psi fc perp 120 psi Fc perp Cm psi Fc' perp Stress Ratio j 0.291 Stress Ratio < 5% overstressed - OK Shear OK Reaction 1 0.92Ik 33.00 28 405 in2 psi 0.071 Fc' perp. OK Page 1 SH59 Lagging Design per 2015 NDS Project: Tukwila site shoring wall with seismic surcharge Depth of Excavation Active Pressure Uniform Surcharge Reduction Factor Max. Distr. Load Auger Diameter Flange Width A Pile Spacing Effective Length Moment Lagging Height Lagging Depth Section Modulus fb Hem -Fir Construction Fb Size, CF Repetitive, Cr Flat Use, Cfu Duration, Cd Incising, Ci Wet Service, Cm Fb' Stress Ratio 14.00 25.0 50.0 0.50 0.20 24.00 7.50 0.69, 8.00 ft Pd psf 7.38 1.36 11.3 3.5 22.97 9 ksf per soils report (avg. for irreg. distribution) per soils report per soils report in. in. W18x50 ft. ft. ft 710 ft-k Shear in. Lagging Depth Area in3. fv psi rade or #1 psi Fv 975 1.00 1.15 1.00 1.00 0.80 1.00 897 0.79 Bending OK perrnnent psi Fv' 0.74 3.50 39.38 28 150 1.00 0.80 1.00 k in. in2. Bearing psi fc PerP 120 psi Fc perp Cm psi Fc' perp Stress Ratio 0.231 Stress Ratio < 5% overstressed - OK Shear OK Reaction ) 0.74Ik 33.00 22 405 1.00 405 in2 psi 0.061 Fe pert). OK psi psi Page 1 SH60 PROVIDE FREE —DRAINING MATERIAL N 2 rn LEVEL BACKFILL 1'/2" clr, @ #4's & #5's 2" clr, #6's FOOTING DRAIN BY OTHERS yv Retaining Wall Schedule H (ft.) B1 is B2 Stem Reinforcing Footing Reinforcing Vert. Horiz. Top Longit. 3'-0" 5" 8" 5" 8" 14 ®18"oc 14 017"oc — (2)14 4'-0" 5" 8" 1'-0" 8 14 (018"oc 14 ©12"oc 14 0 18"oc (2)14 6'-0" 5" 8" 2'-3" 10" 14 012"oc 14 012"oc 14 @ 12"oc (4)14 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Page: Job # 10 : Dsgnr: JR Date: 29 JUL 2016 Description__ 3'-0" Retaining Wall W/ Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDF\Retaining Wall Calcs\Current\Co-04-06\Typical Det RetainPro (c) 1987-2015, Build 11.15.4.22 License: KW-08052576 License To : SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 Criteria Retained Height 3.00 ft Wall height above soil = 0.00 ft Slope Behind Wall 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity = 0.0 Ibs 0.0 Ibs 0.0 in Earth Pressure Seismic Load Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overtuming Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Sliding Calcs Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req'd ....for 1.5 : 1 Stability Soil Data Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingljSoil Friction Soil height to ignore for passive pressure = 2,667.0 psf Method = 35.0 psf/ft 350.0 psf/ft = 125.00 pcf 0.00 pcf = 0.450 = 12.00 in Lateral Load Applied to Stem Lateral Load 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 21.000 Total Seismic Force = 77.000 20 11210 Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Stem Construction I Bottom Bar Lap/Emb Design Height Above Ftg ft = 0.00 1.33 Ratio < 1.5! 1.16 Ratio < 1.5! 606 Ibs 6.37 in 1,847 psf OK 0 psf OK 2,667 psf Allowable 2,217 psf 0 psf 1.5 psi OK 3.6 psi OK 75.0 psi 289.2 Ibs 63.2 Ibs 272.7 Ibs 0,0 lbs OK 97.9 Ibs NG ' NOTE : F . S. 1 . 1 PER IBC SECTION 1807 . 2 . 3 , EXCEPTION ALLOWED FOR EQ Vertic.'al component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, 1-1 Wind, W Seismic, E IBC 2012,ACI 1.200 1.600 1.600 1.000 1.000 Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment,...Actual Service Level Strength Level Moment.,...Allowable Shear.....Actual Service Level Strength Level Shear.....,Allowable Wall Weight Rebar Depth 'd' Masonry Data = Concrete LRFD 8.00 # 4 18.00 Edge 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 1 0.095 Ibs = Ibs = 315.0 ft-# = ft-# = 346.5 3,655.6 psi = psi = 4.2 psi = 75.0 psf = 100.0 in = 6.25 fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = = Medium Weight = ASD psi = 2,500.0 psi = 60,000.0 SH62 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Page: Job #. 10 : Dsgnr: JR Date: 29 JUL 2016 Description.... 3'-0" Retaining Wall W/ Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDF1Retaining Wall Calcs\Current\Co-04-06\Typical Det RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 License To: SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0.42 ft 1.08 1.50 8.00 in 0.00 in 0.00 in 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % 0.0018 Cover © Top 2.00 t Btm.= 3.00 in Footing Design Results 122 Factored Pressure 2,217 Mu' : Upward 151 Mu' : Downward 17 Mu: Design 134 Actual 1-Way Shear = 1.46 Allow 1-Way Shear = 75.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings tint 0 psf 0 ft-# 49 ft-# 49 ft-# 3.60 psi 75.00 psi NOTE: = 0.22 I 5" 1„ + 3 " COVER = 8 " I OK BY INSPECTION Toe: #4@ 13.89 in, #5@ 21.53 in, #6@ 30.56 in, #7@ 41.67 in, #8@ 54.86 in, #9@ 6 Heel: Not req'd: Mu < phi*5*Iambda*sort(fc)*Sm Key: No key defined Summary of Overturning & Resisting Forces & Moments Item OVERTURNING..... Force Distance Moment Ibs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Seismic Earth Load Total 235.3 1.22 53.9 2.20 289.2 O.T.M. Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = RESISTING..... Force Distance Moment Ibs ft ft-# 287.6 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = 118.6 Soil Over Toe Surcharge Over Toe Stem Weight(s) = 1.33 606.0 Ibs 406.1 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Earth Stem Transitions = Footing Weight Key Weight Vert. Component 156.1 1.29 201.5 0.21 300.0 0.75 224.8 149.9 0.75 112.4 Total = 606.0 Ibs R.M. 538.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. L Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.103 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil SH63 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Page: Job # 8 : Dsgnr: JR Date: 29 JUL 2016 Description.... 4'-0" Retaining Wall W/ Seismic This Wall in File: FATYPICAL DETAILS\Concrete\PDF \Retaining Wall Calcs\Current\Co-04-06\Typical Det RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 License To : SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 Criteria Retained Height 4.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads 1 Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity = 0.0 lbs 0.0 Ibs 0.0 in Earth Pressure Seismic Load Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning Sliding Soil Data Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure = 2,667.0 psf Method = 35.0 psf/ft 350.0 psf/ft = 125.00 pcf 0.00 pcf 0.450 = 12.00 in Lateral Load Applied to Stem Lateral Load 0.0 #/ft ...Height to Top 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem • 0.0 psf (Service Level) 1.55 OK 1.19 Ratio < 1. Total Bearing Load 1,110 Ibs ...resultant ecc. = 7.51 in Soil Pressure @ Toe = 1,774 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Sliding Calcs Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd ....for 1.5 : 1 Stability = I NOTE : F.S. 2 1.1 PER IBC SECTION 1 8 0 7 . 2 . 3 , i EXCEPTION ALLOWED FOR EQ Vertical component ot active lateral soli pressure IS NOT considered in the calculation of soil bearing 2,129 psf 0 psf 1.4 psi OK 10.6 psi OK 75.0 psi Uniform Seismic Force = 28.000 Total Seismic Force = 130.667 Stem Construction Design Height Above Ftg Wall Material Above "Ht" 5! Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 472.6 lbs 63.2 Ibs 499.6 Ibs 0.0 Ibs OK 146.1 lbs NG IBC 2012,ACI 1.200 1.600 1.600 1.000 1.000 Bottom 774 3ips, Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Bar Lap/Emb 0.00 = Concrete = LRFD 8.00 # 4 18.00 Edge fb/FB + fa/Fa = 0.225 Total Force © Section Service Level lbs = Strength Level Ibs = 560.0 M oment....Actual Service Level ft-# = Strength Level ft-# = 821.3 Moment Allowable = 3,655.6 Shear Actual Service Level psi = Strength Level psi = 7.5 Shear Allowable psi = 75.0 Wall Weight psf = 100.0 Rebar Depth 'd' in = 6.25 Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data Fy psi = psi = = Medium Weight = ASD psi = 2,500.0 psi = 60,000.0 SH64 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Job # 8 : Dsgnr: JR Description.... 4.-0" Retaining Wall W/ Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDF \Retaining Wall Calcs\Current\Co-04-061Typical Det Page: Date: 29 JUL 2016 RetalnPro (c) 1987.2015, Build 11.15.4.22 License : KW-06052576 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To: SWENSON SAY FAGET Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 2,500 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 @ 0.42 ft 1.67 2.09 8.00 in 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Footing Design Results 1129, Factored Pressure 2,129 Mu' : Upward 164 Mu' : Downward 17 Mu: Design 147 Actual 1-Way Shear = 1.42 Allow 1-Way Shear = 75.00 Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings WWI 0 psf 1 ft-# 362 ft-# 361 ft-# 10.58 psi 75.00 psi NOTE: = 0.22 5"1 + 3 " COVER = 8" OK BY INSPECTION Toe: #4@ 13.89 in, #5@ 21.53 in, #6@ 30.56 in, #7@ 41.67 in, #8@ 54.86 in, #9@ 6 Heel: Not req'd: Mu < phi•5•Iambda•sqrt(fc)*Sm Key: No key defined Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load .....OVERTURNING Force Distance Moment lbs ft ft-# Load @ Stem Above Soil = Seismic Earth Load Total 381.1 1.56 91.5 2.80 472.6 O.T.M. Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = RESISTING..... Force Distance Moment lbs ft ft-# 592.8 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = • Axial Live Load on Stem = 256.1 Soil Over Toe 0.21 Surcharge Over Toe Stem Weight(s) 400.0 0.75 Earth @ Stem Transitions = Footing Weighl = 208.6 1.04 = 1.55 1,110.3 lbs 848.9 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Key Weight Vert. Component 501.7 1.58 794.8 299.7 217.6 Total = 1,110.3 lbs R.M. 1,312.1 *Axial live load NOT included in total displayed, or used for overtuming resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.095 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil, SH65 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Page: Job # Dsgnr: JR Date: 29 JUL 2016 Description.... 6'-0" Retaining Wall W/ Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDF \Retaining Wall Calcs\Current\Co-04-06\Typical Det RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To : SWENSON SAY FAGET Criteria Retained Height 6.00 ft Wall height above soil 0.00 ft Slope Behind Wall 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem 1 Axial Dead Load Axial Live Load Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in Earth Pressure Seismic Load 1 Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.73 OK 1.33 Ratio < 1.5! 2,696 lbs 10.77 in Soil Pressure @ Toe 2,471 psf OK Soil Pressure @ Heel 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,965 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe 0.0 psi OK Footing Shear @ Heel = 15.7 psi OK Allowable 75.0 psi Sliding Calcs Lateral Sliding Force = 1,018.1 Ibs less 100% Passive Force = - 136.1 Ibs less 100% Friction Force = - 1,213.3 lbs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability 177.7 Ibs NG ' NOTE: F . S . 1 . 1 PER IBC SECTION 1 807 . 2 . 3 , EXCEPTION ALLOWED FOR EQ Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2012,ACI 1.200 1.600 1.600 1.000 1.000 Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft 1 Passive Pressure Soil Density, Heel Soil Density, Toe FootingilSoil Friction Soil height to ignore for passive pressure 350.0 psf/ft 125.00 pcf 0.00 pcf = 0.450 12.00 in Lateral Load Applied o Stem Lateral Load = 0.0 #/ft ...Height to Top 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 42.000 Total Seismic Force = 287.000 104, abo, 24711. FM* Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Stem Construction Bottom Stem OK Design Height Above Ftg ft = 0.00 Wall Material Above "Ht" = Concrete Design Method = LRFD Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 12.00 Rebar Placed at Edge Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment....Actual Service Level Strength Leve' Moment.....Allowable Shear Actual Service Level Strength Level ShearAllowable Wall Weight Rebar Depth 'd' Masonry Data Ibs = lbs = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.512 1,260.0 ft-ft = ft-tt = 2,772.0 = 5,412.6 psi = psi = psi = psf = in = 16.8 75.0 100.0 6.25 fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = = Medium Weight = ASD psi = 2,500.0 psi = 60,000.0 SH66 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Job # 6 Dsgnr: JR Description.... 6'-0" Retaining Wall W/ Seismic This Wall in File: F:\TYPICAL DETAILS \Concrete\PDF\Retaining Wall Calcs\Current\Co-04-06\Typical Det Page: Date: 29 JUL 2016 RetainPro (c)1987-2015, Build 11.15.4.22 License : KW-06052576 License To : SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 Footing Dimensions & Strengths Toe Width Heel Width = 2.92 Total Footing Width = 3.25 Footing Thickness = 10.00 in Key Width Key Depth = Key Distance from Toe = 0.33 ft 0.00 in 0.00 in 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Factored Pressure = 2,965 Mu' : Upward = 153 Mu' : Downward = 12 Mu: Design = 141 Actual 1-Way Shear = 0.00 Allow 1-Way Shear = 75.00 Toe Reinforcing = # 4 @ 12.00 in Heel Reinforcing = # 4 @ 12.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings 1 tia�! 0 psf 378 ft-# 2,666 ft-# 2,288 ft-# 15.68 psi 75.00 psi Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5 Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5 Key: No key defined Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load OVERTURNING..... RESISTING Force Distance Moment Force Distance Moment Ibs ft ft-# Ibs ft ft-# 817.2 2.28 1,861.3 Load @ Stem Above Soil = Seismic Earth Load = 200.9 4.10 Total 1,018.1 O.T.M. Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 823.7 2,685.0 = 1.73 2,696.3 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load Axial Dead Load on Stem = " Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 600.0 Earth @ Stem Transitions = Footing Weight = 406.3 Key Weight Vert. Component 1,690.0 2.12 0.17 0.66 1.63 3,588.4 398.0 660.2 Total = 2,696.3 Ibs R.M.= 4,646.6 " Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.127 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. SH67 Storm Water Detention Vault Structural Calculations Swenson Say Faget, Inc. Structural Engineering 2124 Third Avenue, Suite 100, Seattle WA 98121 Ph: (206) 443-6212 Fax: (206) 443-4870 Design Criteria Lid Loading vehicle loading: HS-20 72,000 lb gross vehicle weight min cover depth: 2.5 ft max cover depth: 10.5 ft design live load: 150 psf Wall and Foundation Design Wall and foundation design is based on the following values derived from the geotechnical report by Hart Crowser soil density: 125 psf at -rest soil pressure: 55 pcf EFD seismic surcharge: 12 H psf uniform allowbearing press: 2500 psf Project: Tukwila Fire Station 52 Date: Project #: Design: SE4TTLE 2124 Third Ave, Suite 100. Seattle, WA 98121 Sheet: CTACOMA 934 Broadway, Suite 100. Tacoma, WA 98402 5/29/2019 00021-2018-01 RJA SV1 Hollow -Core Lid Plank Review Design Criteria soil density: 125 pcf depth of cover: 10.5 ft plank clear span: 14.5 ft design live load: 150 psf design superimposed load: 1462.5 psf Vault Span - Load Charts plank simple span: 14.5 ft HS20-44 Design Chart: 150psf Surcharge Design Chart: minimum allowable soil cover: 0.50 ft minimum allowable soil cover: maximum allowable soil cover: 11.50 ft maximum allowable soil cover: minimum cover w/o knee walls: 0.50 ft minirnum cover w/o knee walls: maximum cover w/o knee walls: 5.50 ft maximum cover w/o knee walls: 0.50 ft 11.50 ft 0.50 ft 7.00 ft Project: Tukwila Fire Station 52 SEATTLE 2124 Third Ave, Su to 100. Seattle. WA 98121 "-� TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 Date: Project #: Design: Sheet: 5/29/2019 00021-2018-01 RJA SV2 Wall Design Loads - Level BackfQll Design Criteria maximum cover depth: 11 ft at -rest soil pressure: 55 pcfEFD minimum cover depth: 2.5M active soil pressure: 35pcfEFO wall height: 7 M hydrostatic pressure: 62.4 pcf maximum wall exposure: U ft soil density: 125 pcf Load Combinations 0.9 H (soil pressure) + 1.4 F(hydrostatic pressure) 1.6 H (soil pressure) + 1.6 L(munohenge^when|load) 1.6 M (soil pressure) + 1.0 L(seismio> Hydrostatic Pressure Check Mu= 1922ft-lhu due *ofull height hydrostatic pressure Mem= 1089O-lbs due mosoil pressure with minimum cover CHECK RUPTURE STRESS OFCONCRETE, phiK4n=V.V(5)<SM>(f`n)".5 wMn= 1752h'|hafor 8^unrainhvmedwall (2738ft-|bofor 10'concwall) Soil Pressure Check due mMG2VTruck |uadinq: 11.OMmax cover depth: 10pofuniform (from truck LLnnwalls chart) 2.5 ftmin cover depth: eun,xuniform (from truck LLv"walls chart) total factored lateral load: 11.0 ftmax cover depth: 9660plf 2.5#min cover depth: 5320plf due muniform ounohonneloading: uniform surcharge: 150psf equivalent lateral: OOpnfuniform total factored lateral load. 11.V*max cover depth: 10287plf due mseismic activity: seismic addition: E= 12H psf seismic force: u4pofuniform total factored lateral load: 11.Vftmax cover depth: 6664plf Controlling lateral load = 10387 plf Controlling lateral load = 66 psf Project: Tukwila Fire Station 52 Date: 5/29/2019 Project #: 00021'2018'01 Design: RJ4 00/== TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 S=TTLE 21"^Third Ave, Suits ,oum°m^=^vu.z. 8hua\: Wall Design-LeveUBackfilU Design Data soil density: 125pnf at -rest soil pressure: 55pcf soil cover depth: 11ft controlling lateral load: 68psf wall height: 7# Calculated Design Forces VVunihunn=720 Fuur= 5082|bo Rtop = 2990|ba VVbvt-uni|=3V5 Fooi|= 1347.5|bo Rbot= 3439|bs Mutota|= 5657#'|bo LnadFacuor= 1.6 MU = Wall Design Maur= 4447 Mnui|=1218 3051 ft-|bo wall thickness: 8in veba,strength fy= 60hoi mborsbe: 6 conostrength yc= 3000poi bar spacing: 12inon clear cover: 2in d= 5.63in neha,oea: 0A4sq'n d'a/2= 5.19in calcromp block = 0.87in �plVln= 10321 0-lhu MU = 9051 0+|bs OK Anchorage amTop mf the Wall nebo,duwe| size: 5 dowel strength fy= 60 kwi dowel spacing: 13in onncstrength fn= 3000psi dowel area: 0.31 oq'i" dowel b»glength: 2 in shoo, capacity of dowel = 7363 plf Rutw = 4784 P|f OK bearing capacity ofdowel ~ 5250p|f Anchorage at Bottom of the Wall eba,dowel size: G dowel strength fy= 60kni dowel spacing: 12i" coofvffriction ~ 0.6 smooth surface dowel area: 0.4* oq'in shear friction ci ofthe hoo§ng-to-ww||dowel = 13518plf nubo^om~ 5503plf 0K Project: Tukwila Fire Station 52 ,sATTLr ,= Third ^`. Suite ,n^Seattle, °wo^."` n*�M« omo, Data: 5129/2019 Project #: 00021-2018-01 Design: RJA � Sheet: =u."".,S"..".v"��=�°=o� Footing Design Loads soil density: 125 pcf uniform surcharge: 100 psf soil cover: 7.67 ft live loading: HS-20 wall height: 7 ft plank weight: 90 psf perimeter wall cell width: 14.5 ft interior wall cell width left: 14.5 ft interior wall cell width right: 14.5 ft HS-20 Load Distribution to Perimter Wall Foundation Truck Perpendicular to the perimeter wall w/ rear axle #2 directly over wall & distance to axle #1 = 14ft total truck load to wall = 33103 Ibs distribution width at ftg = 37.34 ft Load @ base of wall = 887 plf Truck Parallel to the perimeter wall w/ one wheel over wall & 2nd wheel on plank (incl axle 1 &2 only) total truck load to wall = 50759 Ibs distribution width at ftg = 45.34 ft Load @ base of wall = 1120 plf HS-20 Load Distribution to Interior Wall Foundation Truck Perpendicular to the int. wall w/ rear axle #2&#1 centered over the wall & dist between axles = 14ft total truck load to wall = 33103 Ibs distribution width at ftg = 37.34 ft Load @ base of wall = 887 pif Truck Perpendicular to the interior wall w/ rear axle #2 directly over wall & distance to axle #1 = 14ft total truck load to wall = 33103 Ibs left plank Load @ base of wall = 887 plf total truck load to wall = 33103 Ibs right plank Load @ base of wall = 887 plf distribution width at ftg = 37.34 ft Truck Parallel to the interior wall w/ one wheel over wall & 2nd wheel on plank (incl axle 1&2 only) total truck load to wall = 50759 Ibs left plank Load @ base of wall = 1120 plf total truck load to wall = 50759 Ibs right plank Load @ base of wall = 1120 plf distribution width at ftg = 45.34 ft Truck Parallel to the interior wall w/ the truck centered over the wall (incl axle 1&2 only) total truck load to wall = 50759 Ibs distribution width at ftg = 45.34 ft Load © base of wall = 1120 pif Uniform Live Load Distribution to Wall Footings Perimeter Wall 725 pif Interior Wall 1450 pif Controling Live Loads to Footings Perimeter Wall 1120 plf Interior Wall 1450 plf Project: Tukwila Fire Station 52 Date: 5/29/2019 Project #: 00021-2018-01 Design: RJA / sEArTLE 2124 Third Ave. Suite 100, Seattle, WA 98121 Sheet: TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 SV5 Footing Design Design Data allowable bearing pressure: 2500psf perimeter wall cell width: soNdnody 125pcf interior wall cell width left: soil cover: 7.67ft interior wall cell width right: mborstrength 0 GUxn) plank weight: gVpof cunustrength fc: 3000 psi wall thick: O in wall height: Wft Perimeter Wall Footing Design 14.5 ft 14.5ft 14.5 ft Load Factor Wu Design live load 1120p|f 1.6 1791.2173plf Soil Cover dead load 7590plf 12 9108125plf Plank dead load 712.5plf 12 855plf Wall dead load VOOplf 1.2 960 plf 14in total dead load 9103 p|f 10921125 p/f Total live + dead Load 10222plf 12714p|f Required FtgWidth 4.09# Selected FVgWidth 4.17ft Selected FtQThickness Ou= 30*9pof MU = 4678ft-|bn a\face o/wall vu~ 5341 pn atface o,wall Aanegd= 0.10sq'in/A (pVn= 11732p|f otface ufwall Aamin~ 0.43 sq'in/ft 1.33x*ueqd= 0.15aq'inxt Interior Wall Footing Design L'F V0w 14in Design live load 1450 p|f f —6- 2320 p|f Soil Cover dead load 13801.9p|f 11.2 16882p|f Plank dead load 1305plf 1.3 1566pif Wall dead load 800p|f 1.2 980pV total dead load 18006.9 p|f 19208 p|f Total live + dead Load 17456,9plf 21528p|f Required FVgWidth 5.9oh Selected FVgWidth 7ft Selected FtgThickness Ou= 3075pof Mu~ 15420n+|bo atface ofwall Vu~ 9739p|f otface ufwall Aana0d= 0.38sq-in/ft wVn= 11732p|f a\face nfwall Aomin= 0.43oq'inxK 1.03x4segd~ 0.44 nq'in/ft Project: Tukwila Fire Station 52 °"ATTL° o'^,"."Ave, Suite ."�a."�°.*wom2` �n�" oa"*~"�""mTac pm~" Date: Project #: Design: Sheet: 5/29/2019 00021'2018-01 RJA xoma, Grating Beam Design Data curb height: 10 ft curb thickness: 8 in soil density: 125 psf beam width: 12 in beam span: 5 ft vehicle rear axle: 32 k Calculated Design Forces soil weight: 417 plf curb weight: 1000 plf beam self -weight: 156 plf wheel load: 16000 k Load Factor: DL 1.2 LL 1.6 Wu = 1888 plf Pu = 25600 Ib Flexural Design bar size: 6 top and bot bars: 3 area of steel: 1.33 sq-in depth to reinf (d): 10.13 in comp block (a): 2.60 in d - a/2: 8.83 in cMn = 52636 ft-Ibs Mu = 37898 ft-Ibs Shear Design tie reinf size: 4 area of steel: 0.20 depth to reinf (d): 10.50 max spacing: 5.25 in reinf spacing: 5 in (DVc = 5176 lbs TVs = 37109 lbs c:DVc +Ws = 42285 Ibs Vu = 30319 Ibs Project: Tukwila Fire Station 52 / SSAlTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 TACOMA 934 Broadway, Suite 100. Tacoma, WA 98002 Date: Project #: Design: Sheet: 5/29/2019 00021-2018-01 RJA SV7 Curb Reinforcing Design Data top of footing to inside top of vault: 7 ft curb height: top of footing to finished grade: 19 ft curb horz reinf size: soil pressure EFW: 55 pcf curb horz reinf spacing: controlling lateral surcharge: 66 psf depth to center of reinf: grating span: 10 ft curb thickness: Calculated Design Forces 11 ft 5 8 in o/c 4 in 8 in Fbot of curb = 671 Pit Mu horz curb = 8388 ft-Ibs Fbot of wall = 1111 pif (pMn„,t, = 10323 ft-Ibs Rtop of vrall = 4165 Pit Load Factor 1.6 Wu = 6665 plf Mu horz wall = 83307 ft-Ibs curb self -supported Project: Tukwila Fire Station 52 SEATTLE 7124 Third Ave, Suite 100, Seattle, WA 98121 TAcomA 934 Broadway, Suite 100, Tacoma, WA 98402 Date: Project #: Design: Sheet: 5/23/2018 02291-2013-02 RJA I SV8 Header Design Header Overburden & Uniform Loads Lid weight 90 psf Soil Desity 125 pcf Soil Cover depth over lid 11 ft Plank design clear span left 14.5 ft Plank design clear span right '14.5 ft Design Uniform Live Load 150 psf Lid tributary width to header 14.5 ft Uniform service load to header 23418 plf Uniform factored load to header 28971 plf Truck Wheel Loads to Header Load Factors LL 1.6 DL 1.2 Truck type HS20 Axle Load 32000 Ibs Wheel Spacing 8 ft Cover depth 11.0 ft Axle assumed centered over & perpendicular to header distribution width 22.50 ft opening width distribution length 31.00 ft length ea side of hdr uniform load @ top of plank 46 psf wheel load to header from left span 331 plf wheel load to header from right span 331 plf Total wheel load to header 662 plf Factored wheel load to header 1059 plf Design Loads & Forces in Header 4.00 ft 15.50 ft Service 24.1 klf Factored 30.0 kif Critical section for shear is at 0.6 feet from the face of the support Design Vu = 42 k Design Mu = 60 k-ft Project: Tukwila Fire Station 52 SEATTLE 2124 Third Aye, Suite 100. Seattle. WA 98121 " TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 Date: Project #: Design: Sheet 5/29/2019 00021-2018-01 RJA q‘/Q Header Design Header Data Header width 8 inches Concrete Strength 3000 psi Header span 4.00 ft Header depth 22 inches d = 19.00 inches In/d ratio 2.53 Deep Beam limit In/d < 5.0 Min shear steel ( Area / spacing) ratio 0.012 Min Rebar spacing Max spacing of shear steel 4,4 inches # 3 @ 9.17 # 4 @ 16.67 Min horiz steel ( Area / spacing ) ratio 0.02 # 4 @ 10.00 Max spacing of horzontal steel 7.333333 inches # 5 @ 15.50 Review shear capacity of header Reinforcing yield strength 60 ksi Shear reinforcing area 0.20 sq in Horz reinf area 0.31 sq in spacing 6 in Horz reinf spacing 12 in Reinf shear capacity cPVs 31 k Conc shear capacity cDVc 14 k Total Shear Capacity 46 k Factored shear Vu 42 k Max OW @ In/d < 2 57 k Max cPVn @ 2 < In/d < 5 6877 k Review flexural capacity of header min As based on 200 bwd/fy 0.506667 sq inches min As based on eq 10-3 0.42 sq inches As reqd based on bending model 0.79 sq inches - Provide (3)46 above opng As reqd based on tie - strut model assume Vu is focused @ the center of the header then Tu = 66.63 k As reqd = 1.23 sq inches Project: Tukwila Fire Station 52 Date: Project #: Design: SEATTLE 2124 Third Ave. Suite 100. Seattle. WA 98121 Sheet: " TACOMA 934 Broadway, Suite 100, Tacoma. WA 98402 5/29/2019 00021-2018-01 RJA SV1 0 Seismic Analysis Vault Geometry VAULT LENGTH (L) MAT WIDTH (w) i 8 ft f c: 3000 psi vault length: 62 ft soil density: 125 pcf wall height: vault width: 50 ft wall thickness: 8 in vert reinf: 6 fy: 60 ksi soil cover: 9 ft number of cells: 4 vert reinf spacing: 12 " o/c Structure Dead Load Tributary o the Lid weight of soil: 3488 k weight of lid: 279 k weight of walls: 164 k total structure dead load: 3931 k Seismic Review; Site Zip Code: 98188 IBC Site Class: D Design Spectral Response Accel (Sds): 1.172 Response Modification Factor: 4.0 for Ordinary Reinforced Concrete Shear Walls 1.2(Sds)/R = 0.352 V = 1382 k shear distributed over 90% of shortest length Shear capacity of concrete: of wall (d assumed to be 90% of vault width): cpvc = 6.31 klf v = 15.36 klf Shear capacity of reinforcing: WVS = 15.90 klf pvc + cpvs = 22.21 klf OK Project: Tukwila Fire Station 52 Date: 5/29/2019 Project #: 00021-2018-01 Design: RJA SEAME 2124 Thir0 Ave, Suite 100, Seattle, WA 98121 TACOMA 934 Broadway, SLAB IOC, Tacoma, WA 98402 Sheet: SV1 1 Appendix: HS20 Loading Front Axle: Rear Axle #1: Rear Axle #2: HS20-44 72,000 Ibs 8,000 Ibs 32,000 Ibs 32,000 Ibs 14' ▪ V*14' to 30' 8,000 Ib 14920-44 32,000 Ib 32,000-Ib axle 6.000 b t4S15-44 24,000 Ib 0.1W 0.4W 24,000-Ib axle Some os H-truck 6'r 10' lone a W combined weight af first two axles ✓ vorioble, use spacing which produces maximum stress For demon of stabs, centerline of wheel to bel ft from curb nding Project: Tukwila Fire Station 52 SEATTLE 2124 Third Ave, Suite 100, Searle, WA 98121 TACOMA 934 Bteadway, Suite 100, Tacoma. WA 98402 Date: 5/29/2019 Project #: 00021-2018-01 Design: RJA Sheet: SV12 Appendix: HS2O Truck Loading on Walls 12 10 8 2 HS 20 4 4 TRUCK LIVE LOAD ON WALLS 44 "tarot' . — ... HS20 Load on walls: 11' maximum cover: 10 psf 2.5minimum cover: 90 psf *4.64•41.1161 ' i 1•11••0110 il10.=••••//k 4 11166.. •••• la 6 h... • ... 4 . .k Air I M.. 1 • A a.- .. Am A 6 .4P4 TT AVERAGE UN FORM HORIZONTAL LOAO wsit 010.1 Project: Tukwila Fire Station 52 SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 Date: 5/29/2019 Project 00021-2018-01 Design: RJA Sheet: SV13 Appendix: 150psf Uniform LL Design Charts SOIL = 120 PCF U.N.O.) 12 11 to 9 7 "men 6 ft 11.1 O 5 - J O 4 CO IL I— • 3 0 2 1 0 14 16 CONCRETE TECHNOLOGY CORPORATION 121/2" HOLLOW CORE SLAB 1150 PSF Vent - Notcha . --- --t--- 7 - • ' 4- 4• ' - IIO -- 0= Number of Filled Voids required . , • for 2'-0" at each end of each slab. 11 Strands j_,_ 1. str...-r4:,-; , - 12'. INC;11 .. _ . , t • - i , _ . • ll 1 Stands(,, a 135 pcf) • , . , - . . . , + •-- - - Et _ _ _ 1 • -I .- 18 20 22 24 26 28 30 32 SIMPLE SPAN (ft) 36 GENERAL NOTES: 1.)A minimum cover depth of six Inches OR a three Inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole openings, assuming void fill concrete fc = 3,000 psi. Points falling outside this envelope require knee walls to support the slabs at manhole openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 14'-0. 8.) The values shown on this chart are in compliance with IBC 2003 & ACI 318-05. 9.) The Vent Notch envelope represents the maximum span and height of soil cover that can be supported by slabs with 6'/2" standard notches in adjacent slabs to accommodate 12" diameter vents, assuming void fill concrete fc = 3.000 psi. Refer to Detail 3 on page 15 of this brochure for vent notch details. Project: Tukwila Fire Station 52 SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 Date: 5/29/2019 Project #: 00021-2018-01 Design: RJA Sheet: SV1 4 Appendix: HS20 LL Design Charts CONCRETE TECHNOLOGY CORPORATION 12'/2" HOLLOW CORE SLAB HS20-44 12 11 0z 1 u. 9 0 tNi 11 0 8 6 5 0 0 LT1 X 2 1 0 14 16 18 20 22 24 26 28 30 32 34 36 II, a ._.. 1 4 t T t 4. o \ = Number for 2%0 of Filled Voids at each end of each required slab. Vent Notch ‘ 1 Strands P:f sk 11 Strands (ys.,1 = 135 pcf) . , . . .. • — _ I. Knee al . . . SIMPLE SPAN (ft) GENERAL NOTES: 1.) A minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole openings, assuming void fill concrete fc = 3,000 psi. Points falling outside this envelope require knee walls to support the slabs at manhole openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover Is assumed to be uniform. 6.) Except as no(ed, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 14-0". 8.) The values shown on this chart are in compliance with IBC 2003 & ACI 318-05. 9.) The Vent Notch envelope represents the maximum span and height of soil cover that can be supported by stabs with 6%" standard notches in adjacent slabs to accommodate 12" diameter vents, assuming void fill concrete fc 3,000 psL Refer to Detail 3 on page 15 of this brochure for vent notch details. Project: Tukwila Fire Station 52 SEATTLE 2124 Third Ave. Suite 100. Seattle, WA 98121 TACOMA 934 Broadway, Suite 100. Tacoma, WA 98402 Date: 5/29/2019 Project #: 00021-2018-01 Design: RJA Sheet: SV1 5 MEMORANDUM DATE: FROM: May 23,ZO19 Emma Nowinski, Weinstein A Doug Lindquist, PE, Mike Schmitz, PE, Jim ]acobe, PE, Hart Crow Additional Borings for New Roadway Grading — Tukwila Fire S 19297'D1 REVIEWED COMPLIANCE APPROVED timn52�NN��J�1� �«xu.� o ��^� We completed this work in general accordance with our proposal, dated Marc subsequent Contract Change #2,dated April 24, 2019. We understand the City of T-ukwi|ahas changed the roadway configuration for the Fire Station 52 project. The existing roadway,which extends from the proposed fire station site to 65th Avenue South, will be graded as much as 4 to 5 feet below existing grade. Our original design scope did not include this aspect of the project and we have completed an additional three (3) borings to explore soil and rock conditions in this area. The borings were drilled using a Mobile B-57 track -mounted drill rig using hollow -stem auger and rock -coring tooling. The information and recommendations contained inthis memorandum should only beused inconjunction with our geotechnica|report for the project, datedOc1ober11,2O18. Subsurface Conditions " @Yxf TukvAla ' ��N�� 0� ww�^arn� ~°^°.~~.~~, On April 29, 2019, we drilled three borings, designated B-10 through B-12, at the site to depths between 2.5 and 16.5 feet. The borings typically encountered a thin layer offill over residual soil over bedrock with varying degrees of weathering. Residual soil is the result of the chemical weathering of bedrock, and subsequently has variable engineering properties. The bedrock encountered in borings B-10 through B-12 generally consists of a mixture of tuff and andesite and is highly variable in strength and hardness. Groundwater was not observed in the borings during drilling. The boring locations are shown on Figure 2. The boring logs by Hart Crowser are provided in Appendix A and the laboratory results are also included onthe boring logs. Based on the results of our subsurface explorations, we anticipate that the grading along the roadway will encounter residual soil and bedrock. The recommendations in our geotechnical report, dated October 11, 2018, should also apply to the subsurface conditions encountered in borings B-10 through B-12. Table 1 below lists the depths and approximate elevations to top of bedrock in the new roadway grading borings. We expect the residual soil and bedrock materials at the site will require the use of a backhoe or excavator with a hoe -ram attachment. The contractor should review the geotechnical mmLxmtt A.a",e,y"f&am oc autcw'65v,mclonocn, IR00 Weinstein A+U May 23, 2019 19297-01 Page 2 subsurface data for the project. The contractor may elect to perform additional evaluation of the rippability of the bedrock materials, as that was not included in our scope of work. Table 1 - Approximate Depths and Elevations to Top of Bedrock Boring Location. Depth to Top of Bedrock (feet) Approx. Top of Bedrock Elevation' (feet) B-10 . 2.5 93 . . B-11 15.0 92 . B-12 5.0 107 Notes: 1. Elevations were estimated based on site topographic plans. Attachments: Figure 1 - Vicinity Map Figure 2 - Site and Boring Location Plan Appendix A-1 - Exploration Key Appendix A-13 to A-15 - Boring Logs B-10 through B-12 \\seafs\Projects\Notebooks\1929701_Tukwila_Fire_Station_52 \Deliverables\ Memos\Addi Borings Memo\ Memo - Tukwila FS52 Add'I Borings for New Roadway Grading.docx J_ s 1 1 1 Seattle Tukwila WASHINGTON Oregon Idaho cn > d I= z 0 CO ui m c S 14 S 158th S 160thSt Par: S t64th St S 166th St S 168th St E v, a St a m 4 72nciStf. 0 S 173rd St n °' S 175th St rn 76th St : 3 N N rn dI m 0 Document Path: L:\No cn 182ndStQ 4 vs to v a 4 0 l8th St a a Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (ThailandNGCC, © OpenStreetMap contributors, and the GIS User Community 56th Ave S 4 J CO 0. V > 1 o''J,o�'?�1hS. S128ttt:71 qy0 s to S 1rOth St 4,0 6 S Langston Rd .. ovv?i y S 135thst N ,4 tr, 4) 4 c rr 4 Project Location ezi Ya -Tukwila Strander Blvd "tu kar is Form Pal_ 1 Y ' O. u a •, i 8 4 c 4 S 180th St S 132ndSt E. I.i Fogel to Soars d agstes Indust/fat Pert, 73. 4) t,J 0 1,000 2,000 4,000 Feet O SW Su SW 7th St SO/ 16thSt SW 27th St >I SW 34th St Lind AvSW SW 41st St Tukwila Fire Station 52 Tukwila, Washington Vicinity Map 19297-01 10/18 NV 11 HARTCROWSER Figure 7 B-2 New Retaining Wrait Legend B.1 1 Boring (Hart Crowser 2019) Shallow Boring (Hart Crowser 2018) P•1 1 Boring (Hart Crowser 2018) Existing Detention Pond Reference: "Preliminary Site Study, Tukwila Fire Stations" prepared by Weinstein A+V and dated December 19, 2017. 19297-01 — New Retaining WalII B•i i B•12 0 1%1 Proposed Fire" - Station Headquarters I ••—••� / I / I New Retaining Wall f „ DI Cross Section 1 1' j ` Slope Stability Cross Section 8.7 Note: All elevations in NAVD 88 and feet. 0 25 50 100 Feet Tukwila Fire Station 52 Tukwila, Washington Site and Exploration Plan 1e Y INTCROWSER 5119 Figure 2 Sample Description Identification of soils in this report is based on visual field and laboratory observations which include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field nor laboratory testing unless presented herein. ASTM D 2488 visual -manual identification methods were used as a guide. Where laboratory testing confirmed visual -manual identifications, then ASTM D 2487 was used to classify the soils. Relative Density/Consistency Soil density/consistency in borings is related primarily to the standard penetration resistance (N). Soil density/consistency in test pits and probes is estimated based on visual observation and is presented parenthetically on the logs. SAND or GRAVEL Relative Density Very loose Loose Medium dense Dense Very dense (Blows/Foot) 0 to 4 5 1010 11 to30 31 to 50 >50 SILT or CLAY Consistency Very soft Soft Medium stiff Stiff Very stiff Hard (Blows/Foot) 0 to 1 2 to 4 5 to 8 9 to15 16 to 30 >30 Moisture Dry Moist Wet Absence of moisture, dusty, dry to the touch Damp but no visible water Visible free water, usually soil is below water table USCS SolClassification Chart (ASTM D 2487) Symbols Typical Major Divisions Graviti USCS Descriptions Clean Gravels ow .1). GW Well -Graded Gravel; Well -Graded Gravel with Sand (<5% lines) 0 — N..—, 0 o GP Poorly Graded Gravel; Poorly Graded Gravel with Sand Gravel and e 1 . r GW-GMWaIlGraded Well -Graded Gravel with Silt; Gravel with Silt and Sand Gravelly Soils Gravels • t• GW-GC Well -Graded Gravel with Clay; Well -Graded Gravel with Clay and Sand More than 50% of Coarse Fraction (5-12% fines 0 • Imo 1 , ? GP -GM Poorly Graded Gravel with Silt; Poorly Graded Gravel with Silt and Sand Retained on No. 4 Sieve o o sir/ ofr GP -GC Poorly Graded Gravel with Clay; Poorly Graded Gravel with Clay and Sand Coarse Gravels with otj o GM Silty Gravel; Silty Gravel with Sand Grained Sols Fines (>12% fines) GC Clayey Gravel; Clayey Gravel with Sand More than 50% of Material Retained on Sands with i. . li'.1%-il?..• , • • . . SW Well -Graded Sand; Well -Graded Sand with Gravel No. 200 Sieve few Fines (<5% fines) , .. , ..:.... • .•,,, :::.::. co Poorly Graded Sand; Poorly Graded Sand with Gravel Sand and : :, SVV-SM Well -Graded Sand with Slit elfOraded Sand with Silt and Gravel Sandy Soils Sands .' I,: - ' • .- , SW -SC Well -Graded Sand with Clay; ell -Graded Sand with Clay and Gravel More than 50/ of Coarse Fraction -12% fines),,. '' . •- ' ' SP-SM Poorly Graded Sand with Silt; P rly Graded Sand with Silt and Gravel Passing No. 4 Sieve •.-- SP-SC Poorly Graded Sand with Clay; Poorly Graded Sand with Clay and Gravel Sands with SM Silty Sand; Silty Sand with Gravel Fines 0.12% fines SC Clayey Sand; Clayey Sand with Gravel ML Silt; Sill with Sand or Gravel; Sandy or Gravelly Silt Fine Grained Soils Silts MH Elastic Silt; Elastic Silt with Sand or Gravel; Sandy or Gravelly Elastic Silt More than 50% of Material Silty Clay d on Arterberg Limits) CL-ML SiltyClay; Silty Clay with Sand or Gravel; Gravelly or Sandy Siity Clay Passing No. 200Lean Sieve CL Clay; Lean Clay with Sand or Gravel; Sandy or Gravelly Lean Clay Clays CH Fat Clay; Fat Clay with Sand or Gravel; Sandy or Gravelly Fat Clay Organics OLJOH Organic Soil; Organic Soil with Sand or Gravel; Sandy or Gravelly Organic Soil Highly Organic (>50% organic material) ...L _W.. PT Peat - Decomposing Vegetation Fibrous to Amorphous Texture Minor Constituents Estimated Percentage Sand, Gravel Trace Few Cobbles, Boulders Trace Few Little Some <5 5 - 15 5 15 30 <5 10 25 45 Soil Test Symbols %F AL CA CAUC CAUE CBR CIDC CIUC CKODC CKODSS CKOUC CKOUE CRSCN DSS DT GS HYD ILCN KOCN kc kf MD oc OT P PID PP SG TRS TV UC UUC VS WC Percent Passing No. 200 Sieve Atterberg Limits (%) I • I 1 H- Liquid Limit (LL) Water Content (WC) Plastic Limit (PL) Chemical Analysis Consolidated Anisotropic Undrained Compression Consolidated Anisotropic Undrained Extension California Bearing Ratio Consolidated Drained Isotropic Triaxial Compression Consolidated Isotropic Undrained Compression Consolidated Drained k0 Triaxial Compression Consolidated k0 Undrained Direct Simple Shear Consolidated k0 Undrained Compression Consolidated k0 Undrained Extension Constant Rate of Strain Consolidation Direct Simple Shear In Situ Density Grain Size Classification Hydrometer Incremental Load Consolidation k0 Consolidation Constant Head Permeability Falling Head Permeability Moisture Density Relationship Organic Content Tests by Others Pressuremeter Photoionization Detector Reading Pocket Penetrometer Specific Gravity Torsional Ring Shear Torvane Unconfined Compression Unconsolidated Undrained Triaxial Compression Vane Shear Water Content (%) Groundwater Indicators Groundwater Level on Date or At Time of Drilling (ATD) Groundwater Level on Date Measured in Piezometer Groundwater Seepage (Test Pits) Sample Symbols E 1.5" I.D. Split Spoon n Core Run IK 3.0" ID. Split Spoon J Sonic Core r-• Modified California Thin -walled Sampler LEI Sampler Grab UIU Cuttings rerit • Well Symbols Monument Surface Seal Bentonite Seal Well Casing Sand Pack Well Tip or Slotted Screen Slough Signal Cable Vibrating Wire Piezometer (VP) HitRTCROWSIER Project: Tukwila Fire Station 52 Location: Project No.: 19297-01 Key to Exploration Logs Figure Sheet 1 of 1 A-1 S\PROJECTS\NOTEBOOKS\1929701 T 0) m J Q 0) m U x z z 0 J 0 z 0 V 2 Date Started: 4/29/19 Date Completed: 4/29/19 Drilling Contractor/Crew: Holt Services, Inc. Logged by: Y. Tao Checked by: J. Jacobe Drilling Method: Hollow Stem Auger Location: Lat: 47.464000 Long: -122.252700 Rig Model/Type: Mobile B-57 / Track -mounted drill rig Ground Surface Elevation: 95 feet Hammer Type: Auto -hammer Horizontal Datum: WGS 84 Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Vertical Datum: NAVD 88 Measured Hammer Efficiency (%): NA Comments: Location and ground surface elevations are approximate. Hole Diameter: Casing Diameter: NA Total Depth: 2.5 feet Depth to Groundwater: Not Identified I M 1 M 1 M M M 1 1 1 M r i 1 r 1 M M M M 1 1 1 70 75 80 85 90 Elevation (feet) ro ccn o cn o cn o Depth (feet) I 1 1 1 1 I ( 1 L 1 I 1 1 1 I I 1 1 1 1 I 1 1 1 1 I J 1 1 1 i Graphic Log Material Description II i 1 IT 1 I cNn o FA'o c„ o Depth (feet) ilLAsphalt POORLY GRADED SAND WITH GRAVEL (SP), brown, moist. Refusal at 2.5 feet. Likely bedrock. General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. Project: Tukwila Fire Station 52AIN Location: Tukwila, Washington Project No.: 19297-01 Boring Log B-10 Figure A-13 Sheet 1 of 1 H,tRTCROWV ERi Date Started: 4/29/19 Date Completed: 4/29/19 Logged by: Y. Tao Checked by: J. Jacobe Location: Lat: 47.464000 Long: -122.253000 Drilling Contractor/Crew: Holt Services, Inc. Drilling Method: Hollow Stem Auger Rig Model/Type: Mobile 6-57 / Track -mounted drill rig Ground Surface Elevation: 107 feet Horizontal Datum: WGS 84 Vertical Datum: NAVD 88 Comments: Location and ground surface elevations are approximate, Hammer Type: Auto -hammer Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Measured Hammer Efficiency (%): NA Hole Diameter: Casing Diameter: NA Total Depth: 16.5 feet Depth to Groundwater: Not Identified HC BORING LO Number Tests s-1 AL, WC S-2 S-3 S-4 GS, WC s-5 Material Description POORLY GRADED SAND (SP), brown, moi CLAYEY SAND TO SILTY SAND (SC-SM), trace gravel, stiff, brown, mois scattered organics, frequent iron oxide staining. V/ SANDY LEAN CLAY WITH GRAVEL (CL), stiff, brown, moist, scattered p, organics, occasional iron oxide staining, frequent seams of sand. PL WC (%) LL • 1 X Fines Content (%) ♦ SPT N Value 10 20 30 40 ♦•I 10................. 0 CLAYEY SAND WITH GRAVEL {SC), trace cobbles, dense, brown, moist, frequent seams of sand. 14 6 SILTY SAND WITH GRAVEL (SM), very dense, brown, moist. [TUFF] Andesite, brown -gray, very friable, completely weathered, very weak, with occasional moderately strong fragments, iron oxide staining. Bottom of Borehole at 16.5 feet. 63 94 5 10 15 — 20 —25 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. A Y HARTCROWSER Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log B-11 Figure A-14 Sheet 1 of 1 Date Started: 4/29/19 Date Completed: 4/29/19 Logged by: Y. Tao Checked by: J. Jacebe Location: Lat: 47.464000 Long: -122.254000 Drilling Contractor/Crew: Holt Services, Inc. Drilling Method: Hollow Stem Auger Rig Model/Type: Mobile B-57 / Track -mounted drill riq Ground Surface Elevation: 112 feet Horizontal Datum: WGS 84 Vertical Datum: NAVD 88 Comments: Location and ground surface elevations are approximate. Hammer Type: Auto -hammer Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Measured Hammer Efficiency (%): NA Hole Diameter: Casing Diameter: NA Total Depth: 15 feet Depth to Groundwater: Not Identified c w o_ u. z 0 1— - r- 0 cc z 0 Sal ple Data Material Description Number Tests A SPT N Value 10 20 30 40 10- 15 7 0 4 4 57 5 5 18 42 S-1 S-2 S-3 S-4 S-5 Cobble -inch diameter). No recovery. ...... 18 Tuff, red -brown, very friable, completely fine-grained, angular. eathe ed, veryveryweak, very • • ...... ....... • 100 Andesite, gray, fresh, very stron , pharteritic, Slightly weathered, very strong, subvertical fractures. Fresh, very strong. . ........... 5 10 55/ lst 6" ......... y 20- 25 — Bottomof Borehole at 15.0 feet. 15 —20 —25 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. HC BORING VR 11,111 HARTCROWSER Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log B-12 Figure Sheet 1 of 1 A-15 FILE Geotechnical Engineering Design Report Tukwila Fire Station 52 Tukwila, Washington Prepared for Weinstein A+U October 11, 2018 19297-01 Geotechnical Engineering Design Report Tukwila Fire Station 52 Tukwila, Washington Prepared for Weinstein A+U October 11, 2018 19297-01 Prepared by Hart Crowser, Inc. Erik C. Ellingsen, PE Senior Project, Geotechnical Engineer ike E. Schmitz, PE nior Associate, Geotechni Engineer 3131 Elliott Avenue. Suite 500 Seattle. Washington 98121 Fax 206 328 5561 Tel 206 324.9530 Barry S. Chen, PhD, PE Senior Principal • r • • Contents PROJECT DESCRIPTION 1 SITE CONDITIONS 2 SUBSURFACE CONDITIONS 2 Soil and Bedrock Conditions 2 Groundwater Conditions 3 GEOTECHNICAL ENGINEERING CONSIDERATIONS AND RECOMMENDATIONS 3 Earthquake Engineering 3 Seismic Setting 3 Seismic Hazards 4 Seismic Design Parameters 4 Slope Stability 5 Building Foundations 6 Allowable Bearing Pressure and Settlement 6 Foundation Resistance to Lateral Loads 7 Size and Embedment of Foundations 7 Excavation Shoring 7 Right -of -Way Considerations 8 Lateral Soil Pressures for Design of Temporary Soldier Pile and Lagging Walls 8 Surcharge Pressures on Shoring 8 Soldier Pile Design 9 Lagging Design 9 Tieback Design 9 Permanent Subgrade Wall Design 11 Earth Pressures 11 Seismic Earth Pressure on Walls 11 Surcharge Pressures on Walls 12 Design of Floor Slabs 12 Retaining Walls 13 Infiltration 13 Pavement Design 14 Flexible Pavement 14 Rigid Pavement 14 Control of Groundwater 15 Construction Considerations 15 NV 19297-01 October 11, 2018 Contents GEOTECHNICAL RECOMMENDATIONS FOR CONSTRUCTION 15 Foundation Construction 15 Retaining Wall Recommendations 16 Earthwork Recommendations 16 Site Preparation and Grading 16 Structural Fill 16 Use of On -Site Soil as Structural Fill 17 Permanent Cuts 17 Temporary Cuts 18 Pavement Recommendations 18 RECOMMENDATIONS FOR CONTINUING GEOTECHNICAL SERVICES 19 REFERENCES 20 TABLES Table 1— 2015 IBC Seismic Design Parameters 5 Table 2 — Soil Properties Used in SLIDE Slope Stability Analyses 5 Table 3 — Slope Stability Analysis Results 6 Table 4 — Passive Resistance to Lateral Loads for Spread Foundations 7 Table 5 — Axial Capacity Parameters for Drilled Soldier Piles 9 Table 6 — Tentative Allowable Transfer Load for Tiebacks with Pressure -Grouted Bond Zone 10 Table 7 - Soil Equivalent Fluid Unit Weights for Walls Backfilled with Structural Fill 11 Table 8 — Recommended Pavement Sections 14 FIGURES 1 Vicinity Map 2 Site and Exploration Plan 3 Generalized Subsurface Cross -Section A -A' 4 Generalized Subsurface Cross -Section B-B' 5 Approximate Top of Bedrock Elevation 6 Temporary and Permanent Lateral Earth Pressures for Excavation 7 Lateral Earth Pressures on Adjacent Shoring Due to Surcharge Pressures APPENDIX A Field Exploration Methods and Analysis APPENDIX B Laboratory Testing Program APPENDIX C Slope Stability Evaluation 19297-01 October 11, 2018 .�. ^ I '~ ' Geotechnical Engineering Design Report ��mm0w��m~N ��~ ~ N�*� m��n�r�m�� m-N�� 1�� Tukwila, Washington This report presents our geotechnical engineering design recommendations for the proposed City of Tukwila Fire Station 52, located north of the existing Tukwila Public Works building at 6300 SouthcenterBoulevard inTukwila, Washington. Our scope of work included: • Reviewing existing nearby site data and reports; Nm Performing asubsurface investigation etthe site; Nm Completing Qectechnica|engineering and seismic design analysis; • Providing Qeotechn\ca|conclusions and recommendations; and mN Preparing this report. We completed this work in general accordance with our revised proposal dated March 16, 2018. We received the notice to proceed on March 19, 2018. We previously provided engineering services for Task 1 — Programming phase of Tukwila Fire Station 51, as described in our proposal dated March 20, 2017. That scope of services also included Task 3 — Site Selection for Fire Stations 52 and 54, This task included geotechnical design study reports at both sites. We understand that the City of Tukwila has decided to separate the site selection and design of Fire Stations 52 and 54. Fire StationSZ will be contracted first. Task 3 and 4 have been amended to include only Fire Station 52 with an expanded footprint, This report bfor the exclusive use ofCity of Tukwila, Weinstein A+U'and their design consultants for specific application to this project and site. We completed this work in accordance with generally accepted ge otechnical engineering practices for the nature and conditions of the work completed in the same or similar localities, at.the time the work was performed. We make no other warranty, express orimplied. PROJECT DESCRIPTION ` Veunderstand the proposed fire station development will consist ofconstructing anew headquarters with an approximate building area of 12,000 square feet, and an overall site development area of 110,000 square feet. The original plan called for a "back -in" station, with the fire station structure tucked into the western portion of the site. The project plans have since changed and is now considering a"drk/e-through" station. The fire station structure will now belocated east ofthe original plan location and includes a finished floor ground level of Elevation Ill feet. The structure will be ^ ^ constructed so that the ground level finished floor matches the site grades at the street entrances; ^~ however, there will besome cuts and fills required toachieve the planned grades. Aff 1yze7*1 October 11,uO18 | Tukwila Fire Station 52 SITE CONDITIONS Figure lshows the location ofthe site. Figure 2shows the site extents for the current project aswell asthe planned building footprint. The proposed site is adjacent to the Tukwila Public Works building at 6300 Southcenter Boulevard, and encompasses an exisfing asphalt parking lot and landscaping, The site slopes down gently to the southeast, with site grades ranging from elevation 125 feet to 90 feet (NAVD 88). The existing parking lot is cut into the natural hillside, where a retaining wall currently wraps around the western and northern portions of the lot. The wall appears to be of concrete masonry unit (CMU) construction, and is up to 10 feet tall, The proposed earth retention system will be similar in length to the existing wall, but will have amaximum height of25feet. SUBSURFACE CONDITIONS Our understanding uf the subsurface conditions bbased onour review ofdata from the historical exploration at the site and the borings and laboratory analysis performed by Hart Crowser for this project. Subsurface conditions interpreted from explorations at discrete locations on the site and soil properties inferred from the field and laboratory tests formed the basis of the geotechnical recommendations in this report, The nature and extent of variations between explorations may not become evident until additional explorations are performed or construction begins. If variations are encountered, it may be necessary to reevaluate the recommendations made in this repom Generalized soil and groundwater conditions are provided below, The boring logs byHart [rowserare provided in Appendix A and the laboratory analysis by Hart Crowser is in Appendix B. Generalized soil and bedrock conditions are also shown on the profile cross -sections on Figures 3 and 4. Geology Review The geology of the site is mapped in the Geologic Map of the Des Moines 7.5'Quadrangle, King County, Washington, byDerek B. Booth and Howard H.Waldron (IO04).This publication indicates that the site geology consists of young glacial till deposits (Qvt) on the western half of the site and Intrusive Rocks (Ti) on the eastern portion of the site. The Qvt deposits consist of subrouncled to well-rounded clasts in massive, silt or sand -rich matrix. The Ti deposit consist of irregular masses of porphyritic basalt and andesite. Just to the south of the site, the geology consists of the Renton Formation (Tpr), which includes nonmarine arkosic and feldspathic micaceous sandstone; also siltstone and claystone. The native deposits encountered were consistent with the descriptions of the Qvt, Ti, and Tpr deposits described inthe geologic map. Soil and Bedrock Conditions On March 26 through March 30, 2018, we drilled seven borings, designated B-1 through B-7,at the site to depths between 35.5 and 50.4 feet. We also drilled two shallow borings designated P-1 and P-2 to depths of about 5 feet. The March 2018 borings were supplemented with two additional borings (borings B-8 and B-9) drilled on September 19, 2018 to accommodate the new drive -through footprint. zyuy7*z October 1z'zoz8 ALE Tukwila Fire Station 52 13 The borings typically encountered a thin layer of fill over residual soil over bedrock with varying degrees of weathering. Residual soil is the result of the chemical weathering of bedrock, and subsequently has variable engineering properties. The bedrock encountered at the site consists of a mixture of sandstone and siltstone and is highly variable in strength and hardness. The boring locations are shown on Figure 2. Based on the results of our review of the geologic maps and our subsurface investigation, we anticipate that the majority of the proposed building will expose either residual soil or bedrock at the proposed foundation level. The residual soil and bedrock material will provide a suitable bearing layer for the building foundation; however, their relative stiffnesses will likely require overexcavation for settlement control as the top of bedrock dips toward the southeast. Groundwater Conditions Groundwater was observed atdepths ranging from 10 and 34 feet below ground surface within the borings during our investigation — corresponding to elevations 102 to 86 feet (NAVD 88). We expect the groundwater is likely perched at the top of the bedrock layer. During the field investigation, we were informed anecdotally of groundwater seepage issues during the construction of the existing block wall at the site. We recommend the design groundwater level be assumed to be at the top of bedrock (see Figure 4 for contours of top of bedrock). Based on our observations, perched water is expected to be encountered during the excavation. The shallow groundwater will likely preclude the use of infiltration across the site. Groundwater may fluctuate because of variations in rainfall, temperature, season, and other factors. Subsurface conditions interpreted from explorations at discrete locations on the site and the soil/bedrock properties inferred from the field and laboratory tests formed the basis of the geotechnical recommendations in this report. The nature and extent of variations between explorations may not become evident until additional explorations are performed or construction begins. If variations are encountered, we may need to reevaluate the recommendations in this report. GEOTECHNICAL ENGINEERING CONSIDERATIONS AND RECOMMENDATIONS Our recommendations are based on our current understanding of the project and the subsurface conditions interpreted from explorations at and near the site by Hart Crowser and others. If the nature or location of the facilities is different than we have assumed, we should be notified so we can review, change, and/or confirm our recommendations. Earthquake Engineering Seismic Setting The seismicity of western Washington is dominated by the Cascadia Subduction Zone, where the offshore Juan de Fuca plate subducts beneath the continental North American plate. Three main types of earthquakes are typically associated with subduction zone environments: crustal, intraplate, and NW iI 19297-01 October 11, 2018 | Tukwila Fire Station 52 interp|ate earthquakes. Seismic records inthe Puget Sound area clearly indicate adistinct shallow zone ofcrustal seismicity, the Seattle Fau|t,whichmayhavesurficia|expressionsandcanextendtodepths of 25 to 30 kilometers (km). A deeper zone is associated with the subducting Juan de Fuca plate and produces intraplate earthquakes at depths of 40 to 70 km beneath the Puget Sound region (e.g., the 1949, 1965, and 2001 earthquakes) and interplate earthquakes at shallow depths near the Washington coast (e.g., the 1700 earthquake with an approximate magnitude of 9.0). Seismic Hazards There are nomapped faults beneath the site; therefore, the potential for surface rupture at the site b low. Considering the site's soil and groundwater conditions, the potential for soil liquefaction and liquefaction -induced hazards isalso low. Seismic Design Parameters The basis of seismic design for the 2015 International Building Code (IBC) is the risk -targeted maximum considered earthquake (MCEJ, which is used to determine spectral response accelerations. The peak ground acceleration (PGA) is determined using the maximum considered earthquake geometric mean The K4[Exground motion response accelerations are defined for the most severe earthquake considered by IBC 2015, determined for the orientation that results in the largestmaximum response to horizontal ground motions, and adjusted for the targeted risk. The geometric mean PGA corresponding to MCEG is defined for the most severe earthquake without adjustment for the targeted risk. The most severe earthquake considered by the IBC has a 2 percent probability of exceeclance in 5Oyears, corresponding toaZ,475-yearreturn period. The mapped response spectra are based on Site Class 8(nock)conditions. Seismic parameters are adjusted based on the actual site conditions, generalized as the soil site class. IBC %015defines the design spectral acceleration parameters at short periods (SSD), and at the one -second period (Sic)) as two-thirds of the corresponding site -class -adjusted MCER parameters (Sms and Smi). Similarly, ASCE 7-10 requires MCEG peak ground acceleration adjusted for site effects (PGAm) to be used for evaluation of liquefaction, lateral spreading, seismic settlements, and cthersoU're|ated issues. The seismic design parameters for this site were obtained from the USGS US Seismic Design Maps web application (http://earthquakau ignmnaps/us/app|icotkm.php)accessedonApr|13,2O1O. The resulting seismic design parameters are shown in Table 1. Inputs used to generate the seismic design parameters are as follows: • Latitude:47.4639 • LonBitude:-12I2S477 • Soil Site Class; [ • Risk category: N zsoyr-0z October z1,018 ' ' ' ' / `' ^' `' ' I ' Tukwila Fire Station 52 | Table I — 2015 11113C Seismic Design Parameters Seismic Response Parameter Mapped Parameters for Site Class IS Parameters Adjusted for Site Class C Seismic Design Parameters Peak ground acceleration for soil -related hazards PGA =O,OO2g PGAm=UO2g PGAm=MO2g Spectral response acceleration otshort periods So=1.4bQg Gwo=1450g Soo=O.973g Spectral response acceleration at1'oonondperiod S1=0.544g Sm,=O.7V7g So1=0.472g g = gravity force Slope Stability We evaluated slope stability where new retention walls are planned. See Figure 2 for the locations of the configurations evaluated. Slope stability was evaluated using limit equilibrium methods under static and pseuclostatic conditions. The pseuclostatic analysis is a tool used to estimate the factor of safety of the slope during a seismic event. This analysis applies a horizontal driving force to each slice of the slope, typically equal to one half of the assumed peak ground acceleration, which represents a time averaged degree of horizontal acceleration. In this analysis, we assumed a horizontal load coefficient (k) of 0.3g, which corresponds to the 2,475 year event and is approximately 1/2 of the PGA. We performed static analysis using the M orge nstern-P rice method using the SLIDE 2018 software (RocScience 2018) for the cross-section shown in Appendix C. The soil properties used in the SLIDE analyses are shown inTable Z. Table 2—Soil Properties Used NmSLIDE Slope Stability Analyses Soil Unit Unit Weight (pcf) Friction Angle (degrees) Cohesion (psf) Existing Fill 125 32 ma New Fill 130 34 n/a Residual Soil 130 38 100 pcf=pounds per cubic foot psf = pounds per square foot Table 3 summarizes the factor of safety for the considered conditions. Figures C-1 through C-14 display the critical failure surface with the lowest factor of safety. For the planned retaining wall configuration onthe cut side (west and north walls, Sections 1'1'and 3- T), the static analyses indicate that the factor of safety against failure is about 2.2, which exceeds the standard of practice for a minimum factor of safety of 1.5 under static conditions. For the planned I z9ug7-0z | Tukwila Fire Station 52 Ecology Block wall onthe southeast portion ofthe site (Section 2-2'),which will retain fill, the resulting factor of safety under static conditions is about 1.1, which is less than the recommended minimum. We recommend that the foreslope of the Ecology Block wall be graded level out to a distance equal to the height of the wall, and that the block wall have a minimum embedment of 3 feet. Table 3 — Slope Stability Analysis Results Slope Configuration Configuration Scenario Static Loading PswudomtmdcLmmding Recommended yNininnunn Resulting Recommended Minimum Resulting 1'1' Existing 1.5 8.40 11 2.41 1'1' Proposed 1.5 42 11 3.05 2-2' Existing 1.5 2.36 11 1.08 2-2' Proposed 1,5 1.13/1.55* 1.1 0,78/1,06* 3-3' Existing 1.5 1.62 11 1,01 3-3' Proposed 1.5 2.19 11 1.33 Note: ° Factors cfsafety after grading the frvnts|ope. Building Foundations Based nnthe results ofour subsurface exploration, we expect the proposed building subgradewill consist of either fill, residual soil, or bedrock. in the southeastern corner of the site, the existing grades will need toberaised tomeet the planned finish floor elevations, while the remainder ofthe site will likely require cuts into the native residual soil and bedrock. The building foundation may be designed as a shallow foundation, consisting of spread footings, a mat foundation, or a combination of the two. The upper portion of the residual soil is relatively weaker where it will be exposed at subgrade, in particular when compared to the bedrock material. Where existing site grades need to be raised to match the planned finish floor level, the fill will need to be placed and compacted in accordance with the recommendations presented herein. While the planned subgrade materials would provide sufficient bearing, they will likely have differential performance when the building loads are applied. VVeunderstand the proposed building will likely consist ofCK8U construction, which typically is less tolerant of differential performance, To better control settlement, we anticipate that some overexcavat(on will be required to provide more uniform bearing, Where the bedrock and residual soil is exposed, we recommend that these materials be overexcavated beneath foundations to create a uniform bearing layer of at least 3 feet; this may require overexcavations of a few feet into bedrock. The overexcavation should then be backfilled with compacted structural fill. Floor slabs can be designed to bear on compacted structural fill. Our recommendations for the design and construction ofshallow foundations are provided below. Allowable Bearing Pressure and Settlement Allowable bearing pressures generally increase with increased footing width. For spread footings bearing on the engineered fill pad, we recommend a maximum allowable bearing pressure of 2.5 kips per square foot (ksf). This allowable bearing pressure is a net value and includes a factor of safety of z9Z97-0z AN Tukwila Fire Station 52 17 3.0 for dead plus live loading. Allowable bearing pressures may be increased by up to one-third for wind or seismic loads. Footings should be founded outside of an imaginary 1H:1V plane projected upward from the bottom edge of adjacent footings or utility trenches. We expect the subgrade to generally behave elastically, with settlement occurring as the building loads are applied or shortly thereafter. We expect that settlement of individual footings will be on the order of 1 to 1/4 inches. Differential settlement is expected to up to 1/2 inch over a 50-foot length or between isolated footings. Settlement of foundations will vary as a function of the size and stiffness of the foundation and the elevation of the subgrade. We recommend placing a 2- to 4-inch-thick layer of lean concrete at the bottom of foundation excavations to protect the subgrade during wet weather construction. The lean concrete should be placed immediately after excavation. Foundation Resistance to Lateral Loads Shallow foundation resistance to lateral loads is from passive soil resistance against the side(s) of the footing and/or frictional resistance along the base of the footing. For passive resistance to lateral loads, we recommend applying passive equivalent fluid pressure and sliding resistance using the values in Table 4. The equivalent fluid pressure should be applied using triangular pressure distribution, ignoring the passive resistance 2 feet below the adjacent ground surface. A factor of safety of 1.5 has been applied to these values and assumes that the footing concrete is poured directly against native, undisturbed soil. Table 4 — Passive Resistance to Lateral Loads for Spread Foundations Soil Type Allowable Passive Equivalent Fluid Density Allowable Coefficient of Friction Structural fill 300 pcf above water 150 pcf below water 0.30 `Foundation concrete must be placed directly against undisturbed soils. Size and Embedment of Foundations We recommend embedding exterior footings a minimum of 18 inches below the lowest adjacent grade. Interior footings should be embedded a minimum of 12 inches below the top of the slab. Continuous wall footings and individual column footings should have minimum widths of 24 inches. Excavation Shoring The proposed development will include excavations on the order of 5 to 20 feet. We expect the project will be designed so a new retaining wall, separate from the fire station headquarters structure, will retain the soils on the northern project extent. The fire station structure would then be physically separated from the wall with some compressible material (e.g. Styrofoam, etc.). For shoring of the 19297-01 October 11, 2018 | Tukwila Fire Station 52 excavation, we recommend a conventional soldier pile and timber lagging shoring system. The excavation would then permanently beretained bvocast-in'p|aceretaining wall set infront ofthe temporary wall. As an alternative to this approach, the shoring may also be designed as permanent in lieu of casting a wall in front of it, This would require the lagging and steel to be designed for the full life of the development. Along the western extent of the project, we understand that the edge ofthe drive through will retain a 8-foot-tall cut with either a CMU block wall, or will be permanently sloped. Shoring design recommendations and construction recommendations are provided below. Shoring must be designed byaprofessional structural engineer registered in the State of Washington. We also recommend that we review the geotechnical aspects of the shoring design before construction. it is not the purpose of this report to provide specific criteria for the contractor's construction means and methods. The shoring contractor should be responsible for verifying actual ground conditions and determining the construction methods and procedures needed to install an appropriate shoring system. Considerations Right -of -Way For the north side of the excavation, the required cut will be on the order of 5 to 20 feet. If the excavation cannot be retained by a cantilever wall, the excavation will require lateral support (e.g. tieback or rock anchors) tosupport the lateral earth pressure. Tieback elements would extend into city right'of-vvoyalong 64thAvenue South. Shoring elements can extend into city hAht-of'way,but tiebacks must be clestressed and solider piles must be cut off when no longer needed for wall stability. Without easements, tiebacks below the street cannot extend beyond the city ri8ht'of-vvay,limiting tieback lengths. Lateral Soil Pressures for Design of Temporary Soldier Pile and Lagging Walls Lateral earth pressures for the shoring design depend on the type of shoring and its ability to deform. If the top of the shoring is allowed to deform about 0.001 to 0.002 times the shoring height, and if no settlement -sensitive structures or utilities are within the zone of deformation, the shoring may be designed using active earth pressures, If settlement -sensitive structures or utilities exist within the potential zone of deformation, or where the shoring system is too stiff to allow sufficient lateral movement todevelop an active condition, at -rest earth pressures should be used for shoring design. Tied -back or braced walls should be designed using a trapezoidal apparent earth pressure distribution. General earth pressure diagrams and recommendations for temporary shoring are provided on Figure 5. Based on the assumed loading conditions and the applied loads, we expect the shoring system to deflect about 1 inch or less into the excavation. Note that individual soldier piles may deflect more than 1inch o,may deflect away from the excavation. Surcharge Pressures on Shoring Additional lateral pressures due to surcharge loads (e.g., buildings, footings, heavy equipment, large material stockpiles) should be calculated using the methods shown on Figure 6. The surcharge loads need to be added to the earth pressure loads. We recommend Hart Crowser review the estimated z9x97-0z MARTCROWSM ' ^ ' ` -' ' I `' -` ° I Tukwila Fire Station 52 | lateral pressures when surcharge loads, footprints, and foundation plans ofadjacent structures are Soldier Design We recommend the following for soldier pile design: Pile M Soldier piles must be designed by a licensed structural engineer; M Design soldier piles for bending using auniform loading equivalent tuDOpercent ofthe design values and analyze for shear using total load; M To design against kickout, compute the lateral resistance using the passive pressure on Figure 7, acting over 2.Stimes the diameter mfthe concreted shaft section mrthe pile spacing, whichever b mV The embedded portion ofthe pile shaft should bea1least Jfeet indiameter; • Embed the soldier piles at least 1Ofeet below the bottom ofthe excavation; and • These recommendations assume proper installation of the soldier piles, as discussed in the construction recommendations section of this report. Verecommend the allowable axial pile capacity parameters in Table Ito calculate the vertical soil capacity of the soldier piles. The values in Table 5 assume that soldier piles are embedded into dense glacial soils and include afactor ofsafety ofZ.O. Neglect the pile side friction above the bottom of the excavation and within the fill materials. Table 5—Axial Capacity Parameters for Drilled Soldier Piles Allowable Unit Side Capacity Allowable Unit End Capacity 3Oksf Logging Design Temporary lagging should bedesigned inaccordance with Federal Highway Administration (FHWA) Geotechnical Engineering Circular No. 4 (GEC 4; FHWA 1999), structural engineering guidelines, soil type, and local experience. FHWA recommendations for minimum lagging thickness vary with soldier pile spacing and soil category (competent, difficult, or potentially dangerous soils). For purposes of lagging design, site soils may be considered "competent." If the shoring wall is designed as a permanent feature to retain the excavation, then the lagging can also be designed as permanent elements. We can provide recommendations for this approach if the team elects this option. Tieback Design VVerecommend the tentative allowable tieback pullout value inTable for atypical 6'inch'dkameter drilled hole with a pressure -grouted bond zone. The allowable transfer load includes a recommended 1sag7-0z October zz'uozu 10 | Tukwila Fire Station 52 factor of safety of2�The factor of safety should be confirmed by completing at least two successful verification tests in each soil type. Additionally, each tieback should be proof tested to 133 percent of the design load. Tieback testing recommendations are provided in the construction recommendations section of this report. We recommend that the shoring contractor and/or designer determine a final design allowable transfer load based on their previous experience in the area. After the allowable transfer load ixselected, itmust beconfirmed byfield testing. Table 6—Tentative Allowable Transfer Load for Tiebacks with Pressure -Grouted Bond Zone Soil Type Allowable Transfer Load Loose tomedium dense fill Ukip/ft° Residual soil and bedFook 3.5hip/M ~ Note: Dnnot locate the bond zone within fill materials. Tieback bond zones should belocated outside of the no-load zone. The no-load zone isshown on Figure Sasazone bounded bya60-clegreeline to the horizontal that starts atuhorizontal distance of H/4from1hebottonnhf1heexcavation(Hintheexcavationheight)andindudesthe8Umateha| overlying the native residual soils and bedrock. VVemake the following additional recommendations for tieback design: M Locate anchors at least 4 feet apart. M Tieback unbond lengths should have a minimum length of 10 feet for bars and 15 feet for strands (FHVVAGEC no. 4). 0 Tieback bond lengths are typically 1Sto4Ufeet long because significant increases incapacity for bond lengths greater than approximately 40 feet cannot be achieved unless specialized methods are used to transfer load from the top of the anchor bond zone towards the end of the anchor (FHVVAGEC no. 4). 0 Design anchor lengths so that they do not conflict with any underground support elements of adjacent structures. 0 Identify existing facilities adjacent tothe project site including buried utilities, foundations, and tunnel improvements, as these may affect the location and length of the anchors. M Allow the contractor toselect the tieback anchor material and the installation technique. The shoring contractor should be contractually responsible for the design of the tieback anchors, as tieback capacity is largely a function of the means and methods of installation. The selected installation method must be confirmed using verification and proof testing as discussed in the "Geotechnical Recommendations for Construction" section in this report. z9l97-01 HARTCROMMN ^ | ' Tukwila Fire Station SZ | �� ^' ' ^-1 ^' / `' 1 ' � I ` ' , I 1,' I' I^ ` � 0 Hart [ruwsershould review the design for anchor locations, capacities, and related criteria before implementation. Permanent Subgrade Wall Design This section, and Figures 5 and 6, provide guidance for determining the permanent subgrade wall Earth Pressures If the project will bedesigned so that the fire station structure is used toretain the soils and bedrock on the northern extent, then the building walls extending below the ground surface will need to be designed aspermanent walls. Permanent subsurface walls should bedesigned using the same earth pressure loads and distributions that were used for shoring design, including any permanent surcharge loads. Note that the earth pressure diagrams shown in this report are generalized and does not show the final earth pressure used for shoring design. The structural engineer designing the permanent walls must reference the earth pressures determined by the shoring designer to design the permanent Permanent walls that are backfilled (i.e. where fills will be placed in the northwestern corner of the site) should be designed using a triangular earth pressure distribution. For typical granular fill soil, active and at -rest pressures may be determined using the equivalent fluid unit weights in Table 7. Note that the equivalent fluid density does not include any surface loading conditions or loading from groundwater hydrostatic pressure; also, the ground surface behind the wall is assumed to be horizontal transverse to the wall alignment. Walls without permanent drainage must be designed for full hydrostatic water pressure. The use of active and passive pressure is appropriate if the wall ballowed to yield a minimum 0.001 times the wall height. For a non -yielding wall, at -rest pressures should be used. Table 7 ~ Soil Equivalent Fluid Unit Weights for Walls BackfiUled with Structural Fill Soil Type Parameter Vm|wm inpcf Structural Fill Active Earth Pressure 35 At -Rest Earth Pressure 55 Passive Earth Pressure 300* *Note: includes a factor of safety of 1.5. Seismk Earth Pressure on Walls For seismic loading conditions, the sublevel walls between floor slabs can be designed for 80 percent of the load and resistance factor design (LRFD) seismic load combination based on the relative stiffness of the floor slabs. As shown on Figu re 5, lateral earth pressures based on the design earthquake can be assumed as uniform pressures in pounds per square foot of 7H (where H is the height of the wall in `' ,, MUC�_OWWR 1m97-01 October z1,zom | 1�� | Tukwila Five Station 52 feet) for active condition, and 12Hfor the at -rest condition. The seismic earth pressure should be applied uniformly from the top of the wall to the bottom of the excavation. This seismic earth pressure is calculated using the 2015 IBC design hazard level for the site. Surcharge Pressures on Walls The design ofthe pennanentbelow-grade wall should include permanent surcharges inthe calculation. Surcharges should include traff ic loads, adjacent building foundations and floor slabs, or any other permanent features and should be calculated using the equations on Figure 6. Werecommend Hart Crowser review orcomplete the estimated surcharge loads when surcharge loads, footprints, and foundation plans of adjacent structures are available. Design of Floor Slabs We recommend plading the slab -on -grade floor on the engineered fill pad. The floor subgrade should be recompacted or proof rolled to firm and non -yielding conditions. Alternatively, the site soils could be overexcavated and replaced with a minimum of 12-inch-thick compacted structural fill, Where weak soil or expansive clay is observed at the floor slab subgrade level, the weak soil or expansive clay should be overexcavated and removed to expose competent, non -expansive soil. Based on an assumed floor load of 250 psf, we estimate this alternative would result in floor settlements on the order of less than 3/4 inch. Maximum differential settlements are typically estimated tobeone-half ofthe total settlements. The floor slabs should be underlain directly byadrainage layer at least 6inches thick. This layer should consist ofclean, vve/V8r ded coarse sand and gravel with afines content (soil finer than the No. Z00 sieve based on the minus 3/4-inch fraction of the material) of less than 3 percent by weight. This layer serves as a capillary break and drainage layer. We make the following recommendations: E Compact the drainage layer to the criteria of structural fill as discussed in the Structural Fill section. E Amodulus ofsubDr dereackonof12Spoundspercubicinchbappnopriatefordesignofflonr slabs onthe structural fill. E Sliding friction between the slab and subgnademaybe determined using anallowable coefficient of friction of 0.30. Any soil that is to be considered as capillary break or drainage material should be submitted to Hart [ruwserfor gradation analysis. Note that ifthe bottom cfthe excavation is soft, wet, and disturbed, the contractor should be prepared to place a temporary working surface. This surface cannot count as part of the 6-inch drainage layer. Tukwila Fire Station 52 113 Retaining Walls To construct the proposed development, the northern portion of the existing retaining wall will need to be dismantled to accommodate the new structure. The proposed finished floor for the headquarters is shown at Elevation 111 feet. Assuming a footing depth of 3 feet, we anticipate that excavations on the order of 3.5 to 15.5 feet below the base of the existing retaining wall. Retaining walls may be designed as ebher)ie|dingwalls ornon-yielding walls; wedefine ayielding wall asone where the top moves away from the retained soil, when loaded, oileast U1percent ofits height. CIP concrete walls should be designed to resist wall backfill earth pressures as described in the recommendations section below. Recommendations for design are presented below; retaining wall drainage, earthwork, and general retaining, wall construction recommendations are presented later on inthe report. 0N For ayielding wall (active horizontal pressure with level bock0|Lthe equivalent fluid density of the soil/bedrock is 25 pcf above groundwater and 14 pcf below the groundwater. 0 For anon -yielding wall (at rest horizontal pressure coefficient) with level back-fi|[the equivalent fluid weight is 41 pcf above groundwater and 23 pcf below groundwater. 0 For atypical wall footing poured against undisturbed residual soil or bedrock,we recommend estimating allowable passive pressure with a triangular pressure distribution with an equivalent fluid density of 450 pcf above the groundwater table and 250 pcf below the groundwater table. These values include a factor of safety of 1.5. 0 For resistance to lateral loadwe recom mend that a coefficient of friction to resist sliding equal to 0.35 can be used for wall footings poured neatly on undisturbed residual soil or bedrock;this value includes a factor of safety of 1.5. mm Toaccount for short-term increases inlateral load onyubgr dewm|b`thestruciura|engineermay choose to apply an additional equivalent fluid pressure of 7H for a yielding wall or 12H for a non - yielding Infiltration As noted previously, the use ofaninfiltration system tmdispose ofstonnwaterbnot likely to be feasible due to the shallow bedrock and perched water. We understand that the project will rely on stormwater detention. The two shallow borings (P-1and F-2)that were performed inthe asphalt parking lot appeared to encounter French drains that may have been used during the construction of the existing block wall. This investigation did not verify the extent of this open -graded material. The project team should determine the extent ofthese features during site demolition. 192e;uz October 11,2018 14 | Tukwila Fire Station 52 Pavement Design We expect that the that garage floor slabs will be designed aspavement structures. The project will also include a concrete apron as well as asphalt pavement for parking areas. Flexible Pavement VVehave assumed that the traffic conditions for the car parking area will be similar to the Washington State Department nfTransportation (VVSDOT)nequiremen1sforf|exib|epavemnentfnrcarparkin8 areas (WSDOT 2015). Accordingly, we recommend a minimum pavement section of 3 inches of asphalt over 4 inches of crushed surfacing base course (CSBC) for the car parking areas. Rigid Pavement The concrete apron will receive regular fire truck loading. Within the headquarters footprint, there will be garage space where fire trucks will be parked. We have assumed that the design vehicle loading will be equivalent to AASHTO HS-20 loading (i.e. a hypothetical vehicle with one 8,000-pound axle and two 32,0OO'poundaxles, i.e.anequivalent single axle loading (ESAL)of32,ODOpounds).For design, vve have followed the guidelines presented in ACI 330-08 Guide for the Design and Construction of Concrete Parking Lots (2008). Design input parameters for a twenty-year design life as required in 2008 ACI 330-08 are summarized as follows: Traffic Category. Traffic category Dwith average daily truck traff icof0O(truck parking areas, multiple units, entrance and exterior lanes);Traffic cateQory[vvhhavermQcdaik/trucktraf0cof10O(fo,Baroge parking areas); Subbase thickness. 6inches for [SB[ Modulus of3ubAradeReaction (N.J3Opsi for [38[;and Modulus of Rupture. 505 psi (assumes concrete compressive strength of 4,000 psi). Based on ACI 330R-08 and WSDOT (2015), the following pavement recommendations in Table 8 are made for the design of new rigid pavements and flexible pavements, respectively. Table 8—Recommended Pavement Sections Pavement Type Pavement Function Traffic Load Recommendation Flexible Car Parking Lightly Loaded 3inches ofAsphalt over 4inches nfCSBC Flexible Driveways Lightly Loaded 4inches ofAsphalt over Oinches o[CS8C Flexible Driveways Heavily Loaded 5inches nfAsphalt over 7inches ofCOBC Rigid Garage Truck Parking Heavily Loaded 6inches ofPortland cement concrete (PCO) over Oinches ofCGBC Rigid Driveways Heavily loaded 7inches ofPCCover Oinches ofCSBC VVecan provide revised recommendations for the pavement section ifmore specific traffic load data is provided to us. z9297-01 � ' � ^ ` ' ' ' ^ � Tukwila Fire Station E2 | 15 Control ofGroundwater We expect there is perched groundwater on top of the bedrock layer, and expect that seasonally, there could besignificant amounts ofwater encountered during the excavation. VVealso understand anecdotally that there were significant groundwater control issues during the existing retaining wall construction. We recommend a permanent drainage system be installed to collect and remove water and prevent any build-up of water pressures. We anticipate a perimeter drain would suffice and would consist of at least 6 inches of clean sandy gravel with a perforated drainage pipe bedded in the gravel, placed along the perimeter of the site, A layer of polyethylene sheeting (visqueen) should be provided toprotect the drainage layer from concrete asthe floor slab ispoured. The site should be designed with positive drainage such that surface water will not pond near the structures. Roof drains should not be connected to the subgrade drainage system and should be sloped and tightlined to a suitable outlet away from the proposed buildings. The pavement areas should be designed with positive drainage such that surface water will not pond and will drain tnasuitable outlet. Construction Considerations There may be significant amounts of perched groundwater during excavation of foundations and utility trenches. The contractor should be prepared to provide temporary dewatering measures such asditches and sumps 10control potential groundwater inflow. GEOTECHNNCAN RECOMMENDATIONS FOR CONSTRUCTION ^ Foundation Construction � Hart Crowser must observe exposed footing/mat subgrades before steel reinforcement placement to confirm design assumptions about subsurface conditions and subgrade preparation. _, ^^ `' � I The exposed subgrade should be carefully prepared and protected before concrete placement. Any loosening of the materials during construction could result in more settlement. It isimportant that foundation excavations be cleaned of loose or disturbed soil or rock fragments before placing any concrete and that there is no standing water in any foundation excavation. These conditions should be observed by our representative. The foundation settlement est\matedhereinassumesthatcarefu|preparationondp,otectionmfthe exposed subQradewill occur before concrete placement. Before placing concrete for footings, svbBrade soil should be in a very dense, non'yie|dingcondition. Any disturbed soil should be removed. We recommend placing a 2- to 4-inch-thick lean or structural concrete slab to protect subgrade soils from being softened by water or construction activities after it is exposed. Concrete may only be placed over very dense, non -yielding soil after the subgrade has been checked by Hart Crowser. Lean zyao7nz October zz'zou8 16 / Tukwila Fire Station 52 concrete shall contain between 145 and 200 pounds of cement per cubic yard and have a maximum wmter-to-cementratio ofZ. Retaining WymUU Recommendations a Backfill with a minimum thickness of 18 inches of free -draining sand or sand against backfilled walls toprevent build-up ofhydrostatic preosuns.VVevecomnnendthat the wall backfUmaterial conform to Section 9-03.12(4) of the current WSDOT Standard Specifications for Road, Bridge, and Municipal Construction. 0 Install drains behiindany backfUedsubo,adewalls. The drains, with deonouts,should consist of minimum 4-inch-diameter perforated pipe that is placed on a bed of, and surrounded by, at least 6 inches of free -draining sand or sand and gravel. The drains should be sloped to carry the water toasump o,other suitable discharge. N The backfill should be continuous and envelop the drainage behind the wall. E The drainage fill surrounding the pipe should becompatible with the size nfthe holes inthe perforated drain pipe. Earthwork Recommendations Site Preparation and Grading Site preparation will involve dismantling the existing retaining wall, removing pavement, surface vegetation and landscaping, and removing other obstructions that may interfere with new construction. All visible organic material (sod, humus, roots, and/or other plant material), debris, and other unsuitable material should be removed from subgrade areas. We recommend conducting all site grading and paving, as well as any utility trenching, during relatively dry weather. It may be necessary to relocate or abandon some utilities. Excavation of these utility lines will probably occur through fill, Abandoned underground utUitiesshou|dboremovedorcompletely0vouted.The ends ofremaining abandoned utility lines should besealed toprevent soil nrwater from entering the pipe, Soft or loose backfill should be removed, and excavations should be backfilled with structural fill. Coordination with the utility owners is generally required to address existing utilities. The proposed development will require excavations through the residual soil and bedrock material. We expect that the residual soil and bedrock materials at the site will require the use of a backhoe or excavator with a hoe -ram attachment. The contractor should review the geotechnical subsurface data for the project; the contractor may elect to perform additional evaluation of the rippability of the bedrock materials, asthat was not included inour scope ofwork. Structural Fill Backfill placed within the building area or below paved areas should be considered structural fill. We make the following recommendations for structural fiUk Tukwila Fire Station 52 117 0 For imported soil to be used as structural fill, use a clean, well -graded sand or sand and gravel with less than 5 percent by weight passing the No. 200 mesh sieve (based on the minus Y4-inch fraction), Compaction of soil containing more than about 5 percent fines may be difficult if the material iswet orbecomes wet duhngrainy weather. (Note that wedonot think the excavated soils from the site will besuitable for reuse asstructural fi|i) M Place and compact all structural fill inlifts with a loose thickness nogreater than 1Oinches. For hand -operated "jumping jack"compacturs,|onme|iftsshnuWnotexceed 6inches. For small vibrating.plate/sled compactors, loose lifts should not exceed 3 inches. . � Compact all structural fill toatleast 9Spercent ofthe modified Proctor maximum dry density (as determined by ASTIVI D 1557 test procedure). 0 Control the moisture content ofthe fill towithin 2percent ofthe optimum moisture. Optimum moisture is the moisture content corresponding to the maximum Proctor dry density. 0 |nwet sub8r deareas clean material with agravel content ofatleast 3Oto3Spercent maybe necessary. Gravel is material coarser than a US No. 4 sieve. a Before filling begins, provide samples of the structural and drainage fill for laboratory testing. Laboratory testing wW|includeaProctortes and gradation for structural fill and agradation for drainage fill. Field testing with a nuclear density gauge uses the maximum dry density determined from aProctor test xobisimportant tocomplete the laboratory testing as soon aspossible tonot delay backfilling. Use of On -Site Soil as Structural Fill The fill soils and residual soils have high fines content (soil fraction passing the #200 sieve,such assilt and clay). The majority of the near -surface soils appear to contain more than 5 percent fines and, therefore, will bemoisture-sensitive duhn8periodsofwetweotherandcuu|dbedifficuhtocompact in wet weather conditions, The moisture content of the near -surface soils is moist, indicating that moisture conditioning (i.e., drying) may be necessary to achieve adequate compaction. Because of the variable nature ofthe on -site soils, and thevariab|esinvolved with weather conditions, we recommend that the on -site soils not be used as structural fill. Nonetheless, the native on -site soils can be used for non-structural purposes such as preload fill or in landscaped areas. Permanent Cuts We understand that the western side of the project may make use of a permanent cut slope in lieu of retaining the required cut. Permanent cuts should be completed in accordance wft the specifications provided inVVSS3'03—Roadway Excavation and Embankment standards. We recommend permanent slopes have amaximum gradient ZH:1V. Surface water runoff should be collected atthe crest ofthe slope and directed away from slopes toprevent water from running down the face of the slope. 18 | Tukwila Fire Station 52 Temporary Cuts Because of the variables involved, actual slope grades required for stability in temporary cut areas can only beestimated before construction. Dismantling ofthe existing retaining wall may require temporary sloping of the soils behind the wall. We recommend that stability of the temporary slopes used for construction be the sole responsibility of the contractor, since the contractor is in control of the construction operation and iscontinuously at the site toobserve the nature and condition nfthe subsurface. Excavations should be made in accordance with all local, state, and federal safety requirements. For planning purposes, the soils across the site are likely Occupational Safety and Health Administration (OSHA) Soil Classification Type B where bedrock is exposed, and Type Class C where fill isexposed; however, the soil classification must bereevaluated at the time ofconstruction. The stability and safety ofopen trenches and cut slopes depend onanumber offactors, including: • Type and density ofthe soil; • Presence and amount ufany seepage; • Depth ofcut; 0 Proximity of the cut to any surcharge loads near the top of the cut, such as stockpiled material, traffic loads, structures, etc.; • Duration of the open excavation; and • Care and methods used bythe contractor. Based unthese factors, werecommend: • Using plastic sheeting toprotect slopes from erosion; and • Limiting the duration ofopen excavations asmuch aspossible. Pavement Recommendations We recommend that pavement sections be constructed over a subgrade surface consisting of at least 6 inches of compacted structural fill. Alternatively, it has been our experience that proof rolling of native ground o,with ovevexcavationofnear-surface soft soils prior topavement construction works well. Vegetation should be cleared from the site, and any topsoil containing organic material should be overexcavated and replaced with well -compacted structural fill. This would reduce the potential for long-term settlement and pavement distress associated with the settlement. ic ' ' ' . ' I ~' I .. ` `' Tukwila Fire Station 52 119 RECOMMENDATIONS FOR CONTINUING GEOTECHNNCAN SERVICES Before construction begins, werecommend that Hart Crowse,continue tomeet with the design team asneeded toaddress Beotechnica|questions that may arise throughout the remainder ofthe design and permitting process. We also recommend that we review the project plans and specifications to confirm that the geotechnical engineering recommendations have been properly interpreted. During construction, we recommend retaining Hart Crowser to perform the following tasks: • Review contractor submittals, • Observe foundation installations, • Observe foundation and wall drainage installation, • Observe shoring installation and testing, • Provide other observations asrequired bythe City ofTukwila, • Attend meetings asneeded, and mm Provide geotechnical engineering Support as needed during construction. I 192y7-0z October z1,2O1u 20 | Tukwila Fire Station 52 REFERENCES American Concrete Institute %000.AC 33OR-]QGuide for the Design and Construction ofConcrete Parking Lots. AASTHO (2014). LRFD Bridge Design Specifications, Seventh Edition, Volume 11. AASTHO. IBC ZOlS.International Building Code. International Code Council. VVSDOTJD1S.VV5DOTPavement Policy, Washington State Department ofTransportation, Construction Division, June 2015. \\seafs\Proj ects\NoTe boo re_Station_5 2\Defive ra bles\Reports\F/NAL—Tu kwimF55aGeotechnica/Report\TukwilaFire zs2ypnz October z1,2Oz8 HIARFOWWSM Figures fy ksv 0Y co 0 Seattle Tukwila WASHINGTON Oregon Idaho 16, S I44th ,t s 1;)4th St` L.s.. S 158th5` te,c4 t S 160th St t-':==3 Fa rtr Tui:`rt S 164th St S 166th St S 168th_ t E ISten 4 III > ' d 6. >72ndStr a 4 a 3 0 S 173rd St N N. . N rn S 175th St (I) 76th St 0 cc,'_ ,nl ��7,Bth St =�. o m (nl .4 ro d sn a S 180th S t 4,-c- �Eh182ndSta> _. Sources Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan,,METI, Esri China (Hong t-I Kong), Esri Korea, Esri ,(Thailand),NGCC, © OpenStreetMap contributors, and the GIS User Community 0 r en 56th Ave S 58th Ave S tnai 4, a S 128th S r�rt4'`9 ,0y to 8P 3rgi C' 0 C0 T 4e 'p F en ct, cc S Langston Kd S 132nd St S 135thSt "Giro Project Location Ezz a Tukwila rit`^i ` wy Tukfela Fond Strander Blvd F. ore gat a N 0 Z J m a c a) PerCI d 0 a 0 1,000 2,000 4,000 Feet Andover Park 0 O CO S 130th S t 4) Soy Cv"bst0,1 Ra SW Sunset SW 7th St a1 W SW 1 tI c, SW 27th St SW 34th St Ave SW and Ave SW SW 41st St S 180th S 0 Tukwila Fire Station 52 Tukwila, Washington Vicinity Map 19297-01 10/18 V Figure J s11 1 co Y j z Existing ing Wall —►E New ,Retaining Wail ._:._10=.._......_.._.._.._.•_.._.._......_•._.._.._ I.1 Proposed Fire Stall n Headquarters 2' +1C',i. v'\ A ,Y New Retaining �a� h ,," etaining Wall < iS ; n 4 B Legend A A' B-1 1 Boring (Hart Crowser 2018) Lt Cross Section P.1 Shallow Boring (Hart Crowser 2018) 1 1' Existing Detention Pond 'Li Slope Stability Cross Section Note: All elevations in NAVD 88 and feet. 0 25 50 , 1 _.._......___ nti_.._......_..'1 100 • Feet N Tukwila Fire Station 52 Tukwila, Washington Site and Exploration Plan 19297-01 10118 in iiVITOTOWSER Figure ,I E U , ou5 Reference: "Preliminary Site Study, Tukwila Fire Stations" prepared by Weinstein A+V and dated December 19, 2017. 2 i i i i 0 0 A West 140 B•3 PS) _ - •-FILL, 130 • P4 1 SM 211'S� - 30 - 92 \ 2 120 _5015'' ro Q — 5013 110• SANDSTONE Z _5014' 5013" a100•. ,11 C 5013" C alllsl5" ' 90• — w — Existing Block Wall 80 70 B4 1 OP.OM 56 11 SM 5015" Proposed Retaining Wall Proposed Grade -7-. 7 SANDSTONE- 8518" _ 7 7 M GP — ? �7� _ 00 • !s,2 7 — — __.3471 SP _ 2 _ _ 7 — — 2 = 100 li �a(_7 ' Proposed Finish Floor s4n°i- 5014" BEDROCK — C - 90 1 m w Proposed Headquarters P•2 B•9 (Proj. 27' S) (Pro).711 S) A' East 140 • 130 SANDSTONE 5013.. 2 '1•3012" P•1 120 (Prot 42' N) - m — OD _110 > SM - 80 70 60 IIIIIH11,1IH11111,111111111,111111111,111111111,11111H11,11HIIIIIrIIIIII1-HiIII1++IIIi1+HIII1-F-r11111+HliIH+II111-rHIIIH++TH11111II, - 60 20 40 60 80 100 120 140 160 180 200 220 240 260 2881 Distance in Feet Legend Soil Type Exploration Name— B•1 Fill Offset —(Proj. 64' S) — Exploration Location— — Residual Soil Groundwater Elevation—� SPT Blow Count — 51 and Sample Location Bedrock Coal 0 20 40 Scale in Feet NOTE This subsurface profile is generalized from materials observed in soil borings. Variations may exist between profile and actual conditions. Tukwila Fire Station 52 Tukwila, Washington Generalized Subsurface Cross Section A -A' 19297.01 10118 n 11 MOM Figure 3 B ■1 U" D t F F a 0 w Vl 5 0 T J a v N X 0 0 F m r 0 z B B' North South 140 Proposed 130 Retaining Wall 120 B-8 (Proj.O') 12 110 47 —? Q_ Sons12° DRoe'? ? 01 _5rjfi"' otuttuuK LL 100 saI o — 5011s16' i BEDROCK m 90 a) 80 • 70 • Proposed Firestation P.1 (Pro).12' E) SM ASPHALT Proposed Finish Floor (+111 ft) P•2 B•9 (Proj.9' W) 140 • 130 120 ro co 1100 SP _100 a 9 = C BEDROCK — 0 90 i 6) 80 70 60-+++t-iiiir,i1iiiii ++r+H1irMriii6+-ii,iii-Hiii-rs-ii iiiii,iiiiiiiii,iiiiiirri,r1iriii Hiirrr,ii1111 60 0 20 40 60 80 100 120 140 160 180 200 214 Distance in Feet Legend Soil Type Exploration Name— B•1 Fill Offset —(Proj.64'S) Residual Soil Exploration Location — Bedrock Groundwater Elevation-2 SPT Blow Count — 5 and Sample Location Coal 0 20 40 Scale in Feet NOTE This subsurface profile is generalized from materials observed in soil borings, Variations may exist between profile and actual conditions, Tukwila Fire Station 52 Tukwila, Washington Generalized Subsurface Cross Section B-B' 19297.01 10118 n a WIRTOIOWSBt Figure 4 Existing°ftetainin ... ._.B 1 .._.._..-.. _.._..-• is ._..-.._.._.._.._.._.. ,1iu:51:' / „ P.2 / B-5 (+99) / , / // / , Plroposed Fire � Station Headquarters ..._.. •._.._...-.._..-..ter.--. Legend 8.1 1 Boring (Hart Crowser 2018) Existing Detention Pond P.1 # Shallow Boring (Hart Crowser 2018) --- Approximate Elevation Contour of Top of Bedrock (in feet) (+112) Elevation of Bedrock (in feet) B•7 (+69) Note: All elevation in NAVD 88 and feet. 0 25 50 100 Feel Tukwila Fire Station 52 Tukwila, Washington Approximate Elevation of Top of Bedrock 19297.01 10118 n Y Figure Reference: 'Preliminary Site Study, Tukwila Fire Stations" prepared by WeinsteinA+V and dated December 19, 2017. NMraaWSER 5 D .— —. Passive ActivelPassive Uniform Dynamic Earth Earth Surcharge Inertial Pressure Pressure Pressure Increment Cantilever Soldier Pile and Single•Braced Wall Recommended Lateral Earth Pressures E A (Above GWT) A' (Below GWT) B (Above GWT) B (Below GWT) D E Active 25 pcf 14 pcf 50 psf 7*H At•Res1 41 pcf 23 pcf 50 psf 12*H Passive 450 pcf 250 pcf Notes; 1. All earth pressures are in units of pounds per square foot. 2. Minimum recommended embedment (Z) is 10 feet. 3. Passive pressures are allowable values and include a 1,5 factor of safety. 4, Passive pressure acts over 2.5 times the concreted diameter of the soldier pile or the pile spacing, whichever is less. 5. Apparent earth pressure and surcharge act over the pile spacing above the base of the excavation. 6. Active pressure acts over the pile diameter below the excavation. 7, Additional surcharge from footings, large stockpiles, heavy equipment, etc., must be added to these pressures. 8, These pressures assume a backslope of no greater than 7°. 9, All dimensions are in feet. 10. Diagrams are not to scale. Brace Brace B' P (Ps Passive Earth Apparent Pressure Earth Pressure Multiple Braced Wall M*H P_ (H-1131H1.113"Hn+1) 4- •-- 4- 4- 4- D-4— .—I. E Uniform Dynamic Surcharge Inertial Pressure Increment Recommended Values of M Active 16*H At -Rest 26'H Legend H Total Height of Excavation, Feel H Depth 10 Uppermost Tieback, Feet H Height Between Tiebacks, Feel H Distance from Base of Excavation to Lowermost Tieback, Feel Z°{ Embedment Depth, Feel A,B,C, .., Earth Pressure Factors, See Table No•Load Zone 1 Groundwater Table (GWT) Backslope Inclination (Degrees) Tukwila Fire Station 52 Tukwila, Washington Temporary and Permanent Lateral Earth Pressures for Excavation 19297-01 10118 Figure 6 r s : r , , File: LANotebooks11929701_Tukwila_FireStation_521CAD11929701-002 (EPD).dwg Layout:AdjShor Date: 10-04-2018 Author ericlindquist A. Strip Footing Cross Section View Ground Surface ch=r0,64q(13-siniicos20) E0‘ M i. O '4; C 'I 0 c 7 M a 0 0 > CD 1. 0 CI) M F. 0 (i) 7 E., B(1). Small Isolated Footing Cross Section View Ground Surface Base of Excavation (For m>0,4) 1,77Q en' ch D2 (m2+n2)3 Base of Excavation Bp. Plan View (For m5, 0.4) n2 qh,Ki 0.28Q 3 alhz,ch cos' (1,10) Notes: 1. Lateral pressures from adjacent structures should be added to lateral pressures on Figure 5, 2, Wall footings acting other than parallel to the excavation can be treated as series of discrete point loads, using Diagram B. 3, Contact Hart Crowser for surcharge recommendations, if necessary, C. Continuous Wall Footing Parallel to Excavation Cross Section View Ground Surface q' Line Load Pressure (For m>0.4) (7i1 1,28q" m2n (Vim D (m2+n2)2 (For m5 0.4) gl 0.2 n n I D (0,16+n2)2 L—Base of Excavation Definition and Units Q Footing Load in Pounds D Excavation Depth below Footing in Feet d Depth to Base of Footing in Feet Lateral Soil Pressure in PSF Unit Loading Pressure in PSF q" Footing Load in Pounds per Foot Radians q K1 Conditions 0,35 Active e h pressure on a flexible wall (e.g, shoring) 0,5 At -rest conditons, where surcharge loads exist prior to excavation 1.0 At -rest conditions, where surcharge loads are applied after construction on permanent wall APPENDIX A Field Exploration Methods and Analysis APPENDIX A Field Exploration Methods and Analysis This appendix documents the processes Hart Crowser used to determine the nature of the soils at the project site, and contains the following sections: • Explorations and Their Locations, • Auger Borings, and • Standard Penetration Test Procedures. Explorations and Their Locations The exploration logs in this appendix show our interpretation of the drilling, sampling, and testing data. These Togs indicate the approximate depth where the soils/bedrock change. The soil/bedrock changes may be gradual and may vary in depth across the site. In the field, we classified the soil/bedrock samples according to the methods shown on Figure A-1, Key to Exploration Logs; the legend explains the symbols and abbreviations used on the Togs. Figure 2 in the main text shows the explorations, located with a measuring tape from existing physical features. Elevations are referenced to the North American Vertical Datum of 1988 (NAVD88) and were estimated from existing plans provided by Weinstein A+U, Auger Borings Borings were drilled with a 4.25-inch-inside-diameter hollow -stem auger using a track -mounted drill rig subcontracted by Hart Crowser. The September 2018 borings were drilled using a hollow -stem auger truck -mounted rig and made use of an HQ3 rock core barrel. A Hart Crowser geologist continuously observed the drilling. A detailed field log was prepared for the boring. Using the standard penetration test (SPT), we obtained samples at intervals of no more than 5 feet. Standard Penetration Test Procedures The SPT (as described in ASTM D 1586) is an approximate measure of soil density and consistency. To be useful, the results must be interpreted in conjunction with other tests. The SPT was used to obtain disturbed soil samples. This test employs a standard 2-inch-outside-diameter split -spoon sampler. A 140-pound autohammer free - falling 30 inches drives the sampler into the soil for 18 inches. The number of blows required to drive the sampler the last 12 inches is the standard penetration resistance. This resistance, or blow count, measures the relative density of granular soils and the consistency of cohesive soils. The blow counts are plotted on the boring logs at their respective sample depths. 19297-01 October 11, 2018 2 I Tukwila Fire Station 52 Soil samples were recovered from the split -spoon sampler, field classified, placed into watertight jars, and taken to Hart Crowser"s laboratory for further testing. In the Event of Hard Driving Occasionally, very dense materials preclude driving the total 18-inch sample. When this happens, the penetration resistance is entered on Togs as follows: Penetration less than 6 inches. The log indicates the total number of blows over the number of inches of penetration. Penetration greater than 6 inches. The blow count noted on the log is the sum of the total number of blows completed after the first 6 inches of penetration. This sum is expressed over the number of inches driven that exceed the first 6 inches. The number of blows needed to drive the first 6 inches is not reported. For example, a blow count series of 12 blows for 6 inches, 30 blows for 6 inches, and 50 (the maximum number of blows counted within a 6-inch increment for SPT) for 3 inches would be recorded as 80/9. 19297-01 October 11, 2018 H1RTCROIWSER Sample Description Identification of soils in this report is based on visual field and laboratory observations which include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field nor laboratory testing unless presented herein. ASTM D 2488 visual -manual identification methods were used as a guide. Where laboratory testing confirmed visual -manual identifications, then ASTM D 2487 was used to classify the soils. Relative Density/Consistency Soil density/consistency in borings is related primarily to the standard penetration resistance (N). Soil density/consistency in test pits and probes is estimated based on visual observation and is presented parenthetically on the logs. SAND or GRAVEL Relative Density (Blows/Foot) Very loose 0 to 4 Loose 5 to 10 Medium dense 11 to 30 Dense 31 to 50 Very dense >50 SILT or CLAY Consistency Very soft Soft Medium stiff Stiff Very stiff Hard (Blows/Foot) 0 to 1 2 to 4 5 to 8 9 to 15 16 to 30 >30 Moisture Dry Absence of moisture, dusty, dry to the touch Moist Damp but no visible water Wet Visible free water, usually soil is below water table USCS Soil Classification Chart (ASTM D 2487) Symbols Typical Major Divisions Grad., USCS Descriptions Clean Gravais Well -Graded Gravel; ell-Grded Gravel with Sand (<5% Ines) Poorly Graded Gravel; Po d Gravel .GWGM and Pli V Woertlyi_GGraraddeded GGrraavveell wivritthh sSiatin; WeD-Graded Gravel with Silt and Sand Gravelly Soils Gravels frill GW-GCWell-Graded Gravel with Clay; Well -Graded Gravel with Clay and Sand More than 50% of Coarse Fraction - 2% fines rill I /111 GP -GM Poorly Graded Gravel with Silt; Poorly Graded Gravel with Silt and Sand Retained on No. 4 Sieve arril GP -GC Poorly Graded Gravel with Clay: "oorly Gradecl Gravel with Clay and Sand Coarse Gravels ilh • " mil Silly Gravel; Silty Gravel with Sand Grained Ines > 0 tines) r , CSoils Clayey Gravel; lam Gravel with Sand — More than 50% of Material Retained on Sands wit liNgla Well -Graded Sand; Well -Graded Sand with Gravel No. 200 Sieve few Fines x % fines in 111:1 Poorly Graded Sand; Poorly Graded Sand with Gravel Sand and Filli SW- Well -Graded Sand with Silt Well -Graded Sand with Sill and Gravel Sandy Soils Sands kr Nei Ell VVell-Graded Sand with Clay; ell -Graded Sand with Clay and Gravel More than 50% of Coarse Fraction - °0 fines - Poorly Graded Sand with Silt; Poorly Graded Sand with Silt and Gravel Passing No. 4 Sieve iel SP-SC Poorly Graded Sand with Clay; Poorly Graded Sand with Clay and Gravel Sands with 11111:11 Silly Sand; Silty Sand with Gravel Fines (>12% fines) rar veil - Clayey Sand; Clayey Sand with Gravel i S'dt; Silt with Sand or Gravel; Sandy or Gravelly Silt Fine Grained Soils Silts Elastic Silt; Elastic Silt with Sand or Gravel; Sandy or Gravely Elastic Silt More than 50% of Material Silty Clay (based on Atterberg Limits) 0 Silty Clay; Silty Clay with Sand or Gravel; Gravelly or Sandy SUN Clay Passing No. 200 Sieve Lean Clay; Lean Clay with Sand or Gravel; Sandy or Gravelly Lean Clay Clays .CH ZGravel; Fat Clay; Fat Clay with Sand or Sandy or Gravely Fat Clay Organics M O OIJOH Organic Soil; Organic Soil with Sand or Gravel; Sandy or Gravely Organic Sol Highly Organic (>50% organic material) PT Peat - Decomposing Vegetation - Fibrous to Amorphous Texture Minor Constituents Estimated Percentage Sand, Gravel Trace Few Cobbles, Boulders Trace Few Little Some <5 5 - 15 <5 5 - 10 15 - 25 30 - 45 Soil Test Symbols a/0F Percent Passing No, 200 Sieve AL Atterberg Limits (%) I • I Liquid Limit (LL) Water Content (WC) Plastic Limit (PL) CA Chemical Analysis CAUC Consolidated Anisotropic Undrained Compression CAUE Consolidated Anisotropic Undrained Extension CBR California Bearing Ratio CIDC Consolidated Drained Isotropic Triaxial Compression CIUC Consolidated Isotropic Undrained Compression CKODC Consolidated Drained k0 Triaxial Compression CKODSS Consolidated k0 Undrained Direct Simple Shear CKOUC Consolidated k0 Undrained Compression CKOUE Consolidated k0 Undrained Extension CRSCN Constant Rate of Strain Consolidation DSS Direct Simple Shear DT In Situ Density GS Grain Size Classification HYD Hydrometer ILCN Incremental Load Consolidation KOCN k0 Consolidation kc Constant Head Permeability kf Falling Heed Permeability MD Moisture Density Relationship OC Organic Content OT Tests by Others P Pressuremeter PID Photoionization Detector Reading PP Pocket Penetrometer SG Specific Gravity TRS Torsional Ring Shear TV Torvane UC Unconfined Compression UUC Unconsolidated Undrained Triaxial Compression VS Vane Shear WC Water Content (%) Groundwater Indicators a 51 Groundwater Level on Date or At Time of Drilling (ATD) Groundwater Level on Date Measured in Piezometer Groundwater Seepage (Test Pits) Sample Symbols 1Z11 1.5" I.D. Split Spoon 1:1 Core Run 3.0" I.D. Split Spoon Sonic Core r Modified California Fin Thin -walled Sampler L—= Sampler Grab [El Cuttings Well Symbols Monument Surface Seal Bentonite Seal Well Casing Sand Pack Well Tip or Slotted Screen Slough Signal Cable Vibrating Wire Piezometer (VP) Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Key to Exploration Logs Figure Sheet 1 of 3 A-1 LD DATA\PERM GINT FILES\1929701-BL.GPJ HC LIBRARY.GLB - 4/4/18 16:27 - L:\NOTEBOOKS\1929701_TUKWILA_FIRE_STATION_52\FI KEY 10 EXP LOOS_(SOIUROCKIWSDOT-2 - JAG Weathered State of Rock Term Description Grade Fresh No visible signs of rock material weathering: perhaps slight discoloration in major discontinuity surfaces. I Slightly Weathered Discoloration indicates weathering of rock material and discontinuity surfaces. All the rock material may be discolored by weathering, and may be somwhat weaker externally than in its fresh condition II Moderately Weathered Less than half of the rock material is decomposed and/or disintegrated to soil. Fresh or discolored rock is present either as a continuous framework or as corestones. III Highly Weathered More than half of the rock material is decomposed and/or disintegrated to soil. Fresh or discolored rock is present either as discontinuous framework or as corestone. IV Completely Weathered All rock material is decomposed and/or disintegrated to soil. The original mass structure is still largely intact. V Residual Soil All rock material is converted to soil. The mass structure and material fabric is destroyed. There is a large change in volume, but the soil has not been significantly transported. VI Relative Rock Strength Grade Description Field Identification Uniaxial Compressive Strength RO Extremely Weak Indented by thumbnail. 0.04 to 0.15 ksi R1 Very Weak Specimen crumbles under sharp blow with point of geological hammer, and can be cut with a pocket knife. 0.15 to 3.6 ksi R2 Moderately Weak Shallow cuts or scrapes can be made in a specimen with a pocket knife. Geological hammer point indents deeply with firm blow. 3.6 to 7.3 ksi R3 Moderately StrongSpecimen cannot be scraped or cut with a pocket knife, shallow indentation can be made under firm blows from a hammer point. 7.3 to 15 ksi R4 Strong Specimen breaks with one firm blow from the hammer end of a geological hammer. 15 to 29 ksi R5 Very Strong Specimen requires many blows of a geological hammer to break intact sample. Greater than 29 ksi Discontinuities Discontinuity Spacing Discontinuity Condition Description Spacing Condition Description Very Widely Spaced Greater than 10 feet Excellent Condition Very rough surfaces, no separation, hard discontinuity wall. Widely Spaced 3 to 10 feet Good Condition Slightly rough surfaces, separation less than 0.05 inches, hard discontinuity wall. Moderately Spaced 1 to 3 feet Fair Condition Slightly rough surface, separation greater than 0.05 inches, soft discontinuity wall. Closely Spaced 2 to 12 inches Poor Condition Slickensided surfaces, or soft gouge less than 0.2 inches thick, or open discontinuities 0.05 to 0.2 inches. Very Closely Spaced Less than 2 inches Very Poor Condition Soft gouge greater than 0.2 inches, or open discontinuities greater than 0.2 inches. Y HARTERO WSER Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Key to Exploration Logs Figure A-1 Sheet 2 of 3 c q 0 -3 T. Grain Size Grain Size Description Criteria Less than 0.04 inches Fine grained Few crystal boundaries/grains distinguishable in the field or with a hand lens. 0.04 to 0.2 inches Medium grained Most crystal boundaries/ grains distinguishable with the aid of a hand lens. Greater than 0.2 inches Coarse grained Most crystal boundaries/ grains distinguishable with the naked eye. Igneous Rock Textures Texture Grain Size Pegmatitic Very large; diameters greater than 0.8 in. Phaneritic Can be seen with the naked eye Porphyritic Grained of two widely different sizes Aphanitic Cannot be seen with the naked eye Glassy No grains present Pyroclastic Rocks Rock Name Characteristics Pyroclastic Breccia Pyroclastic rock whose average pyroclast size exceeds 2.5 inches and in which angular pyroclasts predominate. Agglomerate Pyroclastic rock whose average pyroclast size exceeds 2.5 inches and in which rounded pyroclasts predominate. Lapilli Tuff Pyroclastic rock whose average pyroclast size is 0.08 to 2.5 inches. Ash Tuff Pyroclastic rock whose average pyroclast size is less than 0.08 inches. i Degree of Vesicularity Designation Percentage of Cavities (by volume) of Total Sample Slightly Vesicular 5 to 10 Percent Moderately Vesicular 10 to 25 Percent Highly Vesicular 25 to 50 Percent , Scoriaceous Greater than 50 Percent : Other Terms: i Core Recover (CR) = the ratio of core recovered to the core run length expressed as a percentage. ! Rock Quality Designation (RQD) = the percentage of rock core recovered in intact pieces of 4 inches or more in length in the length of a core run. Does not include mechanical breaks caused by drilling. Fracture Frequency (FF) = the number of natural fractures per foot in the length of core recovered. Reference: ).. Washington State Department of Transportation (WSDOT), 2014. Geotechnical Design Manual, Publication M 46-03.10, August, 2014. , Ill Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Key to Exploration Logs Figure A-1 Sheet 3 of 3 : HARTCROWSER Date Started: 3/28/18 Date Completed: 3/28/18 Logged by: B. McDonald Checked by: A. Hultz Location: Lat: 47.464142 Long: -122.254537 Drilling Contractor/Crew: Holt Services, Inc. Drilling Method: Hollow Stem Auger Rig Model/Type: Landa LAR / Track -mounted drill rig - L:\NOTEBOOKS\1929701 TUKWILA FIRE STATION 52\FIELD DATA\PERM GINT FILES\1929701-BL.GP HC BORING LOG - J:\GINT\HC_LIBRARY. Ground Surface Elevation: 122 feet Horizontal Datum: WGS 84 Vertical Datum: NAVD 88 Comments: Location and ground surface elevations are approximate. Hammer Type: Auto -hammer Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Measured Hammer Efficiency (%): NA Hole Diameter: 4.25 inches Casing Diameter: NA Total Depth: 35.9 feet Depth to Groundwater: 19 feet 0 0 a) rn rn 5- 10- 15- 20 — 25 — 30 — 35 — Sample Data 0 m 2 7 2 2 5 9 18 23 3 9 16 5 4 23 44 50 20 40 50 31 50 15 50 a z z d 0 Cr m 0) 10 Gr d 0) w 8 18 18 18 18 18 15 16 10 11 Number Tests s-1 S-2 S-3 AL, GS, WC S-5 S-6 S-7 AL, WC S-8 S-9 WC S-10 0 00 0 Material Description \Sod. SILTY SAND WITH GRAVEL (SM), loose, moist, brown, fine- to medium -grained sand, subrounded gravel, scattered wood/roots. [FILL] Becomes medium dense. Becomes loose, red -brown to brown, mottled, signs of weathering. 0 X x x x X X x X X X X X X X X x X x x x x X X X x x X x X X X X X X X x x x X X X x X x X X X x X X x x X x X X X X X x x X x X X x x X x x x x x x X X LEAN CLAY (CL), hard, moist, brown, segments of vertical bedding planes, completely weathered. [RESIDUAL SOIL] Scattered organics. Becomes gray, highly to completely weathered. SILTSTONE, completely to highly weathered, very weak, scattered zones of thin lamination. Becomes friable. TD J 0) m PL W (%) IL X Fines Content (%) ♦ SPT N Value 10 20 30 40 21 ATD 7 • 25 22 a) 0 0 15I - 201 ♦ 94/9', I 251 90/10" 30 ♦ 50/4" 1 • Bottom of Borehole at 35.9 feet. 5 351 )/5" General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. r. 11 Hn. RTCROWSER Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log B-1 Figure Sheet A-2 I 1 of 1 Dale Started: 3/29/18 Date Completed: 3/29/18 Drilling Contractor/Crew: Holt Services, Inc. Logged by: A. Hultz Checked by: E. Ellingsen Drilling Method: Hollow Stem Auger Location: Lat: 47.464070 Long: -122.254999 Rig Model/Type: Landa LAR / Track -mounted drill rig Ground Surface Elevation: 135 feet Hammer Type: Auto -hammer Horizontal Datum: WGS 84 Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Vertical Datum: NAVD 88 Measured Hammer Efficiency (%): NA Comrnents: ' Location and ground surface elevations are approximate. Hole Diameter: 4.25 inches Casing Diameter: NA Total Depth: 50.4 feet Depth to Groundwater: 25 feet ,iripm,,117,1(11.ii11ri1iii 100 105 110 115 120 125 130 Elevation (feet) 0 0 cr. 0 -61 8 cn a Depth (feet) 1 i i i I i 1 i i I i i i i I 1 i i i_l_ t 1..t t I i i i 1 I i i i i I i i i i I Sample Data Graphic Log Material Description Water Level wc (%) X Fines Content CYO • SPT N Value 10 20 30 40 .z 0_ CD 0 Blow Count i.; O.' S Length (inches) Number Tests 4 /r 9 6 0 26 50 27 50A 50 24 50 0 5 0* X - _ Z ' . — V ,= Z..). 7 ' 15 18 19 11 1 1 11 11 11 ,, °-1 S-2 GS, WC s_3 WC S-4 M S-6 S-7 wC S-8 wc S-9 S-to •:. :'` --,--.'-[FILL] • . . . . . . • - - • . . . • . . . . . . , . . . ' • . . . . .. • • • • • • . . . . . . • ' • . _ . . . . . . : : ' • . . . . . . . . . . . . : : . . • - • • . . . , . . . . : : . . • - • . . . • • . . . . SILTY SAND (SM), loose, moist, brown, scattered gravel and organics. - SILTY SAND (SM), medi—iim—d—en—se—, moist, red -brown, Tne-- to medium -grained sand, deeply weathered. [RESIDUAL SOIL] SANDSTONE, red -brown, very friable, completely weathered, micaceous. Becomes red -brown to light brown, some bedding, friable. Becomes very friable. . Becomes friable. Becomes light brown, completely to highly weathered, somewhat friable to weak. . Becomes tight brown to gray with orange sections, friable. Becomes red to light brown, ATD 16 24 - - • • * 5/5" 5 ....... ....... 50/5" 10 ....... ..., ... ....... " " " • 50/5" 15 .. ,, ... ..... ...,...„ ...,... 50/5" 20 ..... .. • "" • " 50/5" 25 30 ....... 50/5" .. , .... ... " ' . ..... .. " ... ., ..... .• . 50/3" 11 General Notes: 1, Refer to Figure A-1 or explanation of descriptions and symbols, 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. ' 3, USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. Project: Tukwila Fire Station 52 ocation: Tukwila, Washington Project No.: 19297-01 Boring Log B-2 Figure A-3 Sheet 1 of 2 HARTCROIYSER Date Started: 3/29/18 Date Completed: 3/29/18 Logged by: A. Hultz Checked by: E. Ellingsen Location: Lat: 47.464070 Long: -122.254999 Drilling Contractor/Crew: Holt Services, Inc. Drilling Method: Hollow Stem Auger Rig Model/Type: Landa LAR Track -mounted drill rig Ground Surface Elevation: 135 feet Horizontal Datum: WGS 84 Vertical Datum: NAVD 88 Comments: Location and ground surface elevations are approximate, Hammer Type: Auto -hammer Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Measured Hammer Efficiency (%): NA Hole Diameter: 4.25 inches Casing Diameter: NA Total Depth: 50.4 feet Dep h to Groundwater: 25 feet Sample Data 40 45— a. ti) (.1 co 50 — _3 0 0? - w - 55 — z w - 0_ 2: 0 tv- 8) 0 0 — 31 ea — cr _ cc co Qi z (75 (.; 0 31 0 60- 65- 70 — 75 — o 4,0 cc 50 X d 2 0 3 J8 41 Number Tests Material Description WC (%) • X Fines Content (%) A SPT N Value 10 20 30 40 10 5 b -1 1 WC S-12 S-13 WC I SANDSTONE, red -brown, very friable, completely weathered, micaceous. (continued) Becomes light brown with red mottling, weak, highly weathered. Becomes light brown to gray with sections of blue and red mottling, weak, highly to moderately weathered. • .0 40- 50/4" 45 50/3" Bottom of Borehole at 50.4 feet. 65/ 50 st 5" —55 — 60 — 65 I —70 — 75 General Notes: 1. Reter to Figure A-1 for explanation of descriptions and symbols, 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units, 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487), 4, Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. 11.1 HARTCROWSER Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log B-2 Figure Sheet A-3 2 of 2 5, • • 15 1 Date Started: 3/29/18 Date Completed: 3/30/18 Drilling Contractor/Crew: Holt Services, Inc. Logged by: A. Hultz Checked by: E. Ellingsen Drilling Method: Hollow Stem Auger Location: Lat: 47.463823 Long: -122.255014 Rig Model/Type: Landa LAR / Track -mounted drill rig Ground Surface Elevation: 133 feet Hammer Type: Auto -hammer Horizontal Datum: WGS 84 Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Vertical Datum: NAVD 88 Measured Hammer Efficiency (%): NA Comments: Location and ground surface elevations are approximate, Hole Diameter: 4.25 inches Casing Diameter: NA Total Depth: 40.4 feet Depth to Groundwater: 34 feet ii r1 11 95 100 105 110 115 120 125 130 Elevation (feet) tri 0 c.n Depth (feet) 111'11 i 111111111i t 1111111 m11'11111111 1 Sample Data Graphic Log Material Description Water Level 11 wc (%) • • SPT N Value 0 20 30 40 Blow Count 0,1 I Length (inches) Number g" Tests 13.1 13 8 11 16 8 14 16 17 55 gf t40 30Z 50 50 50 50organics. V ,f; Lscattered X .' `.2 — p i ..' z:z Z -a' '-'' e LI ,.., e L -th 15 la 18 la 18 11 9 10 9 s-i 3-2 s_3 WC 5-4 s_s wc s-s ,5-Z 3-8 " S-10 wC :- \SOd. ATD 3Z • 24 SILTY SAND (SM), loose, moist, brown, scattered gravel, numerous \organics, trace clay. [FIR POORLY GRADED SAND (SP), mdTirTidens, moist, red -brown, gravel, fine- to medium -grained sand, deeply weathered, somewhat friable, [RESIDUAL SOIL] : . • . . . . - . • ' : . .20 ' , : . • . . • : . SANDSTONE, light brown, very friable, completely weathered, micaceous. Becomes light brown with red weathering, occasional organics. Becomes light brown to gray, highly weathered. Becomes light brown with scattered silt lenses. Becomes light brown to yellow -brown, completely weathered with 2-inch-diameter dropstone. Becomes light brown. Becomes weak, highly weathered, with a 2-inch-thick layer of ....... O..... .,. 27 30" ' " ' '''''' 5 . ........ • • , . .... ..., .......... ...... 0 92 ..... . ........ ...... „..„ 50/5" ....... A 15 ..................... ,..,......... 50/3" _ 50/4" 25 A .................... , , ...... 50/3" 0 50/3 5 ^ General Notes: 1. Refer to Figure A-1 or explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487), 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log B-3 Figure A-4 Sheet 1 of 2 HARTCRO • Fc' c t w cr co x z 0 r.D z Ir 0 0 Date Started: 3/29/18 Logged by: A. Hultz Date Completed: 3/30/18 Drilling Contractor/Crew: Holt Services, Inc. Checked by: E. Ellinesen Drilling Method: Hollow Stem Auger Location: Lat: 47.463823 Long: -122.255014 Rig Model/Type: Landa LAR / Track -mounted drill rig Ground Surface Elevation: 133 feet Horizontal Datum: WGS 84 Vertical Datum: NAVD 88 Comments: Location and ground surface elevations are approximate. Hammer Type: Auto -hammer Hammer Weight (pounds): 140 Hamrner Drop Height (inches): 30 Measured Hammer Efficiency (%): NA Hole Diameter: 4.25 inches Casing Diameter: NA Total Depth: 40.4 feet Depth to Groundwater: 34 feet w j c.) 0 a, cv 9 - w Lir 65 5 Sample Data 0 c.) 0 40 t co 45- 50 — 55 — 60 0 - a) w o z co _r 0 _ cc oc) or 0 z z 0 70 — 75 — • 3 —t 0 Number Tests Material Description WC (%) • • SPT N Value 10 20 30 40 S11 WC \Becomes yellow -brown with red -brown scattered organics. Bottom of Borehole at 40,4 feet. I • L f A .c 0. a 4D- 71/1st 5"1 —45 - I — 50 —55 —60 — 61 —70 General Notes: 1, Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. Project: Tukwila Fire Station 52 Location: Tukwila, Washington HARTCROWSER Project No.: 19297-01 Boring Log B-3 Figure Sheet A-4 1 2 of 2 Date Started: 3/26/18 Date Completed: 3/26/18 Logged by: B. McDonald Checked by: A. Hintz Location: Let: 47.463951 Long: -122.254715 Drilling Contractor/Crew: Holt Services, Inc. Drilling Method: Hollow Stem Auger Rig Model/Type: Landa LAR / Tract -mounted drill rig Ground Surface Elevation: 120 feet Horizontal Datum: WGS 84 Vertical Datum: NAVD 88 Comments: Location and ground surface elevations are approximate. Hammer Type: Auto -hammer Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Measured Hammer Efficiency (%): NA Hole Diameter: 4.25 inches Casing Diameter: NA Total Depth: 35.6 feet Depth to Groundwater: 34 feet J "cc cc 0. 0 w 0 a. 0 0 1 Sample Data Material Description Number Tests J WC (%) • X Fines Content (%) ► SPT N Value 10 20 30 40 5) 15— 0 20— _ wk— r 0 0 w w r z 0 er RC BORING LOG 25 — 30 — 35 — 2 25 t 1 14 25 31 17 32 50 2 7 35 10 50 50 z 0 6 8 18 15 11 4 14 10 8 s-1 S-2 s, we S-3 WC S-4 S-5 S-6 S-7 WC S-8 WC S-9 S-10 we Asphalt. POORLY GRADED GRAVEL WITH SILT AND SAND (GP -GM), (mediu I dense), moist, brown -gray, fine- to coarse -grained sand, subrounded ipravel- [FILL] SILTY SAND (SM), very dense, moist, light brown, fine- to medium -grained sand, completely weathered, various amounts of mica. [RESIDUAL SOIL] SANDSTONE, light brown, completely weathered, weak to very weak, friable, micaceous. Scattered dark gray organic seams from 7 to 14 feet. Becomes dark gray, completely to highly weathered. Very dense, moist, dark gray to black GOAL. SANDSTONE, light gray, completely to highly weathered, weak, somewhat friable, Becomes green/gray. Becomes light gray, scattered silt partings. Bottom of Borehole at 35.6 fee 29 X 56 • 6 0 82/9" 1 50/5" 85/8" 20 95/8" ATD 25 50/4" 50/3" 35 50/2" General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. A HARTCRowsER Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log B-4 Figure A-5 Sheet 1 of 1 a C9 0 04 0) w z z Fai 2 cc 0 w N m z 0 c~n ow[ W }J_ Q7 f!1 0 0 co co N m J q cc cc m J 0 x z cs z cc Date Started: 3/27/18 Date Completed: 3/27/18 Drilling Contractor/Crew: Holt Services, Inc. Logged by: B. McDonald Checked by: A. Hultz Drilling Method: Hollow Stem Auger Location: Lat: 47.463660 Long: -122.254555 Rig Model/Type: Landa LAR / Track -mounted drill rig Ground Surface Elevation: 112 feet Hammer Type: Auto -hammer Horizontal Datum: WGS.84 Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Vertical Datum: NAVD 88 Measured Hammer Efficiency (%): NA Comments: Location and ground surface elevations are approximate. Hole Diameter: 4.25 inches Casing Diameter: NA Total Depth: 35.5 feet Dep h to Groundwater: 10.5 feet 1 1 1 i 1 1 1 1 l 1 1 1 1 1 1 1 1 I 1 1 i i 1 1 I 75 80 85 90 95 100 105 110 Elevation (feet) ccn o w o cn — cm o Depth (feet) !fill i I 1 I I LJ 1 I I I I 1 i I i 1 1 I I 1 1 ill I I 1 1 1 1 1 1 1 1 Sample Data o o z a '$ 2 Number Material Description ro we (%) • ♦ SPT N Value 8cor cc 3 Tests c7 10 20 30 40 0 I 2 10 s-1 Asphalt. a L ip POORLY GRADED GRAVEL WITH SAND (GP), loose, moist, brown -gray, fine- to coarse -grained sand, subrounded gravel. [IMPORT - - 1 a 18 T: FILL] ` - - s X S'2 POORLY GRADED SAND (SP), loose, moist, brown to red -brown, fine- to medium -grained sand, trace organics, scattered small roots, mottled mica, weathered. [RESIDUAL 9 - - 5 5X 7 2 4X 5 � .- 18 S-3 1s S-4 zones, various amounts of completely SOIL ] Becoming medium dnese. Becoming loose, scattered silt partings. ATD 1 12 5 - 10 219 Xm 18 S-5 Becoming medium dense, brown. SANDSTONE gray,weak,highly weathered, somewhat friable. g Y 29 10 50 S v 4 wC • 50/1st4"45 15 I 20 50 Z ° s we :: Becoming light gray, appears massive. • � 50/3" 1 25 50 g °' 9 5-8 50/3" 30 30 a io j :: • 50/4" - 50 aLe 5-10 35 Bottom of Borehole at 35.5 feet. 50/1st 6" General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487), 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. V Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log B-5 Figure A-6 Sheet 1 of 1 HARTCROWSER Date Started: 3/27/18 Date Completed: 3/27/18 Logged by: B. McDonald Checked by: A. Hultz Location: Lat: 47.463696 Long: -122.254807 Drilling Contractor/Crew: Holt Services, Inc. Drilling Method: Hollow Stem Auger Rig Model/Type: Landa LAR / Track -mounted drill rig Ground Surface Elevation: 119 feet Horizontal Datum: WGS 84 Vertical Datum: NAVD 88 Comments: Location and ground surface elevations are approximate. Hammer Type: Auto -hammer Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Measured Hammer Efficiency (%): NA Hole Diameter: 4.25 inches Casing Diameter: NA Total Depth: 35.4 feet Depth to Groundwater: 25 feet Y 0 Sample Data 0 U m Number Tests Material Description WC (%) • • SPT N Value 10 20 30 40 5- 10— N m co J -c z- 15— D: w _ o w- 20— LT �r o- co wr - CC 25 - - rr 30 — 0 0 - 0 z 10 8 10 12 19 50 29 50 33 50 43 50 50 z z 0 s C ai 10 18 18 15 11 9 8 6 6 5 S-1 S•2 S-3 S-4 WC S-5 S-6 WC S-7 VVC S-9 S-10 WC f (71I-VAsphalt. r oC POORLY GRADED GRAVEL WITH SAND (GP), medium dense, moist, brown -gray, fine- to coarse -grained sand, rounded to subrounded gravel. ;•.' [IMPORT FILL] %- POORLY GRADED SAND (SP), medium dense, moist, light brown, fine - to medium -grained sand, trace organics, various amounts of mica, completely weathered. Becoming light brown to gray, highly weathered. SANDSTONE, light brown to gray, highly weathered, weak, friable. 15 50/3" ATD 20 50/2" • • 25 50/1st 6" • 30 50/1st 6" • 0_ J C7-^ } Q „- CC co •=11 General Notes: = 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic r? units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 0 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. Bottom of Borehole at 35.4 feet. 50/ 35 1st 5" 0 z CC 0 m 0 HARTCRO WSER Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log B-6 Figure Sheet A-7 1of1 :1NOTEBOOK511 Date Started: 3/28/18 Date Completed: 3/28/18 Drilling Contractor/Crew: Holt Services, Inc. Logged by: B. McDonald Checked by: A. Hultz Drilling Method: Hollow Stem Auger Location: Lat: 47.463738 Long: -122.253400 Rig Model/Type: Landa LAR / Track -mounted drill rig Ground Surface Elevation: 94 feet Hammer Type: Auto -hammer Horizontal Datum: WGS 84 Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Vertical Datum: NAVD 88 Measured Hammer Efficiency (%): NA Comments: Location and ground surface elevations are approximate. Hole Diameter: 4.25 inches Casing Diameter: NA Total Depth: 32.7 feet Depth to Groundwater: Not Identified 1 1 I t , 1 i I 1— 1 1 1 r 1 1 1 1 1 1 1 1 1 1 1 1 I 1 , 1 1 i 1 1 1 1 55 60 65 70 75 80 85 90 l Elevation (feet) ra ato alo al o an a Depth (feet) 1 1 1i I 1 1 t 1 i 1 1 i 1 l 1 r I.1 ..i__i t I t t 1 1 I t 1 1 1 1 1 1 1 t I Sample Data Graphic Log Length (inches) —I c fD g m Material PL WC (%) LL I iu U ' Description I • X Fines Content (%)O ASPTNValue 10 20 30 40 0 4 3X 3- t6 s-t 18 GS C SILTY SAND WITH GRAVEL (SM), (loose), moist, dark brown, fine-grained , sand, subrounded gravel, scattered small roots, abundant organics. [FILL] r. ♦ 26 . • " . 0 1 2 5 18 g T X T 18 © we 18sit `:1: Becoming dark gray, decreasing gravel. Becoming medium dense, fine- to coarse -grained sand, subrounded gravel, weathered. �+ • • • 3 29 ..0.X. • 5 III to 5X 12 18 Gs. we �... 26 A.X.. 22 10 SILTY SAND (SM), medium dense, moist, gray, scattered gravel. 9 7Z 12 m to S-6 ., , C ...., 21- 15 79 17 X N 16 :. :•: .............. ....... ...... PO 27 1 251 8 '6 x SILTSTONE, gray, completely to highly weathered, weak, zones of vertical 1 AL,wc xx x x x x x x x x x x x x x x x x x bedding planes. R .A.......,. 23 i, ...,..-_ - 62 17 18 18 S.g — we S-1 o x x x x x x v .4Bottom �. 4 4 F 100 - 2 of Borehole at 32.7 feet.. 100/151 2' — 35 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. V Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log B-7 Figure A-8 Sheet 1 of 1 WIRTCROWSER Date Started: 9/19/18 Date Completed: 9/19/18 Logged by: N. Jones Checked by: M. Chamberlain Location: Lat: 47.464120 Long: -122.254090 Drilling Contractor/Crew: Holt Services, Inc. Drilling Method: Hollow Stem Auger Rig Model/Type: CME-85 / Truck -mounted drill rig 0 N J LT_ a 0 J w 0 t- Ground Surface Elevation: 114.5 feet Horizontal Datum: WGS 84 Vertical Datum: NAVD 88 Comments: Location and ground surface elevations are approximate. Hammer Type: Auto -hammer Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Measured Hammer Efficiency (%): NA Hole Diameter: 8 inches Casing Diameter: NA Total Depth: 25 feet Depth to Groundwater: Not Identified N - o -0 0 Sample Data Material Description Number Tests WC (%) • X Fines Content (%) ♦ SPT N Value 0 20 30 40 4 - 45 50 5 — 50 _ 22 27 _ 37 10 — 50 15- 0 20— 50 cc 25 G7 0 0 z 0 m -J Y CC m J 0 z 0 HC BORING LO mic S47 1 0 6 4 S-1 S-2 S-3 5-4 AND (S very dense, Dist, light brown, trace organic SANDSTONE very dense, gray. .. ............ 95/7" SANDSTONE very dense, oist, gray, highly weathered. c � Grades to brown, completely weathered. 5-5 s, we S-6 sa Switched to HQ3 rock core bit. 5 50/1st 2" ................... 5 64 10 50/1st 4" SANDSTONE gray, strong, slightly weathered,. Moderately weathered zone. 32 X 15 50/4" 20 50/1st 6" 30 — Bottom of Borehole at 25,0 feet. 25 0 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, it indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. HARTCROWSER Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log B-8 Figure A-9 Sheet 1 of 1 V o N CO -J >2 CC Cf m J U cc z c3 0 z 0 U 2 Date Started: 9/19/18 Date Completed: 9/19/18 Drilling Contractor/Crew: Holt Services, Inc. Logged by: N. Jones Checked by: M. Chamberlain Drilling Method: Hollow Stem Auger Location: Lat. 47.463680 Long: -122.254140 Rig Model/Type: CME-85 / Truck -mounted drill rig Ground Surface Elevation: 102.5 feet Hammer Type: Auto -hammer Horizontal Datum: WGS 84 Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Vertical Datum: NAVD 88 Measured Hammer Efficiency (%): NA Comments: Location and ground surface elevations are approximate. Hole Diameter: 8 inches Casing Diameter: NA Total Depth: 10 feet Depth to Groundwater: Not Identified 65 70 75 80 85 90 95 100 Elevation (feet) ccno ccn o cn o n cr. o Depth (feet) Sample Data p Q L a 8 , " g Number o -' 4 a m Material Description ♦ SPT N Value s p m H a ° Tests Co 10 20 30 40 o- 4 7 7 X Lj 1s S-1 POORLY GRADED SAND WITH GRAVEL (SP), medium dense, moist, brown, significant organic material [RESIDUAL SOIL]. ''' ' 14 """"""" """'- _ 5 is 50 n Zc 13 S-2 Becomes very dense, grades to red brown, scattered silt partings. ♦ SANDSTONE gray, slightly weathered, strong. 64/7' 10 Bottom of Borehole at 10.0 feet. - —15 — 20 —25. — 30 — 35 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log B-9 Figure A-10 Sheet 1 of 1 iiARTCROWSER Date Started: 3/26/18 Date Completed: 3/26/18 Drilling Contractor/Crew: Holt Services, Inc. Logged by: 8. McDonald Checked by: A. Hultz Drilling Method: Hollow Stem Auger Location: Lat: 47.463988 Long: -122.254056 Ground Surface Elevation: 112 feet Horizontal Datum: WGS 84 Vertical Datum: NAVD 88 Comments: Location and ground surface elevations are approximate. Rig Model/Type: Landa LAR / Track -mounted drill rip Hammer Type: Hammer Weight (pounds): Hammer Drop Height (inches): Measured Hammer Efficiency (%): NA Hole Diameter: 4.25 inches Casing Diameter: NA Total Depth: 5 feet Depth to Groundwater: Not Identified _ m m 0 Sample Data Material Description Number Tests 8 20 24 S-1 s-2 S-3 Sod. SILTY SAND WITH GRAVEL (SIN), (loose), moist, brown, fine- to medium -grained sand, subrounded gravel, scattered small roots. [FILL] Asphalt pavement POORLY GRADED GRAVEL WITH SAND (GP), (medium dense subrounded gravel, scattered silt. [FILL] oist, brown ne- to medium -grained sand, Bottom of Borehole at 5.0 fee 5 0 —15 —20 — 25 11 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic 3 units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 0 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. C7 a mo A LI HIARTCR©WSER Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log P-1 Figure Sheet A-11 1 of 1 TATERM GINT FILES11929701-BLGPJ - kzl STATION 52\ FIE 701 TUKWILA (1) 0 uJ CO 0 z -J r- CO CV ;Fe) 0 cc co 0 z 0 z cc Date Started: 3/26/18 Date Completed: 3/26/18 Drilling Contractor/Crew: Holt Services, Inc. Logged by: B. McDonald Checked by: A. Hultz Drilling Method: Hollow Stem Auger Location: Lat: 47.463801 Long: -122.254263 Rig Model/Type: Landa LAR / Track -mounted drill riq Ground Surface Elevation: 109 feet Hammer Type: Horizontal Datum: WGS 84 Hammer Weight (pounds): Hammer Drop Height (inches): Vertical Datum: NAVD 88 Measured Hammer Efficiency (%): NA Comments: Location and ground surface elevations are approximate. Hole Diameter: 4.25 inches Casing Diameter: NA Total Depth: 5 feet Depth to Groundwater: Not Identified i i i i i i i I I i r r i 7 i i i 1 i i i i 1 i 1 i i i i I 80 85 90 95 100 105 Elevation (feet) IV Iv cn a il-n 8 cn Q Depth (feet) i i i i I i i i i I i i i i I i i i i I i i i i I i i i i I Sample Data Graphic Log I I I I I I I I I I I --------------1 I I I IS3 Depth (feet) cn a Type Length (inches) Number Material Description WC (%) • X Fines Content (%) Tests 10 20 30 40 17 .• • \Mulch. f 29 42 GS, WC S-2 GS, WC ::: a r\ )os— 0 0 oc ) 0 ‘.. SILTY SAND WITH GRAVEL (SM), (loose), very moist, brown, fine- to i--\ medium -grained sand, subrounded gravel. [FILL] J" SILTY GRAVEL WITH SAND (GM), (medium dense), moist, gray -brown, fine- to coarse -grained sand, subangular to angular gravel. [FILL] • 0 0. X Bottom of Borehole at 5.0 feet. General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. MI ILI Project: Tukwila Fire Station 52 Boring Log Figure A-12 APPENDIX B Laboratory Testing Program ' ��1��N,� �� APPENDIX �� LABORATORY ORY TESTING PROGRAM ^ ` ' ` Laboratory tests were performed for this study to evaluate the basic index and geotechnical engineering properties of the site soils. Both disturbed and relatively undisturbed samples were tested, The tests and procedures are outlined below. Soil Classification We classified soil samples from the explorations visually in the field and then verified the classifications in our laboratory in a relatively controlled environment. Field and laboratory observations included density/consistency, moisture condition, and grain size and plasticity estimates, We checked the classifications of selected samples using laboratory tests such asAtAerberglimits determinations and grain size analyses. Classifications were made in general accordance with the Unified Soil Classification (USC) System, ASTM D2487, as presented on Figure B-1. Grain ��~ ��mmymD�nw�~ �=��NN� ��D@��} ��°°=.�,�_~Ns Grain size distribution was analyzed on representative samples in general accordance with ASTM D422. Wet sieve analysis was used to determine the size distribution greater than the U.S. No. 200 mesh sieve. The size distribution for particles smaller than the No. 200 mesh sieve was determined by the hydrometer method for a selected number of samples. The results of the tests are presented as curves plotting percent finer by weight versus grain size on Figure B-2. ' ----_ __'_°---_--_ We determined Atterberg limits for representative fine-grained soil samples.The liquid limit and plastic limit were determined in general accordance with ASTM D4318-84. The results of the Atterberg limits analysis and the plasticity characteristics are summarized in Liquid and Plastic Limits Test Report, Figure B'2.This relates the plasticity index (liquid limit minus the plastic limit) tothe liquid limit. The results ofthe Atterberg limits tests are shown graphically on the boring logs. ' Water Content Determination Water content was determined for several samples in general accordance with ASTM D2216 as soon as possible following their arrival in our laboratory. Water content was not determined for very small samples or samples where large gravel content would result in unrepresentative values. The results of these tests are plotted atthe respective sample depths onthe exploration logs, zezy7-0o w LLw C ( • • .r Soil Grain Size Size of Opening in Inches ber of I Nu Mesh per Inch Grain Size in illimeters US Stand d '..1 7 11 1 1 1 1 1 „ „ 1 „„ , 111111 I Ifill 1 1 1 1 ili 1 1 1 i 1 1 111111 1 1 1 111111 I I I I . 2 t? ' ' •"' ' "' - ". ". -,. " N 7 0. 0. 8, 2. L.1. .:, Grain Size in Millimeters COBBLES GRAVEL SAND SILT and CLAY Coarse -Grained Soils Fine -Grained Soils Fine -Grained Soils Fne-Grained Soils > 50% smaller than No. 200 Sieve Soils with Liquid Limit < 50% Soils with Liquid Limit > 50% SILT CLAY ORGANIC SILT CLAY ORGANIC PEAT ML CL OL MH CH OH PT Ca, 60 Plasticity Index I I 41, cn I I — — \l‘ _ CL I I I CH — — MH or OH — 50 40 30 20 1 CL-ML — ML or OL — 10 . , 10 20 30 40 50 60 70 80 90 100 Liquid Limit , , 1 , , , , , Coarse -Grained Soils , Coarse -Grained Soils > 50% Lar9er than No. 200 Sieve GRAVEL > 50% Coarse FracUon Larger than No. 4 Sieve SAND > 50% Coarse FractionSmatler than No. 4 Sieve , GRAVEL ' 5% Fines GW GP SAND with 5%. Fines SW SP G ' h >12% Fines GM GC SAND with > 12% Fines SM SC GRAVEL with 5`)/0 < Fines <12% GW-GM GW-GC GP -GM GP -GC SAND with 5% < Fines <12% SW-SM SW -SC SP-SM 1 SP -SC 1 i For clean sands and gravels: D60 > 4 for GW (Da Dm r._ = --—c. C, i i : i < -- where otherwise GP or SP Dip( De3 —3 Die > 6 for SW —c Dlo D.,0, D3,„ Deo are particle diameters for which 10, 30, and 60 percent, respectively, of the soil mass are finer. For sands and gravels with fines: GM and SM Atterberg limits below A line with PI < 4 GC and SC Atterberg limits above A line with PI > 7 : .- , i WV ILI Project: Tukwila Fire Station 51 Location:Tukwila, WA Project No. 19297-00 Unified Soil Classification (USC) System Figure B-1 Sheet 1 of 1 HARTCROWSER 1-131.GPJ - hclab AWERM_GINT LA_FIRE_STATION_521FIELD )0 - 20/18 15:38 -LANOTEBOOKS1192 -IC_LI 6 50 20 10 7 4 Dashed line indicates upper limit boundary / / / the for natural approximate soils // / / / se / / / / / / / / / o / / / / / / / / 0\1 • / / / / c), ML or OL MH or OH c 10 30 50 LIQUID LIMIT 70 90 110 Location and Description LL PL PI 4t200 MC% USCS • Source: B-1 LEAN CLAY Sample No.: S-4 Depth: 7.5 to 9.0 feet 45 23 22 97 18 CL • Source: 6-1 LEAN CLAY Sample No.: S-7 Depth: 20.0 to 21.3 feet 38 21 17 NT 16 CL A Source: B-7 LEAN CLAY Sample No.: S-8 Depth: 25.0 to 26.5 feet 38 20 18 NT 18 CL Remarks: • 0 NW HARTCROISSER Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Liquid Limit, Plastic Limit, and Plasticity Index Figure Sheet B-2 1 of 1 APPENDIX C Slope Stability Evaluation 9 0 0- 0 jo- to- o_ m 0_ 0_ it0 Material Name Color Unit Weight pbsll Strength Type Cohesion (psf) Phi (deg) Fill 1 120 Mohr -Coulomb 0 32 Residual Soil 130 Mohr -Coulomb 100 35 Rock , 145 Mohr -Coulomb 1000 45 Proposed Tukwila Fire Station 52 Drive Through Existing Block Wall Figure C-i 20 30 40 50 60 70 60 90 100 110 120 130 140 150 160 170 180 190 200 210 220 DENTEREra 8 rocscience Prot SLIDE • An Interactive Slope Stability Program Are*Desaiptfoo Peat Sale 1:153 agony Due 4/13/2018, 12:50:26 PM Wane 1•11 exisitngslmd o- 0 Material Name Color Unit Weight (lbs/ft3) Strength Type Cohesion (psf) Phi (deg) Fill 1 120 Mohr -Coulomb 0 32 Residual Soil ' 130 Mohr -Coulomb 100 35 Rock ' 145 Mohr•Coulomb 1000 45 Proposed Tukwila Fire Station 52 Drive Through riguie t -L /0.301 20 30 40 50 60 70 80 90 100 110 _120 130 140 150 160 170 180 190 200 210 220 MEOW rocsc Drew SLIDE • An Interactive Slope Stability Program Dawn By saw 1:153 Company 410ENBRET& 8 Date 4/13/2018, 12:50:26 PM File Name 1.1' exising.pseudo.sImd o_ u EIRIIYn r D 116uic VJ Tukwila Fire Station 52 Drive Through 1 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 rocsdence SLIDE - An Interactive Slope Stability Program Analysis Cesr pdon Dawn By .kale 1:144 crone UDENTERPRET8.0111 Date 4/13/2018, 12:50:26 PM 11' existing+new proposed.lmd Tukwila Fire Station 52 Drive Through o_ m Figure C-4 I� I /0.301 L _ rocsdence 1 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 klect SLIDE - An Interactive Slope Stability Program Draw n Sat 1:144 Date Re Name 4/13/2018,12:50:26 PM 1• ' existing+new proposed_pseudo. and 6 i 0" 0— Tukwila Fire Station 52 Drive Through 0 0— n' Figure C-5 •160 •140 .120 •100 .80 40 40 •20 0 20 40 60 80 100 120 140 160 180 200 220 SLIDE - An Interactive Slope Stability Program rocscience F Dawn By Safe 1:305 ComPanY Date 4/13/2018, 12:50:26 PM fk Name 2.2' existing,slmd i Figure f_F Figure M V Proposed Tukwila Fire Station 52 Drive Through /0.301 180 •160 .140 •120 •100 430 .60 •40 •20 0 20 40 60 _ 80 100 120 140 160 180 200 220 240 � rocscience ProAl SLIDE • An Interactive Slope Stability Program Drown By Scale 1:324 ComPanY Date 4/13/2018, 12:50:26 PM Fde Name 2.2' exisbng.slmd 1 0 0 (0- 0 n- 0 0 F) Oro' Safety Factor 0.000 0.250 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3,250 3.500 3.750 4.000 4,250 4.500 4.750 5.000 5.250 5.500 5.750 6.000+ 0 Figure C-7 Tukwila Fire Station 52 Drive Through -20 .10 0 10 20 30 40 50 60 70 80 90 100 rocscience Rojeot SLIDE - An Interactive Slope Stability Program 110 120 ArelysisDesoipOon Dawn 9y Soak 1:114 Company UoaNBPRETa.ois Date 4/13/2018, 12:50:26 PM file ' Name 2.2 proposed,slmd Tukwila Fire Station 52 Dnve Through 0 0 figure C•8 rocsc SUDEIMERPREi8AI8 10 20 40 50 60 70 80 90 100 SLIDE • An Interactive Slope Stability Program ence-4 4/13/2018, 12:50:26 PM 1:85 Company 2-2' proposed,slmd } Safety Factor 0.000 0.250 0.500 0.750 1.000 1.250 1.500 1,750 2.000 2,250 2.500 2,750 3.000 3.250 3.500 3.750 4.000 4,250 4.500 4.750 5.000 5.250 5.500 5.750 6, 000+ Tukwila Fire Station 52 Drive Through Figure C•9 u 11111 .10 to 20 30 40 50 60 70 80 90 100 110 120 130 Rrojat SLIDE - An Interactive Slope Stability Program rocscence::&§ 4/13/2018, 12:50:26 PM 1:110 Company de Name 2.2' proposed_regrade foreslope,slmd 0 r— 0 Proposed Tukwila Fire Station 52 Drive Through 0 r 0 0- 0 T m' D N Figure C-10 ► 0.301 -10 10 20 30 40 50 60 70 60 90 100 110 kekct SLIDE - An Interactive Slope Stability Program rocscence°- sae 1:152 comPany Date wooavaETa 8 4/13/2018, 12:50:26 PM 2 2' proposed_regrade foreslopeslmd I� 0 0 I- r 0 0- ro Figure C-11 Proposed Tukwila Fire Station 52 Footprint xisting Block Wall � 4 0 20 40 60 80 100 12 1111011011111110 Project SLIDE - An Interactive Slope Stability Program rocscience IIDE]NTERPRET8,018 Ana'sDesrripdon Drawn By Scale 1:151 Company Date 4113/2018, 12:50:26 PM He Name 3-3' Existing,slmd 1 figure C•12 /0.301 Proposed Tukwila Fire Stagon 52 Drive Through 0 N- 10 20 30 40 50 60 70 80 90 100 110 i rocsc Prole SLIDE - An Interactive Slope Stability Program ence Alleys/ soesatta Draway 1:92 Company a NEINIEBPREiUI8 arc 4/13/2018, 12:50:26 PM file Name 3.3' Existing,slmd i 0 9— •40 -30 •20 -10 Figure C•13 Proposed Tukwila Fire Station 52 Footprint ,191 10 20 30 40 50 60 70 80 90 100 110 120 130 140 SLIDE - An Interactive Slope Stability Program rocscIence =` 1:147 wm Name IrECOPEPPRET8.018 ■ oat 4/1302018,12:50:26 PM 3.3' proposed,slmd figure C•14 0 0 a- 0 Proposed Tukwila Fire Station 52 Footprint 0.301 •50 .40 •30 Ill •20 •10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 nt rocscence:& SLIDE - An Interactive Slope Stability Program 4/13/2018, 12:50:26 PM 1:151 company 3.3' proposed.slmd SIDENTRIRET8.03 Reid iddie on CIVIL ENGINEERING STRUCTURAL ENGINEERING SURVEYING PLANNING November 15, 2019 File No. 262019.005/00810 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 • Tukwila, WA 98188 RECEIVED NOV 19 2019 Community DeveloPment Subject: Building Permit Plan Review — Revision #3 Final Submittal Fire Station 52 — Soldier Pile Walls, Retaining Walls, and Stoi inwater Detention Vault (D19-0180) 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. We have no comments. Drawing Revisions Individual revised structural sheets were submitted as a part of Revision #3 for insertion into the drawing sets. These sheets have been enclosed with the submittal documents. Other sets of drawings should be reconciled in preparation for permit issuance. The revised sheets are: SH2O1 and SH301 (dated October 14, 2019). Special Inspections, Submittals, Tests, and Structural Observation The submittal is a post -permit revision. Requirements for special inspections, structural deferred submittals, structural tests, and structural submittals have been provided in the original review. Please refer to our letter dated July 15, 2019, for further information. Special inspections and tests should be performed by qualified special inspectors. Reports, certificates, and other documents related to structural special inspections and tests should be submitted to the city of Tukwila. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. ALASKA I CALIFORNIA I WASHINGTON 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 November 15, 2019 File No. 262019.005/00810 Page 2 Enclosed are the drawings, and structural calculations. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Imra44.z., abina S. Surana, P.E. Project Engineer Enclosures cc: Emma Nowinski, Weistein A+U (by e-mail) Dan Say, Swenson Say Faget (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\19\TK19_008R10d.docx\sss Corbin M. Hammer, P.E., S.E. Principal Engineer Reid iddleton City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director November 13, 2019 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D19-0180 Revision #3 Tukwila Fire Station 52 — 15447 65th Ave S Dear Mr. Swanson, Attached is a 2nd set of plans to be stamped per email attached by Sabina. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Rac e le Ripley Permit Coordinato encl File: DI9-0180 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov ' Racheyle Ripke From: Emma Nowinski<emn1an@wenstenau.conn> Sent: Thursday, November 72819S:51 PM To; 5abinaSurana Cc: Dan Morrow; launenr@*einsteinouzom; Bill Rambo; Rachd|e Ripley; Julie DpDonato; Justine Kim Subject: Re: Fire Station 52—Permanent Shoring (D19'U180)Revision #3 Hi SabiOa' That is great news. We submitted our two hard copies of the drawings and ua|Co directly to the City. BiU, Rachelle - are you able to forward them to RM? Thank you! Emma NowiD8N.A|A Associate Weinstein A+U From: Sabina Surana <ssurana@reidmiddletonzum> Sent: Thursday, November 7,2O19S:2O:21PM To: Emma Novvinsk|<emman@vveinsteinau.conm> Cc- Dan Mornnw<dnonrrow@ssfengineers.cnnn»; Lauren Rock<bu,cnr@vveinsteinau.comn> Subject: RE: Fire Station 5Z—Permanent Shoring (D19'O1DO)Revision #] We have no comments to Permanent Shoring ReOsion #3. Please mail (2) hard copies of structural calculations and / drawings for final review and stamp. Thank you, Sabina Su,ana.PE Project Engineer. Structural Group Reid Middleton, Inc. Civil & Structural Engineering |p|annehng|Surveying 7Z8131~Street SvV|Suite 2OO|Evere«.VVA88284 0 Locations Alaska l California Washington CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. 2 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director October 28, 2019 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D19-0180— Revision #3 Fire Station 52 — Vault & Retaining Walls — 15447 65th Ave S 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, RrAi( Bill Rambo Permit Technician encl File: D19-0180 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Reid iddieton CIVIL ENGINEERING STRUCTURAL ENGINEERING SURVEYING PLANNING August 29, 2019 File No. 262019.005/00810 RECEIVED C72 03 2313 COMMUNITY DEVELOPMENT Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Revision #2 Final Submittal Fire Station 52 — Soldier Pile Walls, Retaining Walls, and Stormwater Detention Vault (D19-0180) Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2015 Lnternational Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. We have no comments. Drawing Revisions Individual revised structural sheets were submitted as a part of Revision #2 for insertion into the drawing sets. These sheets have been enclosed with the submittal documents. Other sets of drawings should be reconciled in preparation for permit issuance. The revised sheets are: SH202, SH301, and SH302 (dated August 27, 2019). Special Inspections, Submittals, Tests, and Structural Observation The submittal is a post -permit revision. Requirements for special inspections, structural deferred submittals, structural tests, and structural submittals have been provided in the original review. Please refer to our letter dated July 15, 2019, for further information. Special inspections and tests should be performed by qualified special inspectors. Reports, certificates, and other documents related to structural special inspections and tests should be submitted to the city of Tukwila. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. ALASKA I CALIFORNIA I WASHINGTON 728 134th Street SW, Suite 200, Everett, WA 98204 I 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development August 29, 2019 File No. 262019.005/00810 Page 2 Enclosed are the drawings, and structural calculations. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Sabina S. Surana, P.E. Project Engineer Enclosures cc: Emma Nowinski, Weistein A+U (by e-mail) Dan Say, Swenson Say Faget (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Kandace Nicols, City of Tukwila (by e-mail) Rachel Bianchi, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) ehw\O: \Plan Review\Tukwila\19\TK19008R10a.docx\sss Corbin M. Hammer, P.E., S.E. Principal Engineer Reid iddleton City of Tukwila epartment of Community Development - Jack Pace, Director August 28, 2019 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D19-0180— Revision #2 Fire Station 52 — Vault & Retaining Walls — 15447 65th Ave S Dear Mr. Swanson, Allan Ekberg, Mayor 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 end, File: D19-0180 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING August 12, 2019 File No. 262019.005/00810 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RECEIVED CITY OF TUKWILA AUG I 3 2019 PERMIT CENTER Subject: Building Permit Plan Review — Revision #1 Final Submittal Fire Station 52 — Soldier Pile Walls, Retaining Walls, and Stormwater Detention Vault (D19-0180) 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 permit applicant has responded successfully to our comments. Drawing Revisions New structural drawing sets were submitted in response to our plan review. These sets are enclosed and should replace any previous sets submitted with the original permit submittal. The new drawing sets are dated August 2, 2019. Special Inspections_ Submittals. Tests, and Structural Observation The submittal is a post -permit revision. Requirements for special inspections, structural deferred submittals, structural tests, and structural submittals have been provided in the original review. Please refer to our letter dated July 15, 2019, for further infonnation. Special inspections and tests should be performed by qualified special inspectors. Reports, certificates, and other documents related to structural special inspections and tests should be submitted to the city of Tukwila. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. 118 134th Street 51,01 Suitt. 100 v,41!I I, WA 9820/1 • /31 1808 www.stidnii(lcilvion.crin) Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development August 12, 2019 File No. 262019.005/00810 Page 2 Enclosed are the drawings, and structural calculations. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Sabina S. Surana, P.E. Project Engineer Enclosures cc: Emma Nowinski, Weistein A+U (by e-mail) Dan Say, Swenson Say Faget (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Kandace Nicols, City of Tukwila (by e-mail) Rachel Bianchi, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) ehw \O: \Plan Review Tukwila\ 19 \TK19008R10.docx\sss Corbin M. Hammer, P.E., S.E. Principal Engineer Reid iddle on City o Tukwila Allan Ekberg, ayor Department of Community Development - Jack Pace, Director August 5, 2019 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D19-0180— Revision #1 Fire Station 52 — Vault & Retaining Walls — 15447 65th Ave S Dear Mr. Swanson, Please review the electronic version of drawings and documents for structural compliance with the 2015 International Building Code. The address of the site where they are supposed to be located is https://www.dropbox.com/sh/guptcqsrpcilylzc/AAACb3lzerlinOsciBv_bXe5a?d1=0. A copy of this letter has also been emailed to Sabina Surana in your office. 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: D19-0180 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING July 15, 2019 File No. 262019.005/00802 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 Fire Station 52 — Soldier Pile Walls, Retaining Walls, and Stormwater Detention Vault (D19-0180) 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 permit applicant has responded successfully to our comments. Drawing Revisions New structural drawing sets were submitted in response to our plan review. These sets are enclosed and should replace any previous sets submitted with the original permit submittal. The new drawing sets are dated June 3, 2019. In addition to the new sets noted above, an individual revised structural sheet was submitted in response to our plan review for insertion into the drawing sets. The sheet has been replaced in the enclosed drawing sets. The revised sheet is: SH101 (dated July 3, 2019). Special Inspections, Submittals, Tests, and Structural Observation Special inspections and tests should be performed by qualified special inspectors. Requirements for special inspections and structural tests have been provided on Sheets SH102 and SV101. 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 tests by the geotechnical engineer should be provided as recommended in the geotechnical report by Hart Crowser, dated October 11, 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 July 15, 2019 File No. 262019.005/00802 Page 2 Structural deferred submittals: Portions of the structural design have been deferred by the structural engineer for submittal to the City of Tukwila until after issuance of the initial building permit. The applicant has been informed that the City of Tukwila may require the issuance of additional permits. A list of required deferred submittals have been provided on Sheet SV101. 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 permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. Enclosed are the drawings, geotechnical report, structural calculations, and other submittal documentation. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. tw-b.444,_ Sabina S. Surana, P.E. Project Engineer Enclosures cc: Emma Nowinski, Weistein A+U (by e-mail) Dan Say, Swenson Say Faget (by e-mail) Rachel Bianchi, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Kandace Nicols, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) ehw\O: \Plan Review\Tukwila\19\TK I 9_008R02.docx\sss Corbin M. Hammer, P.E., S.E. Principal Engineer Reid iddleton FIL July 3, 2019 Corbin Hammer Reid Middleton 728 N. 134th Street SW #200 Everett, WA 98204 Swn Say Faget STRUCTURAL ENGINEERING 2124 Third Ave, Suite 100 Seattle, WA 98121 O 206.443.6212 934 Broadway, Suite 100 Tacoma, WA 98402 O 253.284.9470 Q ssfengineers.com Re: Responses to June 28, 2019 Reid Middleton Review Com Tukwila Project #D19-0180 Tukwila Fire Station 52 Site Tukwila, WA. Following are our written responses to the June 28, 2019 Reid comments for the project. Structural JULEVEIEWEn 15 eC13 REID MIDDLETON, INC. e on s c a review Item 1. We do not believe that the concrete elements, retaining walls shown on the plans, qualify as Class F2. ACI 318-14 describes Exposure Class F2 as `members that will be subject to snow and ice accumulation such as exterior elevated slabs', and `foundation wall extending above grade that have snow and ice buildup against them'. While the site is in an area that may see snow occasionally, there is little likelihood of significant snow and ice buildup. However, the structural notes for concrete have been updated to specify 4000 psi concrete for foundations and retaining walls to be consistent with other building concrete elements. See revised sheet SH101. Item 2. Precast panels are listed as a deferred submittal in Note 11 sheet SV101. Item 3. Discussion with the Geotechnical engineer, Hart Crowser, indicated that the traffic surcharge load shown in the geotechnical recommendations and used for site shoring design in the area of roadway was adequate to account for fire truck and emergency vehicle loads. In addition, the road is at least 10 feet away from the wall. The vault calculations submitted include design for fire truck and emergency vehicle loads. Item 4. See the civil site plan. There are no roads or vehicle access adjacent to the retaining walls shown on the plan sheet SH2O1 and for which the calculations apply. Item 5. Shotcrete facing is to be determined and would be considered non-structural. The future Fire Station 52 building will include structural concrete walls adjacent to the shoring wall but these concrete walls will be independent of the shoring wall. Tukwila Fire Station 52 SiC July 3, 2019 2 Please call if you have any questions regarding the above information. Sincerely, Dan Morrow, P.E. Swenson Say Faget HAR, TC.ROW July 3, 2019 FILE Ms. Emma Nowinski Weinstein A+U 2200 Western Avenue, Suite 301 Seattle, Washington 98121 Re: Response to Shoring Review Comments Fire Station 52 Tukwila, Washington 19297-01 Dear Emma: REVIEWEPEQRtov -BODE-COMPLIANCE APPROVED JUL 1 7 2019 City of Tukwila BUILDING DIVISION We have reviewed the comments provided by the City of Tukwila's reviewer (Reid Middleton) in a letter dated June 28, 2019. We prepared the following geotechnical documents for the project. "Geotechnical Engineering Design Report, Tukwila Fire Station 52, Tukwila, Washington" dated October 11, 2018. "Additional Borings for New Roadway Grading — Tukwila Fire Station 52" dated May 23, 2019. Response to City Comments Geotechnlcal Aspects, Comment #1. A letter from the geotechnical engineer should be submitted indicating that the final plans and designed lateral pressures for the design of the shoring and detention vault due to adjacent building, heavy equipment, and large stockpile have been reviewed and that the design is consistent with the recommendations of the geotechnical report. See Pages 8, 9, and 12 of geotechnical report. Hart Crowser has reviewed the geotechnical aspects of the shoring plans (dated June 3, 2019) and corresponding shoring calculations (dated June 3, 2019). We understand that the project will not include any heavy equipment or large stockpile surcharges adjacent to the planned shoring. Based on our review of the plans' calculations, our geotechnical report, and our understanding of the subsurface conditions, the plans and calculations generally conform to the recommendations in our 2018 geotechnical report. Structural, Comment #3. The project site where the soldier pile shoring is located appears to be accessible by fire trucks and other emergency vehicles. The loads from these vehicles should also be included in the design, including outrigger reactions. The design of the vaults for these loads in 3131 Elliott Avenue, Suite 600 Soutar:, Washington 96121 Tel 206 324.9630 ercom VVe\nsteinA+Q l9297-01 Page 2 combination with other loads should besubnitted/brreview mr verification should be provided that thefire trucks and other emergency vehicle loads are not applicable. See ISCSections 1607.Z72and 2GD7.7.2and the 30J2AAST7fCJLRFDBridge Design SpecificationsSection 3.6.2.1. Based onour understanding mfthe project and discussions with the design team, vveunderstand that the only vehicle loading adjacent to the new shoring/retaining walls is along 64th Avenue South, which is'set back approximately 10 feet from the new walls, We understand that our recommended traffic surcharge pressure of5Opounds per square foot /psohas been included inthe design of the shoring/retaining walls. With regards to the design of the vault, the top of the vault wall will be approximately 20 feet below site grades and where any vehicle loading would be applied. Based on our discussions with Swenson Say Faget, we understand they have included a surcharge of 90 psf from HS20 truck live loading on the vault walls. We take no exception from a gemtechnicaUstandpoint tothis proposed loading. We trust that this letter provides the information requested. HART CROWSER, INC. IKE E. ScHmin, PE ��orAssociate, GeotschnhsU Engir7er Senho VAM 'neer ofTukwila Shoring Comment Response Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING June 28, 2019 File No. 262019.005/00801 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RECEIVED JUL 02 2019 Community Development Subject: Building Permit Plan Review — First Submittal Fire Station 52 — Soldier Pile Walls, Retaining Walls, and Stormwater Detention Vault (D19-0180) 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 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 sets 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. d. Two copies of geotechnical report. The geotechnical engineer should submit information as requested in the comments. The applicant should resubmit documentation directly to Reid Middleton, Inc. Geotechnical A letter from the geotechnical engineer should be submitted indicating that the final plans and designed lateral pressures for the design of shoring and detention vault due to adjacent building, heavy equipment, and large stockpile have been reviewed and that the design is consistent with the recommendations of the geotechnical report. See Pages 8, 9, and 12 of geotechnical report. 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 June 28, 2019 File No. 262019.005/00801 Page 2 Structural General The General Structural Notes on Sheet SH101 specifies a concrete strength of 3,000 psi. The project appears to have concrete elements exposed to freezing and thawing cycles, which qualifies it as Class F2 concrete per ACI 318-14 Table 19.3.1.1. Per ACI 318-14 Table 19.3.2.1, the minimum concrete strength for Class F2 concrete is 4,500 psi. The minimum concrete strength on Sheet SH101 should be revised. See IBC Section 1901.2 2. Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the City of Tukwila until after issuance of the initial building permit. The applicant should recognize that the City of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.1. The following should be added to the structural notes on Sheet SH101: a. Design drawings for precast, prestressed hollow -core concrete floor slabs. Soldier Pile Walls, Concrete Retaining Walls, and Detention Vault The project site where the soldier pile shoring is located appears to be accessible by fire trucks and other emergency vehicles. The loads from these vehicles should also be included in the design, including outrigger reactions. The design of the vaults for these loads in combination with other loads should be submitted for review or verification should be provided that the fire trucks and other emergency vehicle loads are not applicable. See IBC Sections 1607.7.1 and 1607.7.2 and the 2012 AASHTO LRFD Bridge Design Specifications Section 3.6.2.1. 4. Continuing the comment immediately above, the structural calculations provided for the concrete retaining wall design on pages SH 61 through SH67 do not appear to include the traffic surcharge pressure. Clarification should be provided that the design of the retaining wall is adequate. The design of the vault may need to be revised. See IBC Sections 103.1, 1603.1, and 1807.2. 5. Sheets C2.0 and C2.4 indicate "Augercast pile and lagging with shotcrete facing per structure.". The structural design does not include the design of the shotcrete walls. Documentation substantiating the design of the concrete shotcrete walls should be provided for review. See IBC Section 1603.1, 1604.1 and 1901.1. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development June 28, 2019 File No. 262019.005/00801 Page 3 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. twa44.44._ Sabina S. Surana, P.E. Project Engineer cc: Emma Nowinski, Weistein A+U (by e-mail) Dan Say, Swenson Say Faget (by e-mail) Rachel Bianchi, 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) Kandace Nicols, City of Tukwila (by e-mail) ehw\O: \Plan Review\Tukwila\19\TK19008R01.docx\sss Corbin M. Hammer, P.E., S.E. Principal Engineer Reid iddleton City of Tukwila Department of Community Development - Jack Pace, Director Allan Ekberg, Mayor June 12, 2019 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural and Non -Structural Review Development Permit D19-0180 Fire Station 52 — Vault & Retaining Walls - 15447 65 Ave S Mechanical Permit M19-0097 Tukwila Justice Center — HVAC — 15001 Tukwila Intl Blvd Mechanical Permit M19-0098 Tukwila Fire Station 51 — HVAC — 17951 Southcenter Blvd Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2015 International Building Code and the 2015 International Mechanical 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. Kandace Nichols Permit Technician end File: D19-0180, M19-0097, M19-0098 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director June 5, 2019 William Hill, CBO, ACO BHC Consultants 1601 Fifth Ave, Ste 500 Seattle, WA 98101 RE: Supplemental Structural Review Development Permit D19-0180 Fire Station 52 — Vault & Retaining Walls - 15447 65 Ave S Dear Mr. Hill, 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: D19-0180 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0180 DATE: 10/21/19 PROJECT NAME: FIRE STATION 52 - VAULT & RETAINING WALLS SITE ADDRESS: 15447 65 AVE S Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 3 after Permit Issued DEPARTMENTS: . I C. I 1-02-1P1 Building DivisiOn 11 Public Works Fire Prevention Structural LI PRELIMINARY REVIEW: Planning Division Permit Coordinator DATE: 10/22/19 1 Not Applicable Structural Review Required (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/19/19 Approved Corrections Required n Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) n n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLII PERMIT NUMBER: D19-0180 DATE: 08/27/19 PROJECT NAME: FIRE STATION 52 - VAULT & RETAINING W. iLLS SITE ADDRESS: 15447 65 AVE S Original Plan Submittal Revision # before Permit ssued Response to Correction Lette X Revision # 2 after Permi Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural Planning Division Permit Coordictor PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 08/2V119 Structural Review Required 11EVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: pproved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: '09/2649 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: lepartments issued corrections: Bldg I:1 Fire rj Ping ID PW 111 Staff Initials: il 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0180 PROJECT NAME: FIRE STATION 52 - VAULT & RETAINING WALLS SITE ADDRESS: 15447 65 AVE S Original Plan Submittal Revision # before Permit Issued DATE: 08/02/19 Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: Building Division /119 Public Works W f‘ Fire Prevention IAA Al° Structural M (601111. Planning Division up Permit Coordinator 1111 PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 08/06/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR COR Approved CTIONS: Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues DUE DATE: 09/03/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg EJ Fire 0 Ping 0 PW D Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0180 DATE: 06/04/19 PROJECT NAME: FIRE STATION 52 - VAULT AND RETAINING WALLS SITE ADDRESS: 15447 65 AVE S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division Public Works PRELIMINARY REVIEW: 61 All Al/A Fire Prevention Al). 1 Structural \\A pffiu Planning Division Permit Coordinator Not Applicable (no approval/review required) DATE: 06/06/19 Structural Review Required REVIEWER'S INITIALS: DATE: P APPROVALS OR CORRECTIONS: Approved Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 07/04/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 12 Fire 0 Ping PW D Staff Initials: 12/18/2013 PROJECT NAME: cAr-f5 L SITE ADDRESS: 1,15-x-041 Le 5- A-14 5 PERMIT NO: iC-• 0 1 0 ORIGINAL ISSUE DATE: 7-,13- I/ REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS I a Summary of Revision: L KAI/44? P&L& 4"r Lot 11 co ii,v‘k le cid-in-I. CINA, c s -6,-,,, aiev14#-- a-t-I-444-4,-, what -- Received by: A REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 2, t- ittet Summary of Revision: 0444 WI-. "al Lovirt4- it4.-‘ Received by: Alex 60-c y (please print) REVISION NO. DATE RECEIVED STAFF INIfr;k[ALS ISSUED DATE STAFF I1•141I1dALS Summary of Revision: ..et AO SI t.1/4 4,01-c t-t+f -etc/4 44v vOv111 i 4,,S ie wt An evvi- -Qv 13.- i Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Re eived by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: please print City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www,Tukwila A.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D19-0180 10/21/2019 [I] Response to Incomplete Letter # El] Response to Correction Letter # El R• evision # 3 after Permit is Issued [I] R• evision requested by a City Building Inspector or Plans Examiner LI D• eferred Submittal # Project Name: Tukwila Fire Station 52 15447 65th Ave S, Tukwila, WA 98188 Project Address: Contact Person: Emma Nowinski, Weinstein AU Phone Number: 206-443-8606 Summary of Revision: Shotcrete facing has been redesigned to preform as permanent shoring. Steel reinforcing has been added to the concrete wall at grid 8 where it faces temporary shoring wall #1. CITY OF TUKWILA OCT 2 1 2019 PERMIT CENTER Sheet Number(s): SH2O1, SH301 and structural calculations "Cloud" or highlight all areas of revision including Received at the City of Tukwila Permit Center by: 0 Entered in TRAKiT on WAPermit Center\ Templates \Forms \Revision Submittal Form.doc Revised: August 2015 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /21/1 Plan Check/Permit Number: D 1 9 — 0190 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # before Permit is Issued pg Revision # 2 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: 4IRE S. PsTtoN 5-2. Project Address: I5441 Co'kv E Contact Person: EMMtN N nW ► •LSIL1 Summaryt�of Revision: r-GviS10 Y't+0.1✓1 \ n RECEIVED TY OF TUKWILA AUG 2 7 2019 PERMIT CENTER Phone Number: 3'DCo ' 4'3 ` 8(p 000 At 0+% GOv� �, y ►.. r D� ` 1 J✓l . F. le C -1-Y an l c. ha rf.. \g-c.+.►� pi>Zs -tvAl Cv.) d'1 o . ci ra.Wlvt. S 'wI Ca�Gu 1u-�'M � J p I ci c-v,i le L4-1.1 (6/7, 71 1) Sheet Number(s): S H 20- , SH 30 t) S4-1 302 "Cloud" or highlight all areas of revision includin date of revision Received at the City of Tukwila Permit Center by: [-- Entered in TRAKiT on Tr)-%"!1-/ ca,lcu.�ati �5 C:\Users\Kandace-N\AppData\Local\Microsoft\Windows\INetCache\Content.Outlook\QB518YWC\Revision Submittal Form,doc Revised: August 2019 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 8/2/19 Plan Check/Permit Number: D19-0180 n Response to Incomplete Letter # [1] Response to Correction Letter # Revision # 1 after Permit is Issued [1] Revision requested by a City Building Inspector or Plans Examiner [1] Deferred Submittal # Project Name: Tukwila Fire Station 52 Project Address: 15447 65th Ave S, Tukwila WA 98188 Contact Person: Emma Nowinski, Weinstein AU Phone Number: 206-443-8606 Summary of Revision: Revision of MSE retaining walls to CIP concrete and change to location and configuration of concrete stormwater detention vault. CITY OF TUKWILA PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of r ision Received at the City of Tukwila Permit Center by: —Entered in TRAKiT on WAPermit CenteffemplatesWorms \Revision Submittal Form.doe Revised: August 2015 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D19-0180 Grantor: LYDIG CONSTRUCTION, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 65th Ave. South and adjacent to 15447 65th Ave. South. Abbreviated Work Description: Work within the City Right -of -Way; including traffic control, water, sanitary sewer, sidewalk, curb cut, fire signal, channelization, signage, storm drainage, pavement cutting, paving, undergrounding of power & other utilities, and street use. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this V") day of JAH ,2019. /. Autliorize`d Signature / Grantor STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that I-v N L_ C1-{ , TJ is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the _ t)PE9--1 rE N Da r'1r of Lydig Construction, Inc., a corporation, to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated 1/23/ (9 1 V;(5\ijo Y--if Notary Public in and fol. the State of Washington ton residing at O VU1I'1 6ah-v My appointment expires DATED this GRANTEE: CITY of TUK A By: Print Name: Its: a et. Henry Hash day of Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING , 2019 On this day, before me personally appeared HENRY HASH to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Name: a NOTARY PUBLIC, in and for the State of Washington, residing at / My commission expires: 0 tlui rm EspaNI 0)114,0 Search L&I Safety & Health Claims & Insurance Washington State Department of Labor & Industries A-Z Indux Help My 1,&1 Workplace Rights Trades & Licensing LYDIG CONSTRUCTION INC Owner or tradesperson Principals Gottschalk, Wiliam Gustav, PRESIDENT Williams, Joseph Robert, PRESIDENT Slattery, Glyn Gary, VICE PRESIDENT Greene, Craig Freeman, VICE PRESIDENT Singer, Brian Edward, VICE PRESIDENT Campanella, Vincent Joseph, VICE PRESIDENT Dobyns, William Mark, VICE PRESIDENT Bray, Mark David, SECRETARY Swartz, Larry James, DIRECTOR Swartz, Debra Ann, DIRECTOR Schwartz, Kenneth Felton, PRESIDENT (End: 08/31/2017) BRAY, MARK D (End: 12/17/2007) SWARTZ, LARRY J (End: 12/17/2007) GOTTSCHALK, WILLIAM G (End: 12/17/2007) Doing business as LYDIG CONSTRUCTION INC WA UBI No 328 046 357 11001 E MONTGOMERY DR SPOKANE, WA 99206 509-534-0451 SPOKANE County Business type Corporation Governing persons LARRY J SWARTZ PETER MARTINELLI; MARK D BRAY; VVILLIAM G GOTTSCHALK; PAUL LYDIG; KENNETH F SCHWARTZ; DEBRA SWARTZ; Certifications & Endorsements OMWBE Certifications No active certifications exist for this business, Apprentice Training Agent Registered training agent. Check their eligible programs and occupations. License Help us improve Verify the contractor's active registration / licens, ,tification (depending on trade) and any past violations. Construction Contractor Activecop .f Meets current requirements. License specialties GENERAL License no. LYDIGC*264JC Effective — expiration 04/03/1974— 09/11/2019 Bond Safeco Ins Co of America Bond account no. 67s000952 $12,000.00 Received by L&I Effective date 05/11/2012 04/20/2012 Expiration date Until Canceled Insurance Alaska National Insurance Co Policy no. 18KLY09870 $1,000,000.00 Received by L&I Effective date 10/30/2018 11 /01 /2018 Expiration date 11/01/2019 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Public Works Requirements Workplace safety and health 's Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve 3/SH301 at shoring/(e) block wall transition 5/SH301 EXISTING; CONC. BLOCK WALL TO REMAIN! COORDINATE SHORING WALL INTERSECTION WITH (E) WALL W/ICIVIL, STRUCTURAL, AND ARCHITECT 4/SH3 -..0 /. P11 ^ 2 P13 P14 P15 7 P16 6" CONC. FACING AT SHORING WALL W/ 3/4"0 x 4" W.H.S. 24"oc AT EA. PILE Pile Schedule 8" SANITARY SEWER LINE 20/SH301 9/SH3Q1 PILE PER SCHEDULE IN 24"0 MIN. AUGERED HOLES PILE SPACING IS 8'-0"oc P19 P20 P21 (19) PILES'® 8'-0"oc = 15 PROVIDE; CONST. JOINT BTWN. SHORING FACING & BLDG. CONC. WALL CONCRETE FACING REINFORCING SCHEDULE SEE CIVIL DRAWING C2.0 FOR TOP OF CONCRETE FACING ELEVATION. REINFORCING 'SCHEDULE IS BASED ON WALL RETAINED SOIL HEIGHT. COORDINATE REINFORCING LAYOUT WITH AS -BUILT WALL RETAINED SOIL ELEVATIONS. WALLS UP TO8' #4 ® 16"oc E.W. WALLS 8'-10' WALLS > 10' #4 ® 16"oc VERT. #4 ® 12"oc HORIZ. BASE TO 3'-0" #4 ® 16"oc HORIZ. 3'-0" TO TOP OF WALL #4 CO 16"oc VERT. #4 @ 10"oc HORIZ:_BASE. TO 6 -0" #4 © 16"oc HORIZ. 6'-0"TO TOP OF WALL PROVIDE #4 x 4'-0" E.W. AT WELDED STUD LOCATIONS WHERE TYPICAL WALL REINFORCING DOES NOT ALIGN P.T. 4x12 LAGGING PER GENERAL SHORING NOTES Legend PROVIDECONST "JOINT BTWN. CAST IN PLACE --CONCRETE WALL & BLDG. CONC. WALL 8" CONC. RETAINING WALL H=6'-0" MAX. SEE CIVIL & ARCHITECTURAL SITE DRAWINGS FOR EXTENT. COORDINATE FACE OF WALL W/ ADJACENT SHORING WALL 8/SH301 EXTEND 8" RETAINING WALL TO BLDG. WALL. OMIT RETAINING WALL HEEL AT OVERLAP W/ SHORING WALL BACK OF CONC. RETAINING WALL TO ALIGN W/ FACE OF SHORING WALL Shoring Plan /\ 1. REFER TO CIVIL SITE PLANS AND SURVEY FOR OVERALL AREA OF WORK AND LOCATIONS OF EXISTING Pile ADJACENT STRUCTURES AND SITE FEATURES. Mark Top of Wall (ft.) Finish Grade (ft.) Bottom of Wall (ft.) Retained Height (ft.) Min. Auger Diameter (in.) Pile Section Pile Height (ft.) Pile Embed (ft.) Total Est. Scale: 1/8"=1'-0" Pile Length (ft.) CD PILE MARK - REFER TO PILE SCHEDULE, THIS SHEET 2. FOR GENERAL SHORING NOTES REFER TO SH101. P1 132.5 132.5 124.6 7.9 24 W18x35 8.0 12 20.0 FILENc0FAYn, 3. REFER TO GEOTECHNICAL REPORT FOR ADDITIONAL SHORING INSTALLATION REQUIREMENTS. P2 132 131.5 124.0 7.5 24 W18x35 8.0 12 20.0 NOTE: - � Plan review approval ts.subyea to errors and 4. CONTRACTOR SHALL LOCATE ALL SUBGRADE UTILITIES PRIOR TO ANY PILE INSTALLATION OPERATIONS. P3 131 130.3 122.3 8.1 24 W18x35 8.8 12 21.0 THE FINAL TOP OF PILE ELEVATION TO BE 3" BELOW FINISHED GRADE AT TOP AS ESTABLISHED IN THE FIELD. missons_Approvalofconstnruhon does not authorize the violation of any adopted code or ordinance. Receipt of approved Fiekt Copy and 5. OBSTRUCTIONS MAY BE ENCOUNTERED DURING EXCAVATION AND SHORING INSTALLATION. NOTIFY ENGINEER OF RECORD IF OBSTRUCTIONS ARE ENCOUNTERED. P4 130 129.2 121.0 8.2 24 W18x35 9.0 12 21.0 FIELD CUT PILE WIDE FLANGE AS REQUIRED. conditions &acknowledged: ay. - : \cc_ - 6. MAXIMUM EXPOSED VERTICAL SOIL CUT SHALL BE NO GREATER THAN 4'-0" DURING SHORING. WALL P5 129 128.0 118.0 10.0 24 W18x35 11.0 14 25.0 of Tukwila BUILDING DIVISION INSTALLATION UNLESS OTHERWISE PERMITTED BY THE GEOTECHINCAL ENGINEER OF RECORD. P6 128 127.2 116.0 11.2 24 W18x50 12.0 16 28.0 7. DO NOT -SCALE. DRAWINGS, REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. P7 125.7 125.0 112.8 12.2 24 W18x86 12.9 16 29.0 P8 125.7 125.0 112.5 12.5 24 W18x86 13.2 16 30.0 30.0 REVISIONS P9 125.7 125.0 112.3 12.7 24 W18x86 13.4 16 33.0 No cr:a:,oes snail be made to the scope Of worn wnnout pnot approval or the P10 125.7 125.0 112.2 12.8 24 W18x106 13.5 19 P11 125.7 125.0 111.0 14.0 24 W18x106 14.7 19 34.0 Tukwila Building Division. NOTE: Revisions Guilt require a new plan submittal and may include additional. plan P12 125.7 124.5 111.0 13.5 24 W18x106 14.7 19 34.0 P13 125.7 124.0 111.0 13.0 24 W18x86 14.7 18 33.0 REVIEWED FOR CODE COMPLIANCE P14 125.7 123.0 111.0 12.0 24 W18x50 14.7 16 31.0 APPROVED P15 125.7 122.5 111.0 11.5 24 W18x50 14.7 16 31.0 DEC 23 2019-.•s P16 125.7 121.8 111.0 10.8 24 W18x35 14.7 14 29.0 City of Tukwila �� FE~` = ° Ir' �� ) P17 125.7 122.0 111.0 11.0 24 W18x35 14.7 14 � 29.0 BUILDING DIVISION1�L1 P18 125.7 121.0 111.0 10.0 24 W18x35 14.7 14 29.0 __ u NOV 13 2019 P19 122 120.8 111.0 9.8 24 W18x35 11.0 14 25.0 REID 141iDi3LFi0N, ((; 25.0 NOV 1 5 2019 1 1 P20 122 120.E 111.0 9.6 24 W18x35 11.0 14 P21 ® 120.5 111.0 9.5 24 W18x35 11.0 14 '' 25.0 REID MIDDLETON, INC. [tF TLiED CITY OF Ttstili II O P22 122 120.3 111.0 9.3 24 W18x35 11.0 14 25.0 OCT 21 2019 P23 121 120.0 111.0 9.0 24 W18x35 10.0 14 24.0 PERMIT CENTI P24 121 119.5 111.0 8.5 24 W18x35 10.0 12 22.0 R VII P25 120 118.8 111.0 7.8 2 4 W18x35 9.0 12 21.0 .. . P26 120 118.3 111.0 7.3 24 W18x35 9.0 12 21.0 P27 119 117.5 111.0 6.5 24 W18x35 8.0 10 18.0� F P28 118 116.E 111.0 5.6 24 W18x35 7.0 10 17.0 P29 117 116.0 111.0 5.0 24 W18x35 6.0 10 16.0, A pA 10/14/19 RFI-053 10 9/25/19 RFI-019 ag 9/24/19 RFI-032 A9/30/19 RFI-034 f J. \ 9/6/19 RFI-025 ,.. 8/27/19 Footing Revision A` 8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 Shoring Project No. 00021-2017-01 STRUCTURAL ENGINEERING too Third Avenue -Suite too -Seattle, WA g8m p: 206.443.62u ssfengineers.com 934 Broadway - Tacoma, WA 984oz P1 z53•z84.947o ssfengineers.com JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 6/3/19 Sheet Title SHORING PLAN Sheet SH2O1 ARCHITECTS + URBAN DESIGNERS z W z O Reinforcing Splice and Development Length Schedule For fc = 4000 psi, Grade 60 Reinforcing Minimum Straight Development Length (Id) Bar Size Top Bars Other Bars #3 19" 15" #4 25" 19" #5 31" 24" #6 37" 29" #7 54" 42" #B 62" 48" #9 70" 54" #10 79" 61" #11 87" 67" Minimum Lap Splice Lengths (ts) Bar Size Top Bars Other Bars #3 24" 19" #4 32" 25" #5 40" 31" #6 48" 37" #7 70" 54" #8 81" 62" #9 91" 70" #10 102" 79" #11 113" 87" TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER IS NOT GREATER THAN THE DIAMETER OF THE BAR, OR THE CENTER TO CENTER SPACING IS NOT GREATER THAN 3 BAR DIAMETERS, THEN LENGTHS SHALL BE INCREASED BY 50% Minimum Embedment Lengths (Ldh) For Standard End Hooks 12db Bar Size Length #3 6" #4 7" #5 9" #6 10" #7 12" #8 14" #9 15" #10 17" #11 19" 1. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 21/2" 2. END COVER FOR 90' HOOKS MUST BE EQUAL TO OR GREATER THAN 2" A Reinforcing Splice Length & L Development Length (4000psi) V NORMAL FOOTING REINFORCING ADD BARS TO MATCH NORMAL REINFORCING LINE OF EXCAVATION D 3'-0" min. CONCRETE WALL ADD DIAGONAL IN WALL TO MATCH WALL REINF. .0 0 NORMAL FOOTING REINFORCING A Typical Stepped Footing 2 6" min. thickness N e G0 WELDED STUDS ON SHORING PILE FACE CORNER BARS (E) CORNER BLOCKS TO BE SAWCUT FLUSH EXTEND SHOTCRETE WALL (1) FULL (E) BLOCK WIDTH REINFORCING PER SCHEDULE CENTERED IN THE THICKNESS OF CONCRETE 3/4"0 x 4" W.H.S. © 24"oc ON FACE OF PILE 3 6" CONC. FACING REINF. PER SCHED. WF SOLDIER PILE PER PLAN // 3/4"0 x 4" W.H.S. ® 24"oc, TYP. ADD #4 x 4'-0" E.W. AT STUD LOCATIONS WHERE TYPICAL WALL REINF. DOES NOT ALIGN TIMBER LAGGING PER PLAN NOTES AUGER SIZE PER PLAN NOTES Typical Pile Plan - Small Auger 4 WF PILE SIZE PER PLAN TIMBER LAGGING PER PLAN NOTES BLOCKING AS REQUIRED FOR SOLID BEARING PROVIDE CORNER BARS AT INSIDE CORNER CONDITION 0 Auger Pile - Inside Corner 5 PROVIDE FREE —DRAINING MATERIAL LEVEL BACKFILL CO B1 if��t 11/2" clr. @ #4's & #5's 2" clr. 0 #6's FOOTING DRAIN BY OTHERS v/"i/"y/>/2 • B2 Retaining Wall Schedule H (ft.) B1 ts B2 if Stem Reinforcing Footing Reinforcing Vert. Horiz. Top Longit. 3'-0" 5" 8" 5" 8" #4 ® 18"oc #4 ® 12"oc — (2)#4 4'-0" 5" 8" 1'-0" 8" #4 ® 18"oc #4 ® 12"oc #4 ® 18"oc (2)#4 6'-0" 5" 8" 2'-3" 10" #4 ® 12"oc #4 ® 12"oc #4 ® 12"oc (4)#4 8'-0" 1'-0" 8" 2'-9" 12" #5 ® 12"oc #4 ® 12"oc #5 ® 12"oc (5)#5 10i— " 1'-9" 8" 3'-9" 18" 7 ®12"oc 4 ®12"oc 6 ®12"oc 8 5 IP TO 11'-6" 1'-9" 10" 4'-0" 18" #7 ® 10"oc #4 © 12"oc #6 ® 12"oc (8)#5 A 8 BOTTOM OF EXCAVATION PER ELEVATION W 0 4/SH301 0 W 0 v7 Y///✓ L IJ Cantilever Pile LAGGING PER PLAN WF PER PLAN AUGERED HOLE (typ.) EMBEDDED PORTION OF PILE TO BE GROUND CLEAN OF MILL SCALE, RUST, ETC. 9 — b.o. excavation top .2' neglected 450(D-2) 25(H+D) { { 7H psf SEISMIC SURCHARGE Passive Pressure Active Pressure 50 psf TRAFFIC SURCHARGE NOTES: 1. ACTIVE PRESSURE ABOVE EXCAVATION ACTS OVER (1) PILE SPACING. ACTIVE PRESSURE BELOW EXCAVATION ACTS OVER (1) PILE DIAMETER. 2. PASSIVE PRESSURE BELOW EXCAVATION ACTS OVER (2.5) CONCRETED PILE DIAMETERS. PASSIVE PRESSURE INCLUDES FACTOR OF SAFETY OF 1.5. 3. TRAFFIC SURCHARGE OCCURS ONLY AT AREAS ADJACENT TO STREETS. 4. PILE DESIGN FOR FLEXURE IS BASED ON 80% LOADING. PILE DESIGN FOR SHEAR IS BASED ON 100% LOADING. 5. LAGGING DESIGN IS BASED ON 50% OF ACTIVE PRESSURE. 6. SEE GEOTECHNICAL REPORT FOR ADDITIONAL SHORING INFORMATION. Pile Loading Diagram 10 LEVEL OF GRADE BEHIND WALL TOP OF FINISHED FACING WALL PER C2.0 FINISH GRADE AT FOOT OF WALL 4x12 LAGGING 110'-------P1--- P2 _P711_P8-__ P12- / U 6" CONCRETE FACING WALL CANTILEVERS ABOVE FINAL GRADE -P14- - -P15 PROVIDE FREE —DRAINING MATERIAL LEVEL BACKFILL 11/2" clr. ® #4's & #5's 2" clr. ® #6's / / / /,FOOTING DRAINS� ,lj6%4;BY ,OTHERS;✓��j\////\ / ts -BUILDING _. -- P16 -- P17----P18----P19----P20----P21----P22- —P23 62 P24- - - -P25- - - -P26- Property Line Retaining Wall Schedule H (ft.) B2 ts if Stem Reinforcing Footing Reinforcing Vert. Horiz. Top Longit. 4'-0" 1'-6" 8" 9" #4 ® 18"oc #4 CO 12"oc #4 0 18"oc (2)#4 6'-0" 2'-9" 8° 10" #5 ® 12"oc #4 ® 12"oc #5 ® 12"oc (4)#4 8'-0" 5-3" 8" 12" #5 ® 12"oc #4 ® 10"oc #6 0 12"oc (5)#5 ' TO 11'-0" 7'-0" 10" 18" #7 ® 12"oc #4 ® 10"oc #7 ® 12"oc (8)#5 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 23 2019 City of Tukwila BUILDING DIVISION NOTE: THE FINAL TOP OF PILE ELEVATION TO BE 3" BELOW FINISHED GRADE AT TOP AS ESTABLISHED IN THE FIELD. FIELD CUT PILE WIDE FLANGE AS REQUIRED. SANITARY SEWER LINE CONCRETE RETAINING WALL — B.O. EXCAVATION RECEIVED CITY OF TU WILA OCT 21 2019 PERMIT CENTER NOTES: 1. UTILITIES SHOWN IN ELEVATION ARE GRAPHIC DEPICTIONS ONLY AND MUST BE LOCATED IN PLAN AND SUBSURFACE BY CONTRACTOR. REFER TO CIVIL DRAWINGS FOR UTILITY LOCATIONS. Shoring Wall Elevation 20 p® 10/14/19 RFI-053 10 9/25/19 RFI-019 Qg 9/24/19 RFI-032 /ant 9/30/19 RFI-034 A9/6/19 RFI-025 A8/27/19 Footing Revision A8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 Shoring Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2rz4 Third Avenue - Suite leo - Seattle, WA 98,z, p: zo6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 984oz p: z53-z84.947o ssfengineers.com JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 6/3/19 Sheet Title SHORING WALL ELEVATION & DETAILS Sheet SH301 ARCHITECTS + URBAN DESIGNERS / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / // / / / / / I7 / /' / / / / / II /' /I / / // / // /7 I / / / / / / / / / / / / r / / / / . / / / / / /( / / // .--�, _/ r/ / / / / \ / i—1, I l / // / l \l, / / / / / / / / / / / / / `K� /l l/ /I I l l '-1---� Il 11 I / 1 I // \-- I / / / / / / / 1 / 7 / / // / / / / / / / / / / ' ' / //// / / / / / / /1' / / I / / / / // / / I'. / / / / / / 7 / // 1 / j / I;( t I / 1 1 / �.O.�i. = 1/07.98' / / 1 / / / / / / / / / / / / / / 7 7' / / / 7 / 7 / / / / / / / / 15JSH301, at /' // 'south ejevation / /// 10/ 02 / / / I / / I / / / ill :l— \ \ N.'\ 1/ 1 /"..- / , // / //// s(/// //\1/ r/ � ,l/'//////, 7 / / /// /,/ / /// /'/ // 1 / 7 T.O.W.' = 108.39 T.O.W. = 1079" / / / : 1 ' ' / / // 7 / „.-- .///G/ / �� / / // /l lI/ / ////// 7 7 7 7 ii /�/ I 1 I I \ \ \�///I//I/// rw/ �,/r// 1 vv- 7 / // I / / / / / / / / 1 1 NN. / / / / .• -__.. T1.O.,W. 1`Jp --- ——7 / _ 7 / / / / / /7 �/ / /�; .- / / / / 7 ' 7 in /////"7 / 7 /%/// or i es fr / // T.O.W. = 109:23'/ 5.0W 109.5 / 4o/3// /of rti�'� ''/' '/ / rr'' 1,7 7 7 7 7 09:32' / / / / r '`/ ' T.O.W.= 09.06' / / / / / / \ \ i // ` //// / / / : // i T \ \ \ \ \// 7 . - - - - - i 1 i i / / / // / / / 7 / 7 / / / 7 / Plan Notes 1. REFER TO CIVIL DRAWINGS FOR ALL SPOT ELEVATIONS AND FINAL GRADE ELEVATIONS. 2. SEE 15/SH301 FOR PROPERTY LINE RETAINING WALL INFORMATION, 8/SH301 FOR RETAINING WALL INFORMATION, AND 6/SH301 FOR TYPICAL STEPPED FOOTING INFORMATION. DO NOT SCALE DRAWINGS. REFER TO CIVIL AND ARCHITECTURAL SITE PLANS FOR ALL DIMENSIONS. 4. REFER TO GEOTECHNICAL REPORT FOR SOILS INFORMATION. 5. SEE GENERAL STRUCTURAL NOTES FOR ADDITIONAL INFORMATION. REVIEWED 'This plan was reviewed for general conformance with the following; as amended by the jurisdiction: .gt Structural Provisions of the International Building Code 0 NomStructural Provisions of the International Building Code 0 Others: The project applicant is responsible for conformance with all applicable codes, conditions of approval, and permit requirements subject to the requirements and interpretations of the governing authority. This review does not relieve the Architect and Engineers of Record of the responsibility for a complete design in accordance with the lasts of the governing jurisdiction and the State of Washingnin. 7 7 / 7 7 7 7 REVISIONS No chenrtes shall be made to the sdorie of worn witnout prior aporOvai of the Tukwila Building Division NOTE: Revisions Will -require a new plan submittal and rnav include additional plan review. 7 FILE COPY Plan review approval is subject to errors ano omissions Approval of construction aocuments does 10i authorize the =Wien of any moored code Or araoinaatnec,_9. Receipt of approved Fiela COPy arid By. rirr/ Retaining Wall Plan REVIEWED FOR CODE COMPLIANCE • APPROVED City of Tukwila BUILDING DIVISION REVISION NO. „E.,,,s_,,,,,,„,„ IlECEIVED CITY OF TUKWILA PERMIT CENTER A8/27/19 Footing Revision ,L 8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 Shoring Project No. 00021-2017-01 STRUCTURAL ENGINEERING JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 6/3/19 LU ce LLI REID MIDDLETON, INC. Code Review Consultant Sheet Title RETAINING WALL APLAN Sheet SH202 LU D 3'-0" min. Reinforcing Splice and Development Length Schedule For fc = 4000 psi, Grade 60 Reinforcing Minimum Straight Development Length ((d) Bar Size Top Bars Other Bars #3 19" 15" #4 25" 19" #5 31" 24" #6 37" 29" #7 54" 42" #5 62" 48" #9 70" 54" #10 79" 61" #11 87" 67" Minimum Lap Splice Lengths (Is) Bar Size Top Bars Other Bars #3 24" 19" #4 32" 25" #5 40" 31" #6 48" 37" #7 70" 54" #8 81" 62" #9 91" 70" #10 102" 79" #11 113" 87" TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER IS NOT GREATER THAN THE DIAMETER OF THE BAR, OR THE CENTER TO CENTER SPACING IS NOT GREATER THAN 3 BAR DIAMETERS, THEN LENGTHS SHALL BE INCREASED BY 50% Minimum Embedment Lengths (ldh) For Standard End Hooks J 12db Bar Size Length #3 6" #4 7" #5 9" #6 10" #7 12" #8 14" #9 15" #10 17" #11 19" 1. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 21/2" 2. END COVER FOR 90' HOOKS MUST BE EQUAL TO OR GREATER THAN 2" Reinforcing Splice Length & Development Length (4000psi) A 6 NORMAL FOOTING REINFORCING ADD BARS TO MATCH NORMAL REINFORCING LINE OF EXCAVATION j\\%\\iJ\\%\\\%\\%j %j lJ\\i,. CONCRETE WALL ADD DIAGONAL IN WALL TO MATCH WALL REINF. E E NORMAL FOOTING REINFORCING A Typical Stepped Footing 2 3 FUTURE WALL FACING TO BE DETERMINED TIMBER LAGGING PER PLAN NOTES WF SOLDIER PILE PER PLAN sssss AUGER SIZE PER PLAN NOTES Typical Pile Plan - Small Auger 4 i WF PILE SIZE PER PLAN TIMBER LAGGING PER PLAN NOTES BLOCKING AS REQUIRED FOR SOLID BEARING FUTURE WALL FACING TO BE DETERMINED Auger Pile - Inside Corner 5 PR MA E in LEVEL BACKFILL :6X- P \ j\\j�\\\\/ NYCjj`• VIDE FREE DRAINING ERIAL MO </ /;/J . 11J2" clr. ®#4's & #5's = • 2" clr. © #6's FOOTING DRAIN BY OTHERS /- ,/ L,//'i' // j , jj�i''` jtij;\ N) jJj% B1 ts B2 Retaining Wall Schedule H (ft.) B1 ts B2 tf Stem Reinforcing Footing Reinforcing Vert. Horiz. Top Longit. 3'-0" 5" 8" 5" 8" #4 ® 18"oc #4 ® 12"oc — (2)#4 4'-0" 5" 8" 1'-0" 8" #4 ® 18"oc #4 ® 12"oc #4 CO) 18"oc (2)#4 6'-0" 5" 8" 2'-3" 10" #4 ® 12"oc #4 ® 12"oc #4 ® 12"oc (444 8'-0" 1'-0" 8" 2'-9" 12" #5 ® 12"oc #4 ® 12"oc #5 ® 12"oc (5)#5 10.-0" 1'-9" 8" 3'-9" 18" #7 ® 12"oc #4 ® 12"oc #6 ® 12"oc (8)#5 A 8 BOTTOM OF EXCAVATION PER ELEVATION E w 0 Z 4/SH301 W 0 y l/ ti 0 �j —u Cantilever Pile LAGGING PER PLAN WF PER PLAN AUGERED HOLE (typ.) EMBEDDED PORTION OF PILE TO BE GROUND CLEAN OF MILL SCALE, RUST, ETC. 9 excavation top 2' neglected 450(D-2) / Passive Pressure 25(H+D) 7H psf SEISMIC SURCHARGE a co Active Pressure 50 psf TRAFFIC SURCHARGE NOTES: 1. ACTIVE PRESSURE ABOVE EXCAVATION ACTS OVER (1) PILE SPACING. ACTIVE PRESSURE BELOW EXCAVATION ACTS OVER (1) PILE DIAMETER. 2. PASSIVE PRESSURE BELOW EXCAVATION ACTS OVER (2.5) CONCRETED..RILE DIAMETERS. PASSIVE PRESSURE INCLUDES FACTOR OF SAFETY OF 1.5. 3. TRAFFIC SURCHARGE OCCURS ONLY AT AREAS ADJACENT TO STREETS. 4. PILE DESIGN FOR FLEXURE IS BASED ON 80% LOADING. PILE DESIGN FOR SHEAR IS BASED ON 100% LOADING. 5. LAGGING DESIGN IS BASED ON 50% OF ACTIVE PRESSURE. 6. SEE GEOTECHNICAL REPORT FOR ADDITIONAL SHORING INFORMATION. 11 Pile Loading Diagram 1 0 4x12 LAGGING 135' 130' 125' 120'— — 115— 110' — Pl - -P2 105- 100' 90' 95' — P3 - - - - - - —P4- - - P5- -P6 _P7____ -P9- P10 — ' - — -P13 Pll P12- — - PROVIDE FREE —DRAINING MATERIAL es EVEL BACKFILL E E %t - 11/2" clr. ® #4's & #5's 2" clr. ® #6's FOOTING DRAIN BY OTHERS >�1 t/j B1 ts / P16 - - P17- _ = P18 - -P19- _ = P20 _:P21_===P22 _ P23 P14-- - - -P15 t 0 t- Property Line all w/ Key Schedule H (ft.) B1 ts tF D W Stem Reinforcing Footing Reinforcing Key Reinforcing Vert. Horiz. Bot. Longit. Longit. Vert 4'-0" 1'-9" 8" 10" 6" 8" #4 ® 18"oc #4 ® 12"oc — (345 — — 6'-0" 3'-3" 8" 10" 11" 8" #5 ® 12"oc #4 ® 12"oc — (4)#5 (1)#4 #4 ® 12"oc 8'-0" 4'-9" 10" 12" 17" 10" #5 ® 9"oc #4 © 10"oc — (645 (1)#4 #4 ® 12"oc 10'-0" 6'-9" 10" 18" 24" 10" #7 ® 12"oc #4 ® 10"oc — (845 (244 #4 ® 12"oc P27-_--P28---_P29- P24----P25 ---P26 Property Line Wall w/ Key Schedule SANITARY SEWER LINE B.O. EXCAVATION p)1EVil EWE i SEP 62019 REID MIDDLETON, INC. REVIEWED FOR CODE COMPLIANCE APPROVED SEP 09 2019 City of Tukwila BUILDING DIVISION RECERfED CITY OFTUKWIL A 11(7.018.0 AUG 27 2019 PERMIT CENTER NOTES: 1. UTILITIES SHOWN IN ELEVATION ARE GRAPHIC DEPICTIONS ONLY AND MUST BE LOCATED IN PLAN AND SUBSURFACE BY CONTRACTOR. REFER TO CIVIL DRAWINGS FOR UTILITY LOCATIONS. 4© 8/27/19 Footing Revision Q8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 Shoring Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2,,4 Third Avenue -Suite leo - Seattle, WA 98m p: zab.443.6z�z ssfengineers.com 934 Broadway - Tacoma, WA 984oz p: z53.z84.947o ssfengineers.com JURISDICTIONAL APPROVAL STAMP Issue - PHASE 1 PERMIT Date 6/3/19 Sheet Title SHORING WALL ELEVATION & DETAILS to ce z to z co m ce to I- u 1- z v 0 Q Mani z LU z Shoring Wall Elevation 20 Sheet S H 301 108' 105' 100' 95' " 10'-0" WALL Y —V WILL .. .. ....�� _ ....__ h YYH 10 SC T.0 .u.YY. = lu/. FOOTING STEP PER 2/SH301, TTP. FINAL GRADE AT FACE OF WALL L HEIGHT PER ED. 15/SH301 .W. = 109.06' B.O. FTG. Notes 1. REFER TO CIVIL DRAWINGS FOR FINAL GRADE ELEVATIONS. 2. LOCATION OF FOOTING STEPS ARE APPROXIMATE AND MUST BE COORDINATED WITH FIELD CONDITIONS. BOTTOM OF FOOTING SHALL BE 1'-6" MINIMUM BELOW FINAL GRADE. 1/4" = 1'-0" South Elevation 0 108' 105' 100' 95' 10'-0" WALL 8'-0" WALL 4"-0" WALL 3'-0" WALL T.O.W. = 109.06' WALL HEIGHT PER SCHED. 8/SH301 T.O.W.=107.90' B.O. FTG. FINAL GRADE AT FACE OF WALL FOOTING STEP PER 2/SH301, TTP. Notes 1. REFER TO CIVIL DRAWINGS FOR FINAL GRADE ELEVATIONS. 2. LOCATION OF FOOTING STEPS ARE APPROXIMATE AND MUST BE COORDINATED WITH FIELD CONDITIONS. BOTTOM OF FOOTING SHALL BE 1'-6" MINIMUM BELOW FINAL GRADE. ig- A8127/19 Footing Revision A812/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 Shoring Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite 'oo - Seattle, WA 98,2, p: 206.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA g84oz p: 253,a84.947o ssfengineers.com SEi' 0 6 2019 REID NIIDDLETON�INC.� REVIEWED FOR CODE COMPLIANCE APPROVED SEP 09 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 27 2019 PERMIT CENTER / 1 1/4" = 1'-0" South East Elevation JURISDICTIONAL APPROVAL STAMP N A + U ARCHITECTS + URBAN DESIGNERS Issue PHASE 1 PERMIT W 1- Date 6/3/19 LJ Sheet Title RETAINING WALL 0 ELEVATIONS llJ 1 SH302Sheet ABBREVIATIONS GRAPHIC SYMBOLS PROJECT DATA DIRECTORY DRAWING INDEX @ AT FP FIREPROOF PSI 0 DIAMETER OR ROUND FPHB FROST PROOF HOSE BIB PT # POUND OR NUMBER FRM FRAMING FRP FIBERGLASS REINFORCED PTD AB ANCHOR BOLT PANEL ABE AVERAGE BUILDING ELEVATION FRDT FIRE RETARDANT PTN ABV ABOVE FRZR FREEZER ACT ACOUSTIC TILE FS FULL SIZE QTR ACW ALUMINUM -CLAD WOOD FSD FIRE SEPARATION DISTANCE QTY AD AREA DRAIN FT FOOT OR FEET ADJ ADJUSTABLE, ADJACENT FTG FOOTING R AFF ABOVE FINISH FLOOR RB AHJ AUTHORITY HAVING GA GAUGE RD JURISDICTION GAL GALLON REC AHU AIR HANDLING UNIT GALV GALVANIZED REF ALT ALTERNATE GEN GENERAL REFR ALUMIAL ALUMINUM GFI GROUND FAULT INTERRUPTER REINF AP ACCESS PANEL GFRC GLASS FIBER REINFORCED REQD APPD APPROVED CONCRETE RET APPROX APPROXIMATE GL GLASS REV ARCH ARCHITECTURAL GND GROUND RF ASF ABOVE SUBFLOOR GOVT GOVERNMENT RFG AVG AVERAGE GR GRADE RH GSM GALVANIZED SHEET METAL RIGID BAL BALANCING GWB GYPSUM WALL BOARD RL BD BOARD GYP GYPSUM RM BE BATH FAN EXHAUST RND BEL BELOW HB HOSE BIB RIO BEY BEYOND HC HANDICAP/HOLLOW CORE RO BLDG BUILDING HD HEAD/HEAVYDUTY ROW BLK BLOCK, BLOCKING HDR HEADER RUB BM BENCH MARK HDWD HARDWOOD RWL BO BOTTOM OF HWVP HARDWOOD VENEER PLYWOOD BOT BOTTOM HDWR HARDWARE S BRK MTL BRAKE METAL HE HOOD FAN EXHAUST SALV BTWN BETWEEN HM HOLLOW METAL SAM HOL HOLLOW SBC C to C CENTER TO CENTER HOW SC CAB CABINET HORIZ HORIZONTAL SCHED CAP CAPACITY HP HIGH POINT SCW CG CORNER GUARD HR HOUR SD CHT BABY CHANGING TABLE HRA HOT RUBBERIZED ASPHALT SECT CIP CAST -IN -PLACE HT HEIGHT SF CJ CONTROL JOINT HWH HOT WATER HEATER SH CL CENTERLINE SHT CLG CEILING BC NTERNATIONAL BUILDING CODE SHTG CLKG CAULKING D NSIDE DIAMETER SID CLO CLOSET N NCHES SIM CLR CLEAR NCL NCLUDE (D) (ING) SL CMU CONCRETE MASONRY UNIT NCR NCREASE SLNT COL COLUMN NSUL NSULATION SPEC CONC CONCRETE NT NTERIOR SPRT COND CONDITION NTM NTERMEDIATE SQ CONN CONNECTION NTUM NTUMESCENT SST CONST CONSTRUCTION NV NVERT STC CONT CONTINUOUS STD CONTR CONTRACTOR JST JOIST STIFF CORR CORRIDOR/CORRUGATED JT JOINT STL CPT CARPET STOR CT CERAMIC TILE L LONG/LENGTH STFNT CTR CENTER LAM LAMINATE STRUCT CUST CUSTOM LAV LAVATORY SUB CWP CLEAR WALL PANEL LE LAUNDRY FAN EXHAUST SUSP LH LEFT HAND SYM D DEEP(DIM)/DRYER UN LINEAR/LINEAL SYS DE DRYER EXHAUST LOCN LOCATION DEPT DEPARTMENT LP LOW POINT T DETIDTL DETAIL LT LIGHT T&G DF DRINKING FOUNTAIN LTG LIGHTING T-STAT DIA DIAMETER LVL LEVEL TC DIAG DIAGONAL TD DICA DRILLED -IN CONC ANCHOR MATL MATERIAL TEL DIM DIMENSION MAX MAXIMUM TEMP DIR DIRECTION MC MEDICINE CABINET DIV DIVISION MDF MEDIUM DENSITY FIBERBOARD THK DN DOWN MECH MECHANICAL THRU DP DAMPROOFING MEMB MEMBRANE TO DO DITTO MFR MANUFACTURER TOC DOM DOMESTIC MIN MINIMUM DR DOOR MISC MISCELLANEOUS TOIL DS DOWNSPOUT (EXTERIOR) MLDG MOLDING TOP DW DISHWASHER MO MASONRY OPENING DWG DRAWING MOT MOTORIZED TOSF MTD MOUNTED TOW (E) EXISTING MET/MTL METAL TP E EAST TRANSL EA EACH N NORTH TRTD EL ELEVATION (N) NEW TV ELEV ELEVATOR NAT NATURAL FINISH TWP ELEC ELECTRICAL NEG NEGATIVE TYP EMER EMERGENCY NIC NOT IN CONTRACT EMR ELEVATOR MACHINE ROOM NO or # NUMBER UL EQ EQUAL NOM NOMINAL UNFIN EQJ EARTHQUAKE JOINT NTS NOT TO SCALE UNONON EQPT EQUIPMENT EPL EMERGENCY PATHWAY LIGHTING OA OVERALL VAP EST ESTIMATE; ESTIMATED OC ON CENTER VAR EW EACH WAY OD OUTSIDE DIAMETER VB EXC EXCAVATED OFD OVERFLOW DRAIN VCT EXH EXHAUST OH OPPOSITE HAND/OVERHEAD VENT EXIST EXISTING OHW ORDINARY HIGH WATER VERT EXP EXPOSED OPNG OPENING VEST EXPAN EXPANSION OPP OPPOSITE VFY EXT EXTERIOR OVHD OVERHEAD VIF OWSJ OPEN -WEB STEEL JOIST VG FAB FABRICATED OZ OUNCE VOC FB FLUSH BEAM VOL FC FIBER CEMENT COMPOSITE (P) PROPOSED VS FD FLOOR DRAIN P FIELD PAINTED VTR FE FIRE EXTINGUISHER (NOT FACTORY FINISHED) FF FINISH FLOOR/ PAR PARALLEL W FACTORY FINISHED PART PARTITION W/ FG FINISH GRADE PC PRECAST WIO FP FACTORY PRIME PAINTED PERF PERFORATED WAIN FS FEDERAL SPECIFICATION PERP PERPENDICULAR WC FEC FE CABINET PKG PARKING WD FIN FINISH(ED) PL PLATE/PROPERTY LINEJPLASTIC WDW FLASH FLASHING PLAM PLASTIC LAMINATE WSEC FLEX FLEXIBLE PLYWD/ WGL FLR FLOOR PLY PLYWOOD WH FOC FACE OF CONCRETE PNL PANEL WIND FOF FACE OF FINISH PNT PAINT(ED) WP FOIC FURNISHED BY OWNER, POL POLISH/POLISHED WR INSTALLED BY CONTRACTOR PPL POLISHED PLATE WRB F010 FURNISHED BY OWNER, PR PAIR WS INSTALLED BY OWNER PREFAB PREFABRICATE(D) WT FOM FACE OF MASONRY PRELIM PRELIMINARY WWM FOS FACE OF STUD PROJ PROJECT/PROJECTION PROP PROPERTY YD PROX PROXIMITY GENERAL NOTES POUNDS PER SQUARE INCH POINT/POINT OF TANGENCY PRESSURE TREATED FIELD PAINTED (NOT FACTORY FINISHED) PARTITION QUARTER QUANTITY RISERJRADIUS/RESISTANCE RUBBER BASE ROOF DRAIN RECEIVE REFERENCE REFRIGERATOR REINFORCED REQUIRED RETURN REVERSE/REVISED/REVISION ROOF ROOFING RIGHT HAND RIGID INSULATION RAIN LEADER (INTERIOR) ROOM ROUND RANGE/OVEN ROUGH OPENING RIGHT-OF-WAY RUBBER RAINWATER LEADER (INDOORS) SOUTH SALVAGE (D) SELF-ADHESIVE MEMBRANE IBC w/ SEATTLE AMENDMENTS SOLID CORE SCHEDULE SOLID CORE WOOD SMOKE DETECTOR SECTION SQUARE FEET / STOREFRONT SHELF SHEET SHEATHING SIDING SIMILAR SLOPE SEALANT SPECIFICATIONS SPORT FLOORING (RUBBER) SQUARE STAINLESS STEEL SOUND TRANSMISSION CLASS STANDARD/STUD STIFFENER STEEL STORAGE STOREFRONT STRUCTURAL SUBSTITUTE SUSPENDED SYMMETRICAL SYSTEM TOP/TREAD/TOILETREMPERED TONGUE&GROOVE THERMOSTAT TOP OF CURB TRENCH DRAIN TELEPHONE TEMPORARY/TEMPERATURE/ TEMPERED THICK(NESS) THROUGH TOP OF TOP OF CONCRETE TOP OF CURB TOILET TOPPING/TOP OF PLATE TOP OF PARAPET TOP OF SUBFLOOR TOP OF WALL TOP OF PAVEMENT TRANSLUCENT TREATED TELEVISION TRANSLUCENT WALL PANEL TYPICAL UNDERWRITERS LABORATORY UNFINISHED UNLESS NOTED OTHERWISE VAPOR BARRIER VARIESNARIABLE VINYL BASE VINYL COMPOSITION TILE VENTILATION VERTICAL VESTIBULE VERIFY VERIFY IN FIELD VERTICAL GRAIN VOLATILE ORGANIC COMPOUNDS VOLUME VINYL SHEET/SHEET VINYL VENT THROUGH ROOF WEST/WIDETWASHER WITH WITHOUT WAINSCOT WATER CLOSET WOOD WINDOW WASH. STATE ENERGY CODE WIRE GLASS WALL HUNG WINDOW WATERPROOF(ING) MEMBRANE WATER REPELLENT WEATHER RESISTANT BARRIER WEATHERSTRIP WEIGHT WELDED WIRE MESH YARD DRAIN A 1 A i ` S13 > DETAIL INDICATOR DETAIL NUMBER SHEET NUMBER ELEVATION INDICATOR DETAIL NUMBER SHEET NUMBER ENLARGED ELEVATION INDICATOR DETAIL NUMBER SHEET NUMBER INTERIOR ELEVATION INDICATOR DETAIL NUMBER SHEET NUMBER ELEVATION BUILDING SECTION INDICATOR DETAIL NUMBER SHEET NUMBER WALL SECTION INDICATOR DETAIL NUMBER SHEET NUMBER EXTERIOR/THERMAL ASSEMBLY INDICATOR PARTITION TYPE INDICATOR FLOOR ASSEMBLY INDICATOR WINDOW INDICATOR XxX ulam= DOOR INDICATOR LAYOUT GRID GRID UNE PROPERTY LINE OVERHEAD LINE CENTERLINE 1-HR FIRE RATED INTERIOR AIR BARRIER AIR BARRIER CONCRETE BRICK GWB RIGID INSULATION FIBER INSULATION SEMI -RIGID INSULATION ALL WORK SHALL BE IN COMPLIANCE WITH THE REQUIREMENTS OF THE 2015 INTERNATIONAL BUILDING CODE (IBC), 2015 WA STATE ENERGY CODE, 2015 INTERNATIONAL FIRE CODE, AND ALL OTHER APPLICABLE CODES 2. CONTRACTOR SHALL FIELD CHECK ALL DIMENSIONS AND VERIFY LOCATION OF WORK WITH THE ARCHITECTS. NO SCALE MEASUREMENTS SHALL BE USED AS DIMENSIONS FOR WORK. LARGER SCALED DETAILS AND DRAWINGS SHALL TAKE PRECEDENCE OVER SMALLER. NOTIFY THE ARCHITECT WHENEVER DIMENSION DISCREPANCIES ARISE. 3. 4. 5. CONTRACTOR IS SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITION OF THE JOB SITE, INCLUDING SAFETY, PROTECTION OF THE PROPERTY, AND THE LIKE DURING PERFORMANCE OF THE WORK. CONTRACTOR SHALL PROVIDED METHODS, MEANS, AND FACILITIES REQUIRED TO PREVENT CONTAMINATION OF SOIL, WATER OR ATMOSPHERE. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE WITH THE OWNERS WORK AND/OR SUPPLIED ITEMS THAT ARE FURNISHED BY OWNER AND INSTALLED BY CONTRACTS OR ARE NOT IN CONTRACT, BUT ARE ATTACHED TO THE CONTRACTORS WORK. 6. BUILDING IS TO BE FULLY SPRINKLERED. 7. ALL FURRED WALLS SHALL HAVE VERTICAL AND LATERAL DRAFTSTOPS PER IBC. 8. GRADING MUST BE STABILIZED BY OCTOBER 31. NO EXCAVATION TO BE PERFORMED BETWEEN OCTOBER 31 ANDAPRIL 1 WITHOUT AN APPROVED DRY SEASON GRADING EXTENSION LETTER FROM THE DEPARTMENT OF COMMUNITY DEVELOPMENT. 9. DESTINATION OF EXCAVATION SOILS TO BE DETERMINED. THE DEPARTMENT OF COMMUNITY DEVELOPMENT WILL BE NOTIFIED OF DISPOSAL SITE AFTER CONFIRMATION BY EARTHWORK SUBCONTRACTOR. 10. DRAWINGS ISSUED FOR CONSTRUCTION PRIOR TO FINAL PERMITTING APPROVAL ARE SUBJECT TO REVISIONS. VERIFY CONSTRUCTION DOCUMENTS CONFORM TO PERMIT DRAWINGS BEFORE PROCEEDING WITH WORK. NOTIFY ARCHITECT WHENEVER DISCREPANCIES ARISE. 11. SEPARATE PERMITS ARE REQUIRED FOR PLUMBING, ELECTRICAL, MECHANICAL AND SIGNAGE WORK. 12. DIMENSIONS ARE TO: FACE OF MASONRY (FOM), FACE OF CONCRETE (FOC), OR FACE OR STUD (FOS) UNLESS NOTED OTHERWISE (UNO) DIMENSIONS INDICATED AS CLEAR (CLR) OR FINISH (FIN) ARE TO FINISH FACE. 13. THE UNDERSIGNED HAS PROVIDED BUILDING ENCLOSURE DOCUMENTS THAT IN MY PROFESSIONAL JUDGEMENT ARE APPROPRIATE TO SATISFY THE REQUIREMENTS OF RCW 64.55.005 THROUGH 64.55.090. PROJECT LOCATION 15447 65TH AVE S TUKWILA, WA98188 LEGAL DESCRIPTION: LOT 17 OF THE INTERURBAN ADDITION TO SEATTLE, ACCORDING TO PLAT RECORDED IN VOLUME 10 OF PLATS AT PAGE(S) 55, IN KING COUNTY, WASHINGTON; EXCEPT THAT PORTION LYING NORTH OF A LINE DESCRIBED AS FOLLOWS: BEGINNING ATA POINT ON THE WEST LINE 210 FEET NORTH FROM THE SOUTHWEST CORNER; THENCE NORTH 89°47' EAST 630 FEET, MORE OR LESS, TO THE INTERSECTION OF THE WEST LINE OF 65TH AVENUE SOUTH; AND EXCEPT THAT PORTION THEREOF CONVEYED TO THE CITY OF TUKWILA BY DEED RECORDED UNDER RECORDING NO. 7108120423; AND EXCEPT THAT PORTION LYING WITHIN M.W. ADDITION, ACCORDING TO THE PLAT RECORDED IN VOLUME 53 OF PLATS AT PAGE 48, IN KING COUNTY WASHINGTON; AND EXCEPT THAT PORTION OF SAID LOT 17 DESCRIBED AS FOLLOWS: COMMENCING AT POINT ON THE CENTERLINE OF RENTON-THREE TREE POINT ROAD NO. 2649 AND THE WEST LINE OF SAID SECTION 23, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, SAID POINT BEING ENGINEER'S STATION 135+29.92 FROM WHICH THE SOUTHWEST CORNER OF SAID SECTION 23 BEARS SOUTH 0°11'42" EAST, 2044.06 FEET; THENCE SOUTH 84°51'48" EAST 1647.24 FEET; THENCE ON ACURVE TO THE RIGHT HAVING A RADIUS OF 955.37 FEET, 360 FEET; THENCE SOUTH 63°15'48" EAST 359.18 FEET; THENCE ON A CURVE TO THE LEFT HAVING A RADIUS OF 5729.65 FEET, 370 FEET; THENCE SOUTH 66°57'48" EAST 1162.53 FEET; THENCE ON A CURVE TO THE LEFT HAVING A RADIUS OF 716.34 FEET, 442.40 FEET; THENCE NORTH 77°38'42" EAST, 201.68 FEET; THENCE LEAVING SAID CENTERLINE OF SAID ROAD AND RUNNING NORTH 00°14'00" EAST, 272.03 FEET; THENCE SOUTH 00°14'00" WEST, 87.94 FEET, MORE OR LESS, TO THE NORTHWESTERLY MARGIN OF VACATED MACADAM ROAD (ALSO KNOWN AS JAMES CLARK ROAD NO. 2); THENCE SOUTH 49°0'00" WEST ALONG SAID NORTHWESTERLY MARGIN 106.38 FEET; THENCE NORTH 00°14'00" EAST, 312.55 FEET, MORE OR LESS, TO THE SOUTH LINE OF LOT 17 IN SAID INTERURBAN ADDITION AND THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 00°14'00" EAST, 150 FEET; THENCE SOUTH 88°24'47" EAST PARALLEL WITH THE NORTHERLY LINE OF SAID LOT 17,170 FEET, MORE OR LESS, TO THE SOUTHWESTERLY MARGIN OF 65TH AVENUE SOUTH; THENCE SOUTHEASTERLY ALONG SAID MARGIN TO THE SOUTHEAST CORNER OF SAID LOT 17; THENCE NORTH 89°09'00" WEST ALONG THE SOUTH LINE OF LOT 17 TO THE TRUE POINT OF BEGINNING. KING COUNTY ZONING OFFICE PROJECT# PUBLIC WORKS PERMIT #: PW19-0064 PHASE 1 PERMIT #: D19.0180 PHASE 2 PERMIT #: TBD PROJECT DESCRIPTION REDEVELOPMENT OF EXISTING SITE IN ANTICIPATION OF THE CONSTRUCTION OF ANEW HQ FIRE STATION. CURRENT WORK INCLUDES GRADING AND DRAINAGE, WITH FUTURE PAVING INCLUDED FOR REVIEW. SHORING WALLS, RETAINING WALLS, AND AN UNDERGROUND STORMWATER DETENTION TANK TO BE REVIEWED UNDER A SEPARATE CONSTRUCTION PERMIT. BUILDING WILL BE SUBMITTED FOR REVIEW AT A LATER DATE. RENDERING OWNER City of Tukwila Public Works Department 6200 Southcenter Blvd, Suite 100 Tukwila, WA98188 Rachel Bianchi T: 206 454 7566 E: Rachel.Bianchi@TukwilaWA.gov OWNER'S REPRESENTATIVE Shiels 0bletz Johnsen (SOJ) 800 5th Ave, Suite 4130 Seattle, WA 98104 Justine Kim & Julie DeDonato T: 206 409-8086 E: jd@ancoraprojects.com ARCHITECT Weinstein A+U 2200 Western Ave, Suite 301 Seattle, WA98121 Emma Nowinski & Lauren Rock T: 206 443-8606 E: emman@weinsteinau.com CIVIL ENGINEER LPD Engineering 9 9 1932 First Ave, Suite 201 Seattle, WA 98101 Marc Servizi T: 206 725-1211 E: mares@Ipdengineering.com LANDSCAPE ARCHITECT Swift Company, LLC 3131 Weslem Ave, M423 Seattle, WA98121 Shawn Slankewich T 206 632 2038 E: shawn@swiftcompany.com STRUCTURAL ENGINEER Swenson Say Faget 2124 Third Ave, Suite 100 Seattle, WA98121 Dan Morrow T: 206 443 06212 E: dmorrow@ssfengineers.com MECHANICAL ENGINEER The Greenbusch Group, Inc. 1900 W Nickerson St, Suite 201 Seattle, WA98119 John Greenlaw T: 206 378-0569 E: johng@greenbusch.com ELECTRICAL ENGINEER TFWB Engineers, Inc. 1200 Westlake N, Suite 509 Seattle, WA 98109 Kevin Waddle T: 206 285-7228 E: kevin@tf-wb.com FIRE STATION SPECIALIST ARCHITECT TCAArchitecture 6211 Roosevelt Way NE Seethe, WA98115 Brian Harris T: 206 522-3830 E: brian@tca-inc.com These plans have been reviewed by Li.:; Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: ,��9_ FIL Permit No. Plan review approval is subject to errors and omissions Approval of construction documents does nor authorize the violation of any adopted code or Ordinance Receipt of approved Fiela Copy and nmhonsl ac�kpowleage : By Date(5 6. Date (59 b. cny of Tukwila BUILDING DIVISION REVIEWED This plan was reviewed for general conformance with the following, as amended by the jurisdiction: X Structural Provisions of the International Building Code ❑ Non -Structural Provisions of the International Building Code ❑ Others: The project applicant is responsible for confomunee with all applicable codes, conditions of approval, and permit requirements subject to the requirements and interpretations of the governing authority. This review does not relieve the Architect and Engineers of Record of the responsibility fora complete design in accordance with the lass of the governing jurisdiction and the State of Washington. Jurisdiction CITE( OF- To R t Vt.A By S. sv zAb3A Date spi II e, REID MIDDLETON, INC. Code Review Consultant O SL'( S- gOCTuR.AL SHEETS ARE STAMPED, . SEPARATE PERMIT REftUtRED FOR: Mechanical tom/ Electrical U.cT/ Plumbing [Ur Gas Piping City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED L CENL fl D19-ago AUG 0 9 2019 2b2o19, osA .dob\n-- REID MIDDLETON, INC, 1 8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com 02019 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. JURLSUICTIONAL APPROVAL STAh'P Issue Date Sheet Title Sheet PHASE 1 PERMIT 6/3/19 COVER SHEET G001 GENERAL G001 COVER SHEET G002 SIGNATURE SHEET SURVEY CIVIL C0.1 COVER SHEET C1.0 TESC & DEMOLITION PLAN C1.1 TESC AND DEMOLITION PLAN C1.2 TESC AND DEMOLITION DETAILS C1.3 TESC AND DEMOLITION NOTES C2.0 GRADING AND DRAINAGE PLAN C2.1 GRADING AND DRAINAGE PLAN C2.2 DRIVEWAY PROFILE C2.3 STORM PROFILE C2.4 SECTIONS C2.5 SECTIONS C2.6 SECTIONS C2.7 SECTIONS C2.8 GRADING AND DRAINAGE NOTES & DETAILS C2.9 GRADING AND DRAINAGE DETAILS C2.10 GRADING AND DRAINAGE DETAILS C2.11 GRADING AND DRAINAGE DETAILS C3.0 PAVING AND HORIZONTAL CONTROL PLAN C3.1 PAVING AND HORIZONTAL CONTROL PLAN C3.2 PAVING AND HORIZONTAL CONTROL NOTES AND DETAILS C3.3 PAVING AND HORIZONTAL CONTROL NOTES AND DETAILS C3.4 PAVING AND HORIZONTAL CONTROL DETAILS C4.0 SEWERAND WATER PLAN C4.1 SEWERAND WATER PLAN C4.2 SEWER PROFILE C4.3 WATER DETAILS C4.4 WATER NOTES AND DETAILS C4.5 WATER NOTES AND DETAILS SHORING & DETENTION VAULT - FOR REFERENCE ONLY SH101 SHORING GENERAL STRUCTURAL NOTES SH102 STATEMENT OF SPECIAL INSPECTIONS SH2O1 SHORING PLAN SH202 RETAINING WALL PLAN SH301 SHORING ELEVATIONS AND DETAILS SH302 RETAINING WALL ELEVATIONS SV101 GENERAL STRUCTURAL NOTES & STATEMENT OF SPECIAL INSPECTIONS SV201 DETENTION VAULT PLANS SV301 VAULT DETAILS LANDSCAPE - FOR REFERENCE ONLY L001 SITE OVERVIEW PLAN L010 TREE PROTECTION PLAN L101 SITE MATERIALS AND LAYOUT PLAN L111 SITE MATERIALS AND LAYOUT ENLARGEMENT PLAN L201 L211 L212 L213 L214 SITE SECTIONS SITE DETAILS SITE DETAILS SITE DETAILS SITE DETAILS L301 IRRIGATION PLAN L311 IRRIGATION DETAILS L401 L411 L412 PLANTING PLAN PLANTING DETAILS SOIL CELL DETAILS ARCHITECTURAL - FOR REFERENCE ONLY A001 ARCHITECTURAL FULL SITE PLAN A002 ENLARGED ARCHITECTURAL SITE PLAN REVISIONS No 0001 oes snail be made to the scope of work witnout pl,O' approval or u1e Tukwila Building Dv,slon NOTE: Revislbns wilt require a new plan submittal and may include additional plan review. REvisiok �o�l VICINITY MAP ARCHITECTS + URBAN DESIGNERS %Q Lu z W STRUCTURAL ENGINEER: SWENSON SAY FAGET 1 512119 Permit Revision Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 443 1218 www.weinsteinau.com ©2019 Weinstein A+U - These documents have bean prepared specifically for the above named project, They are not suitable for use on other projects or In other locations without the approval and participation of the Architect .JURtSDICTtOic;':L .,.='rtO'dC;i_STAP Issue Date PHASE 1 PERMIT 6/3/19 ARCHITECTS + URBAN DESIGNERS Sheet Title SIGNATURE SHEET Sheet G002 EASEMENT DETAIL LEGEND O AREA DRAIN PBAN/RET ABANDONED/RETIRED } ASPHALT (ASPH) BLRD BOLLARD BRICK SURFACE BUILDING UNE BC BUILDING CORNER BR BIKE RACK CANOPY LJ ) CATCH BASIN (GB) L"j,!". CW/BW CRW/WRW CP/IP x CIF COL CS/WS CON DEC CMP C.D.C. DOD DWY ECD 00 EHH DA FO FOMH FFE GB GM El CV G 0S SP OP O !CB IN IV C IE 0----0 O-o LSCAPE/PA O 0 MW OHP/OLT 0Hc/OHB P.S. G (P.) PE PPS 0 PS/PSS PSD (R) RE SF -CB 5CL/CLHH SD CO A, TC . TC/SL T® TCD TD TMH IS - TROD 0 TOE TOP O UP w 0 VOLE WE V AIL D ASH BIR CH CED COT FIR HAW HEM H0. JUN MAD MAG MUL OAK PINE SPR WAL B-1 EAST PORTION ESMT REC. N0. 8203030259 CONCRETE SURFACE CONCRETE/BRICK WALK CONCRETE/WOOD RETAINING WALL CONCRETE/EXTRUDED CURB CONCREIE/IRON PIPE DIAN um( FENCE (GLF) CABLE TV COLUMN CENTERUNE/MONUMENT UNE CONCRETE/WOOD STAIRS H/C PARKING SPACE CONIFEROUS TREE DECIDUOUS TREE CORRUGATED METAL PIPE CENTER OF CHANNEL DOLPHIN DEPT. OF INFO. TECHNOLOGY DRIVEWAY ELECTRICAL. CONDUIT ELECTRICAL DUCT ELECTRICAL HANDHOLE ELECTRICAL MANHOLE ELECTRICAL METER ELECTRICAL VAULT/TRANSFORMER FOUND SURVEY MONUMENT (AS NOTED) FIRE HYDRANT FIRE DEPT. CONNECTION (FIR) FIBER OPTICS FIBER OPTIC MANHOLE FINISH FLOOR ELEVATION GRADE BREAK GAS MAIN GAS METER GAS VALVE GAS VAULT GUY ANCHOR HANDRAIL GUY POLE STRAIN POLE IRRIGATION CONTROL BOX IRRIGATION VALVE IRON FENCE (INF) INVERT ELEVATION UGHT POLE (METAL) LIGHT POLE ((WOOD) LIGHT POLE FIBERGLASS/GONG) STRAIN POLE W/ LIGHT LIGHT POLE (DECORATIVE) LANDSCAPE/PLANTER MANHOLE MAILBOX (FTDERAL/PRIVATE) MONITOR NELL OVERHEAD PONER/TELEPHONE OVERHEAD GUIPURE/BUS (TROLLEY) PARKING SPACE(S) PIUNG PROPERTY UNE (PL) PAINTED UMW LOCATION PIPE FLOW [ERECTION POLYETHYLENE PARKING PAY STATION POST INDICATOR VALVE COMBINED/SANITARY SEWER STORM DRAIN PRIVATE CATCH BASIN PEDESTRIAN PUSH BUTTON (PPS) PEDESTRIAN SIGNAL/PEDESTAL RECORD DATA GRAVT3. SURFACE ROCKERY ROOF ELEVATION STORM FILTER CB BY CORTECH (PIPES NOT VISIBLE CR MEASURED) SEATRE CiY LICHT HANDHOLE SERVICE DRART (STORM) CLEANOJT STEAM LINE/VAULT SANITARY SIDE SEWER (RECORD) SIGN/STREET NAME SIGN TEST PIT/SOIL BORING TRAFFIC CONTROL/S1RFET LIGHT HANDHOLE TRAFFIC CONTROL CABINET (TIRSCC) TRENCH DRAIN TEMPORARY BENCHMARK (IBM) TELEPHONE CONDUIT (BURIED) TELEPHONE DUCT TELEPHONE VAULT TELEPHONE MANHOLE TELEPHONE SENTRY TRAFFIC FLOW DIRECTION TRAFFIC SIGNAL TRAFFIC SIGNAL CONDUIT (BURIED) TRANSFORMER ON POLE TOE OF SLOPE TOP OF BANK U11U1Y POE (WOOD) WATER VAULT WATER MAN WATER METER WATER VALVE WATER BLOW'OFF VALVE WATER GATE VALVE/CLAMBER VACATION/CONOEMNA00N ORDNANCE WIRE ELEVATION WOOD FENCE (WF) WETLAND FLAG CAL FILL CAP YARD LIGHT ALDER TREE ASH TREE BIRCH TREE CHERRY TREE CEDAR TREE CHESTNUT TREE COTTONWOOD TREE FIR TREE HAWTHORN TREE HEMLOCK TREE HOLLY TREE JUNIPER TREE MADRONA TREE MAGND)A TREE MULBERRY BUSH OAK TREE PINE TREE SPRUCE TREE WALNUT TREE C9 WF IS 0.4' S Sc 1.2'E OF PROP C1R 6'CLF x 143.76 h 1. • 2.0' • o 2 0) x142 0 O ZN O O U 4 wo Z N Opp 0 < O G 8 x141.07 " w WF IS 0.7'W OF PROP COR O iV r x136.63 134.2' 134.25 ® VICINITY MAP Na SCALE OWNER: MICHAEL HILL 499750-0040 15325 64TH AVE S 132.95 x \3761 '13, Z5 .132.08 .132.73 SSMH RIM=126.10 .132.70 8"CP(E) )3 BOTTOM=120.65 223 .130.57 .132.08 ROOF PEAK EL:143.75 NO x PA KING A A TIME 2¢.68I I I I 1 LSCAP 6133. .132.76 x 132.56 OWNER: CITY OF TUKWILA 359700-0252 6200 SOUTHCENTER BLVD 131.42. /.)4J .131.42 03 tS?x 107.43 ROCKERY SITE NOTES SITE ADDRESS: 15447 651H AVENUE S. TUKWILA, WA TAX ACCOUNT NO.: 359700-0320 ZONING: 0 SE 1/4 SECTION 23, TOWNSHIP 23N, RANGE 4E, W.M. OWNER: JOHN RICHARDS 50-0025 M W, POLO) A6 153207 4TH AVE S S3 x124.43 SDMH(R) , o-" 125.6 E RI IE=1 46.01 „IE= 05.7 T IE 105. 1= ISO PSI* - CB TYPE 1 RIM=99.98 IE=97.58 12"PE(W) OWNER: CITY OF TUKWILA 1E=97.48 12"PE(E) 000320-0005 IE=97.28 6"CONC(N) 6300 SOUTHCENTER BLVD BOTTOM=95.68 HOUSE 123.84 126.76 ROOF PEAK EL•145.52 0) I 24.13 124.31 CB TYPE 1 RIM=110.52 e` IE=107.53 12"PE(W,E),12"PVC( LOT 5 BOTTOM=10 .122.52 x123.28 WF MEANDERS REBAR ALONG PL 3O -1091 6"AD S) 6"A S(N) PE(E 103. URE ZONING AGENCY: CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 SOUTH CENTER BOULEVARD TUKWILA, WA 98188 (206) 431-3670 FAX: (206) 431-3665 SETBACKS: CURRENT SETBACK REQUIREMENTS SUBJECT TO SITE PLAN REVIEW. CURRENT SETBACKS MAY DIFFER FROM THOSE IN EFFECT DURING DESIGN/CONSTRUCTION OF EXISTING IMPROVEMENTS. THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY BY THE GOVERNING JURISDICTION INDICATES THAT STRUCTURES ON THIS PROPERTY COMPUED WiTH MINIMUM SETBACK AND HEIGHT REQUIREMENTS FOLLOWING CONSTRUCTION. FLOOD ZONE: THIS SITE APPEARS ON NATIONAL FLOOD INSURANCE RATE MAP, DATED MAY 16TH, 1995, COMMUNITY PANEL NO. 53033C0959F, AND IS SITUATED IN ZONE "X", AREA DE. !ERMINED TO BE OUTSIDE THE 500-YEAR FL00DPLAIN. HORIZONTAL DATUM: VERTICAL DATUM: NAD 83/91 NAVD 88 AREA: SITE AS SHOWN CONTAINS 108,681 SQUARE FEET OR 2.4950 ACRES, MORE OR LESS. PARKING SPACE COUNT: PARKING SPACES TOTAL 69 INCLUDING 0 DISABLED PARKING SPACES. 9 95.42 OWNER: HARVINDER KAUR 359700-0319 15313 65TH AVE S LOT 1 PE(W)\ IE=101.11 12"P0(S) Bor8' 10.(,01 • SUBSTRUCTURES: BURIED UT1UTIES ARE SHOWN AS INDICATED ON RECORDS MAPS FURNISHED BY OTHERS AND VERIFIED WHERE POSSIBLE BY FEATURES LOCATED IN THE FIELD. WE ASSUME NO UABIUTY FOR THE ACCURACY OF THOSE RECORDS. FOR THE FINAL LOCATION OF EXISTING UTIUTIES IN AREAS CRITICAL TO DESIGN CONTACT THE UTIUTY OWNER/AGENCY. TELECOMMUNICATIONS/FIBER OPTIC DISCLAIMER: RECORDS OF UNDERGROUND TELECOMMUNICATIONS AND/OR FIBER OPTIC UNES ARE NOT ALWAYS AVAILABLE TO THE PUBUC. BRH HAS NOT CONTACTED EACH OF THE MANY COMPANIES, IN THE COURSE OF THIS SURVEY, WHICH COULD HAVE UNDERGROUND ONES WITHIN ADJACENT RIGHTS -OF -WAY. THEREFORE, BRH DOES NOT ACCEPT RESPONSIBIUTY FOR THE EXISTENCE OF UNDERGROUND TELECOMMUNICATIONS/FIBER OPTIC ONES WHICH ARE NOT MADE PUBUC RECORD WITH THE LOCAL JURISDICTION. AS ALWAYS, CALL 1-800-424-5555 BEFORE CONSTRUCTION. UTILITY PROVIDERS: SANITARY, STORM SEWERS & WATER: CITY OF TUKWILA PUBLIC WORKS DEPARTMENT 6300 SOUTH CENTER BOULEVARD TUKWILA, WA 98188 (206) 433-0179 GAS AND POWER: PUGET SOUND ENERGY 355 110TH AVENUE NE BELLEVUE, WA 98004 (206) 425-2000 (888) 225-5773 TELEPHONE: CENTURY UNK 1600 7TH AVENUE SEATTLE, WA 98191 (800) 244-1111 DESCRIPTION: LOT 17 OF THE INTERURBAN ADDITION TO SEATTLE, ACCORDING TO PLAT RECORDED IN VOLUME 10 OF PLATS AT PAGE(S) 55, IN KING COUNTY, WASHINGTON; EXCEPT THAT PORTION LYING NORTH OF A UNE DESCRIBED AS FOLLOWS: y' r9d 1.72 B0 E 1 RIM=100.31 o =97.01 12"PE(W,N) E=96.81 12"PE(E) BOTTOM=95.81 ,SN0. 6p00p3 9 SroR P2o(� \t-°N A-1 PORTION OF EASEM NT REC. NO. 8203030259 7 (SEE DETAIL) E LINE WEST PORTION OF B-1 EASEMENT REC. NO. 8203030259 (SEE DETAIL) WF MEANDERS x112.46 OWNER: HARVINDER KAUR 359700-0321 15415 65TH AVE S 6"PVC(N),8"C x 109.39 i z ::rtU3 I)A 4pl4wii s • 3T "x 79.74 OWNER: SOUND MENTAL HEALTH 000320-0003 6400 SOUTHCENTER BLVD BEGINNING AT A POINT ON THE WEST UNE 210 FEET NORTH FR&I THE SOUTHWEST CORNER; THENCE NORTH 89'47' EAST 630 FEET, MORE OR LESS, TO THE INTERSECTION OF THE WEST UNE OF 65TH AVENUE SOUTH; AND EXCEPT THAT PORTION THEREOF CONVEYED TO THE CITY OF TUKWILA BY DEED RECORDED UNDER RECORDING NO. 7108120423; AND EXCEPT THAT PORTION LYING WITHIN M.W. ADDITION, ACCORDING TO THE PLAT RECORDED IN VOLUME 53 OF PLATS AT PAGE 48, IN KING COUNTY, WASHINGTON; AND EXCEPT THAT PORTION OF SAID LOT 17 DESCRIBED AS FOLLOWS: COMMENCING AT POINT ON THE CENTERLINE OF RENTON-THREE TREE POINT ROAD NO. 2649 AND THE WEST UNE OF SAID SECTION 23, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, SAID POINT BEING ENGINEER'S STATION 135 + 29.92 FROM WHICH THE SOUTHWEST CORNER OF SAID SECTION 23 BEARS SOUTH 011'42" EAST, 2044.06 FEET; THENCE SOUTH 84'51'48" EAST 1647.24 FEET; THENCE ON A CURVE TO THE RIGHT HAVING A RADIUS OF 955.37 FEET, 360 FEET; THENCE SOUTH 63'15'48' EAST 359.18 FEET; THENCE ON A CURVE TO THE LEFT HAVING A RADIUS OF 5729.65 FEET, 370 I-tt I; THENCE SOUTH 66'57'48" EAST 1162.53 FEET; THENCE ON A CURVE TO THE LEFT HAVING A RADIUS OF 716.34 FEET, 442.40 FEET; THENCE NORTH 77'38'42" EAST, 201.68 FEET; THENCE LEAVING SAID CENTERUNE OF SAID ROAD AND RUNNING NORTH 0014'00" EAST, 272.03 FEET; THENCE SOUTH 0014'00" WEST, 87.94 FEET, MORE OR LESS, TO THE NORTHWESTERLY MARGIN OF VACATED MACADAM ROAD (ALSO KNOWN AS JAMES CLARK ROAD NO. 2); THENCE SOUTH 49'0.00" WEST ALONG SAID NORTHWESTERLY MARGIN 106.38 FEET; THENCE NORTH 0014'00" EAST, 312.55 FEET, MORE OR LESS, TO THE SOUTH UNE OF LOT 17 IN SAID INTERURBAN ADDITION AND THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 0014'00" EAST, 150 FEET; THENCE SOUTH 8824'47" EAST PARALLEL WITH THE NORTHERLY UNE OF SAID LOT 17, 170 FEET, MORE OR LESS, TO THE SOUTHWESTERLY MARGIN OF 65TH AVENUE SOUTH; THENCE SOUTHEASTERLY ALONG SAID MARGIN TO THE SOUTHEAST CORNER OF SAID LOT 17; THENCE NORTH 89'09'00" WEST ALONG THE SOUTH LINE OF LOT 17 TO THE TRUE POINT OF BEGINNING. 30 0 15 30 1 ( IN FEET ) 1 inch = 30 ft 1.11P_cA_ILT:PCOOHSLUAIIGCRLNETL SSMH RIM=105.74.=98.CB TYPE 1 55 C.O.C.=98.4 IE=93.95 12 ONC(W),8"CON 2 BOTTOMS 3.75 12 08.58 xi.".61 x107.10 04.30 + 102.WFIS 0.5' NOF PL ry 96.94 0 'y.�r►' "ram 27arAW IF , am 21 �N� SG FOUND 1 r BRASS DISC \IN CASE W/ PUNCH DOWN 0.7' A, \ H RIM=99.56 IE=93.11 12"PE(W) 'o IE=92.76 12"PE(E) MUNICIPAL BOTTOM=90.96 COURT CITY TBM"A" SET HALL POLICE CHISELED SQUARE SIGN AT FACE OF WALLK EL=97.45 SIGN POST e W LINE EAST POR110N OF B-1 CB RIM=75.40 k:. EASEMENT REC. NO. 8203030259 (SEE DETAIL) SDMH RIM=97.24 IE=88.4412"CMP(E) '150 (��jOUOOMM9 83.74 C(W) PS l CB(R) hry 5.77 W UNE EAST PORTION OF B-1 EASEMENT REC. NO. 8203030259 (SEE DETAIL) SDMH RIM=93.95 88.55 IE=88.95 12"PE(W,E) OWNER: COWLITZ INDIAN TRIBE 86.33 IE=88.65 12"PVC(N) PCL #000320-0004 BOTTOM=88.65 15455 66TH AVE S COWUTZ INDIAN TRIBE 000320-0004 15455 65TH AVE S co 0 0 Co b N VOS'9,1 � b r'1 FOUND 1 r BRASS DISC IN CASE W/ PUNCH DOWN 0.8' TITLE REPORT REFERENCE: THISSURVEYWAS CONDUCTED ACCORDING TO THE DESCRIPTION SHOWN, FURNISHED BY FIRST AMERICAN TITLE INSURANCE COMPANY, COMMITMENT NO. NCS-883280-WA1, DATED DECEMBER 11, 2017. THE EASEMENTS SHOWN OR NOTED HEREON RELATE TO THIS COMMITMENT. NOTE: EASEMENTS CREATED OR RESCINDED AFTER THIS DATE ARE NOT SHOWN OR NOTED HEREON. TITLE REPORT SCHEDULE B EXCEPTIONS: ITEMS CIRCLED ARE SHOWN ON MAP. • EASEMENT, INCLUDING TERMS AND PROVISIONS CONTAINED THEREIN: RECORDING INFORMATION: 5683679 IN FAVOR OF: CITY OF TUKWILA FOR: SEWER UNE O RIGHT TO MAKE NECESSARY SLOPES FOR CUTS OR FILLS UPON SAID PREMISES FOR STREET AS GRANTED BY DEED RECORDED AUGUST 12, 1971 UNDER RECORDING NO. 7108120423. 6. THE TERMS AND PROVISIONS CONTAINED IN THE DOCUMENT ENTITLED "CITY OF TUKWILA ORDINANCE NOS. 1230 AND 1231" RECORDED OCTOBER 1, 1981 AS 8110010599 AND 811010600 OF OFFICIAL RECORDS. SURVEYOR'S NOTE NOT PLOTTABLE. ®. THE TERMS AND PROVISIONS CONTAINED IN THE DOCUMENT ENTITLED AMENDED AND RESTATED RECIPROCAL EASEMENT AGREEMENT" RECORDED MARCH 3, 1982 AS 8203030259 OF OFFICIAL RECORDS. 8. RESTRICTIONS, CONDITIONS, DEDICATIONS, NOTES, EASEMENTS AND PROVISIONS, IF ANY, AS CONTAINED AND/OR DELINEATED ON THE FACE OF THE SURVEY RECORDED APRIL 19, 1991 AS 9104199008, IN KING COUNTY, WASHINGTON. SURVEYOR'S NOTE: NO ADDITIONAL EASEMENTS SHOWN ON SURVEY. 9. THE TERMS AND PROVISIONS CONTAINED IN THE DOCUMENT ENTITLED "PARKING AGREEMENT' RECORDED DECEMBER 14, 1994 AS 9412140117 OF OFFICIAL RECORDS. SURVEYOR'S NOTE: NOT PLOTTABLE. 10. EASEMENT, INCLUDING TERMS AND PROVISIONS CONTAINED THEREIN: RECORDING INFORMATION: 20020617001463 FOR: INGRESS AND EGRESS AFFECTS: AS DESCRIBED THEREIN SURVEYOR'S NOTE: DOES NOT AFFECT SUBJECT PROPERTY. Ca A N 5 0.46 /9�/80 Z W Tt CO 10 TT1n � - z /voN AAJ 3 CO N /I� N CD CO V z CD(O z W NCN 0 I- U _ '6 0 0 �� W W aN c9� CC CC o 3 J M 0 i„fliNfl)GT W M A CO N 09 04 04 W co co Q ADDED SPOT ELS TO NW COR ADDED TOPO TO SO REVISED RET WALL AT NE COR W D: Q Y ADDED EASTERLY 0 ADDED POND AR 0 00 0) M N z TOPOGRAPHIC SURVEY E STATION 52 LL J LL 0 U WASHINGTON KING COUNTY drawn by HAK/JRM checked by TEC scale 1 "=30' date 4/10/18 job no. 2017259.01 sheet 1 0t 1 sangp 8/1/20/9 508 PM h 0 50 a Vit r- I iipAi tp.: ill 400. 1. 4J 1uuli 10000 / 0\- WOO" 0 25 50 100 Scale V=50' I L \ L NOTES SITE ADDRESS:15447 65TH AVENUE S, TUKWILA, WA TAX ACCOUNT NO.: 359700-0320 ZONING: 0 SETBACKS: CURRENT SETBACK REQUIREMENTS SUBJECT TO SITE PLAN REVIEW. CURRENT SETBACKS MAY DIFFER FROM THOSE IN EFFECT DURING DESIGN/CONSTRUCTION OF EXISTING IMPROVEMENTS. THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY BY THE GOVERNING JURISDICTION INDICATES THAT STRUCTURES ON THIS PROPERTY COMPLIED WITH MINIMUM SETBACK AND HEIGHT REQUIREMENTS FOLLOWING CONSTRUCTION. FLOOD ZONE: THIS SITE APPEARS ON NATIONAL FLOOD INSURANCE RATE MAP, DATED MAY 16TH, 1995, COMMUNITY PANEL NO. 53033C0959F, AND IS SITUATED IN ZONE "X", AREA DETERMINED TO BE OUTSIDE THE 500-YEAR FLOODPLAIN. HORIZONTAL DATUM: NAD 83/91 VERTICAL DATUM: NAVD 88 AREA: SITE AS SHOWN CONTAINS 108,681 SQUARE FEET OR 2.4950 ACRES, MORE OR LESS. OWNER CITY OF TUKWILA PUBLIC WORKS DEPARTMENT 6200 SOUTHCENTER BLVD, SUITE 100 TUKWILA, WA 98188 OWNER'S REPRESENTATIVE SHIELS OBLETZ JOHNSEN (SOJ) 800 5TH AVE, SUITE 4130 SEATTLE, WA 98104 JUSTINE KIM & CARRIE HOLMES T: (206) 838-3706 E: JUSTINEK@SOJSEA.COM ARCHITECT WEINSTEIN A+U 2200 WESTERN AVE, SUITE 301 SEATTLE, WA 98121 EMMA NOWINSKI & LAUREN ROCK T: (206) 443-8606 E: EMMAN@WEINSTEINAU.COM CIVIL ENGINEER LPD ENGINEERING, PLLC 1932 FIRST AVE., SUITE 201 SEATTLE, WA 98101 PHONE: (206) 725-1211 CONTACT: MARC SERVIZI LANDSCAPE ARCHITECT SWIFT COMPANY, LLC 3131 WESTERN AVE, M423 SEATTLE, WA 98121 BARBARA SWIFT & SHAWN STANKEWICH T: (206) 632-2038 E: SHAWN@SWIFTCOMPANY.COM EARTHWORK QUANTITIES CUT: 6,758 CY FILL: 5,445 CY DISTURBED AREA: 92,800 SF (2.2 Ac) THE ABOVE QUANTITIES ARE BASED ON COMPARING THE FINISHED GRADE TO EXISITING GRADE AND ARE FOR PERMITTING PURPOSES ONLY. CONTRACTOR TO VERIFY QUANTITIES. PROJECT DESCRIPTION- CNIL NEW FIRE STATION WITH DRIVEWAY, FRONT AND REAR APRONS, PARKING, WATER (FIRE AND DOMESTIC), SEWER, AND STORM DRAINAGE, INCLUDING DETENTION VAULT, WATER QUALITY TREATMENT AND CONVEYANCE SYSTEM. LEGAL DESCRIPTIONS SHEET LIST TABLE SHT NO DESCRIPTION CO.1 COVER SHEET C1.0 TESC AND DEMOLITION PLAN C1.1 TESC AND DEMOLITION PLAN C1.2 TESC AND DEMOLITION DETAILS C1.3 TESC AND DEMOLITION NOTES C2.0 GRADING AND DRAINAGE PLAN C2.1 GRADING AND DRAINAGE PLAN C2.2 DRIVEWAY PROFILE C2.3 STORM PROFILE C2.4 SECTIONS C2.5 SECTIONS C2.6 SECTIONS C2.7 SECTIONS C2.8 GRADING AND DRAINAGE NOTES AND DETAILS C2.9 GRADING AND DRAINAGE DETAILS C2.10 GRADING AND DRAINAGE DETAILS C2.11 GRADING AND DRAINAGE DETAILS C3.0 PAVING AND HORIZONTAL CONTROL PLAN C3.1 PAVING AND HORIZONTAL CONTROL PLAN C3.2 PAVING AND HORIZONTAL CONTROL NOTES AND DETAILS C3.3 PAVING AND HORIZONTAL CONTROL NOTES AND DETAILS C3.4 PAVING AND HORIZONTAL CONTROL DETAILS C4.0 SEWER AND WATER PLAN C4.1 SEWER AND WATER PLAN C4.2 SEWER PROFILE C4.3 SEWER DETAILS C4.4 WATER NOTES AND DETAILS C4.5 WATER NOTES AND DETAILS APPROVED AUG 09 2019 City of Tukwila PUBLIC Works LOT 17 OF THE INTERURBAN ADDITION TO SEATTLE, ACCORDING TO PLAT RECORDED IN VOLUME 10 OF PLATS AT PAGE(S) 55, IN KING COUNTY, WASHINGTON; EXCEPT THAT PORTION LYING NORTH OF A LINE DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE WEST LINE 210 FEET NORTH FROM THE SOUTHWEST CORNER; THENCE NORTH 89°47' EAST 630 FEET, MORE OR LESS, TO THE INTERSECTION OF THE WEST LINE OF 65TH AVENUE SOUTH; AND EXCEPT THAT PORTION THEREOF CONVEYED TO THE CITY OF TUKWILA BY DEED RECORDED UNDER RECORDING NO. 7108120423; AND EXCEPT THAT PORTION LYING WITHIN M.W. ADDITION, ACCORDING TO THE PLAT RECORDED IN VOLUME 53 OF PLATS AT PAGE 48, IN KING COUNTY, WASHINGTON; AND EXCEPT THAT PORTION OF SAID LOT 17 DESCRIBED AS FOLLOWS: COMMENCING AT POINT ON THE CENTERLINE OF RENTON-THREE TREE POINT ROAD NO. 2649 AND THE WEST LINE OF SAID SECTION 23, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, SAID POINT BEING ENGINEER'S STATION 135 + 29.92 FROM WHICH THE SOUTHWEST CORNER OF SAID SECTION 23 BEARS SOUTH 0'11'42" EAST, 2044.06 FEET; THENCE SOUTH 84'51'48" EAST 1647.24 FEET; THENCE ON A CURVE TO THE RIGHT HAVING A RADIUS OF 955.37 FEET, 360 FEET; THENCE SOUTH 63'15'48" EAST 359.18 FEET; THENCE ON A CURVE TO THE LEFT HAVING A RADIUS OF 5729.65 FEET, 370 FEET; THENCE SOUTH 66°57'48" EAST 1162.53 FEET; THENCE ON A CURVE TO THE LEFT HAVING A RADIUS OF 716.34 FEET, 442.40 FEET; THENCE NORTH 77°38'42" EAST, 201.68 FEET; THENCE LEAVING SAID CENTERLINE OF SAID ROAD AND RUNNING NORTH 00°14'00" EAST, 272.03 FEET; THENCE SOUTH 00°14'00" WEST, 87.94 FEET, MORE OR LESS, TO THE NORTHWESTERLY MARGIN OF VACATED MACADAM ROAD (ALSO KNOWN AS JAMES CLARK ROAD NO. 2); THENCE SOUTH 49°0'00" WEST ALONG SAID NORTHWESTERLY MARGIN 106.38 FEET; THENCE NORTH 00°14'00" EAST, 312.55 FEET, MORE OR LESS, TO THE SOUTH LINE OF LOT 17 IN SAID INTERURBAN ADDITION AND THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 00°14'00" EAST, 150 FEET; THENCE SOUTH 88'24'47" EAST PARALLEL WITH THE NORTHERLY LINE OF SAID LOT 17, 170 FEET, MORE OR LESS, TO THE SOUTHWESTERLY MARGIN OF 65TH AVENUE SOUTH; THENCE SOUTHEASTERLY ALONG SAID MARGIN TO THE SOUTHEAST CORNER OF SAID LOT 17; THENCE NORTH 89'09'00" WEST ALONG THE SOUTH LINE OF LOT 17 TO THE TRUE POINT OF BEGINNING. /q% OiB� Rev�Date Issue / / i 08/02/2019 Revisions Tukwila Fire Station 52 Project No. 224-17-01 Designed by Drawn by Checked by SWP CRL MJS 0 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206.973.5344 engineering pllc www.lpdenglneering.com © 2019 LPD Engineering pilc- These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 06/03/19 COVER SHEET C0.1 FOR REFERENCE ONLY ARCHITECTS + URBAN DESIGNERS D z WF IS 0.4' S & 1.2'E OF PROP COR 6'CLF CONSTRUCTION FENCING (TYP) CC1.2 O WF IS 0.7' W OF PROP COR REMOVE EX SEWER LINE FROM SSMH TO EX SIDE SEWER CONNECTION CONTRACTOR TO FIELD TO LOCATE CONNECTION SENSITIVE AREAS OF POTENTIAL GEOLOGICAL INSTABILITY CLASS 3 AREA; 15% AND GREATER SLOPES, UNDERLAID BY BEDROCK (TYP) 4 WF s.w.m�L4a,' II ` �;�►�. ( /� r � rrr /( u / r / //; /r , // / / /r �1 //rI/ r,d,/f/ //'' "rl r r / / I// rr r///2/ r\r y//fir///rrr}/r�r/(//////// rr/r�/r r ,(,21/)////�/r /ii / r/ /2 ■ / �� /',f/rr/ //} rr<r rrr/r /rr / r/// /21/ /� ,r 1 // // r, r r/ I' ,, /r ,, . r/ , r/ }�, /�, /t / / 1 /7t r/ �// ( 74 r i/r�� / I r/ t / (1 //I, /r // 1 // /\ / /r/ // (/ /P /r T' / / �1// r// //� // // / /// /� /ri{ r// / • rlyi //l' r/ // �i/ j /r r r l r( �, �1//! �/r r' ,,, ' II ,„,,/I,` C//r1 ///,l/ // �// /2 //r lr/rrr/1' I / 7 /I, r/ r /,/ // 2,i/ ; '/ //r I r// 1,1 1 ,/, //� // SAVE AND PROTECT r/, �/, ///I (EX RETAINING WALL // < //, 1 f /r//// /r r /// I/r `,1' /r/ ///// � / ■ i /r /rr1� rr �r//r/fl ///7/(/ /// r /7' 21 P r /% //// //, // f////////, r/ //2/ /�// r// 21/` //////- I/ r//// // Jrr//JI//r ///. /// //r i �/i ,//r /�,r r/rr /rr //r /// � /�� ■ P//'/ /// // l/ // i`'r r/ / r/ /,l r, // r // r// r/ //D // , /I' /r /' r/ //. r ''. 7rr / r // r ' / /// //r!// I / 1r r ///7rr /r/r/r/////r //r rr //r / //r r//■l r/' ' ///////r� / `7/ //// r///r, ///// ��// //7 / r// /// r// /i/ rr/ r/ r// //I // /r///// // / //1// /// r//r /rr /r, /// /////2//// I// //; 1 / // / r l . , /// REMOVE EX CONCRETE ' , I r/ Cr( //, rr(rr r/i �r ///1 ,,/ //` r/ llrr. �2 r// x/✓r /',4//r / :/ /rr r///rrrr/r/C, // //// /4r ;//r//r2///rf//r,rrrrr2//r/r/ /'.; / r /rY//7P///Gr/////r'/ // 2/r r� // rr//////r,/rr /r/r/2 V/r � / r //r /r /r//r r /// // // r// ti/TREE PROTECTION ,/ / Vr//r////r/ /1r// 3r/// //rSrrl/rd/r / / / // / // / /r / /r/ r//r////1////r//////////,_ ////// ///r/rr2rrr////// 4,r///r/r//,�/ r //r�/2/!2/r//rr/r� tr/ 7 ` REMOVE EX ASPHALT ('TYP) PROTECT EX WALL / /f SSMH RIM=126.10 8"CP(E) BOTTOM=120.65 MH(R) REMOVE EX STORM LINE REMOVE EX IRRIGATION LINE SAVE AND PROTECT EX SEWER CB TY E 1 RIM=110.52 IE=107.53 12"-E(,E),12"PVC106.(08N) BOTTWOM= MEANDERS ALONG PL REBAR AND CA "LS 3759 PROTECT TREE OR ARRANGE — WITH NEIGHBOR TO REMOVE SEE LANDSCAPE PLAN INTERCEPTOR ( 8 SWALE Cam' PROTECT EX CB AND SD LINE TO REMAIN wvvvv v v' v va.vvvv v��wvvvvv� vv♦ v ♦��% vi w«►�•;% /°'+ ��%/� 1I! .♦♦ !♦♦�ss,♦�,�♦►��Asis♦♦sssiis►♦sa♦is♦!+" �sssss;'2�►� '�'s,si�ssii►�s�`+J�A►.l��ssO,�ssii s'','►�♦s_ ��sRsis:i�si4♦��,`� s�♦�:♦s♦iss♦?A�ss♦:�s♦ ►.•♦►��•ss�;s!s:��,�'i,�,►�►�sss.,♦r��ia,H�'i'�;i�si�♦'is`►,►i► s�.♦�►s♦�s�' �s�Di.,►��►♦♦.p�ssi.sD:♦��,s.s►s'i.ss�♦♦-s�s.-ss♦e.�tss,.,►►'♦�i��►��s �i ►.s_s t•r= ��s�,�,iss��♦s�s♦�0�i`♦a'�O�ii�,sji0s'i,s�i�:s0,4�s7♦�;'ies♦�s♦i�.i*..,s�►ss,'�:O��'s,♦P►s,s_,s♦rsss'_'s,ii,♦sGOs.►sei�♦♦ssis'/��i�sss/'!'°s�•, +,+,/' .s,f `�.ss,sO. s♦ ♦,♦�,♦swssos♦is•�ii►Q3�i♦v♦♦++4�♦♦ y-°♦♦ ♦is► s1s. • . i� r � �-4-s$4 ♦ ►O►40 s.;, ss..�♦s► l, w.a" s;co � ♦►��:<3>1�ti��.. s��-:<��= �. 42As♦♦s411 �► ►♦��,.�7177140V4,777-7-1 ♦�G�� '�'1` �=�'i� ��r�!j"►♦4"' �+ �♦�'i'��y'��i'�'Oi►'�i♦� sis°�i�♦♦� l�i��s��p��s♦�►►��:♦/ 'sib, 7►O •EMI �/.4'i��♦s�. �� .ss/♦ssss ♦ss�►i� ii♦i� ♦h s�,�,; .��;!,� 40'- .- 4 A' s�. '�' �`�k,r7to�-s��►'4 .1 mac. ♦♦♦� ss♦i s♦♦� ♦♦ �ss,�s ,ss♦y♦ `/.wiz*,, Os♦sssss��►. r +.,•s!�e♦ss♦.� ss� �s��i�isis��►s.�siisis��i!is�Dsis�Osssiit��isss��►i�;�%�, s�is��s�ss�sp4,�; r ter, ��s♦o �i'♦'►�'►ssisi��.''��e�, �«�s�♦s�s♦3:7 r /rA''•s♦�'P♦s4'sssss♦1": ss . ' �' �. •�I►,�� ♦♦s ♦s♦O♦s t'" os ,�►♦ ♦♦♦�`ss♦ t ♦sc,*ssss. � ��:�-��♦ ss�.rr`�♦♦�ss ♦a♦ / r. css• s♦i♦sOss♦♦♦s *s w♦♦s'�♦., ♦<►..__/O stss♦♦•/ / // /r s ♦♦, .s ♦♦i♦sii.• . .44.sss♦ ,sss ♦ s ►i �♦♦s♦�is+ . r s ss• r r / ss��♦s��s ►sss♦•s•� ; ♦s♦ssdss♦♦ssssss!is',s♦'►ris�♦�i��'Disi.c.`,;•. •ssi0ii�',Ss!s�'/, r �r, r , rr rr „.a ss•s s♦��► ate �� ♦♦♦♦s♦ s♦� . // /r r I ar/'- o9 ♦ �� ,►, s ♦♦♦s♦ .�a,7 �O s s♦�`♦♦♦♦40♦�►4♦♦♦�♦ss 4 �♦A `o•�r♦ 4s♦�♦his ,'/fir / �i' / //♦♦tag'♦`►+ �1N`5v ' ►♦ . s� / -r' ffi f �_ .-•+•ssss sss♦. O,•�sssssO� 4 ♦�r ♦♦,�►OisOss., /2 / / s�r : ��i♦s '►sss♦�� stiffs fir'%/ter r �� ►�♦s� ��t'4 4). ,s�!i►��♦� ♦+►♦♦ �� ♦♦��l?-0♦s�♦ to/ i�/rr �/; r r , % ♦♦♦ OGs ♦♦i�0♦♦ /ram �/ /r / 'r' � I A♦♦►�►'♦♦�,♦♦��►si♦��♦♦♦♦♦�, , ♦♦♦�♦s♦s♦♦♦ /r /r r, �� / , 9�i♦:., ♦ \\. ♦t��!,/r�/ ��.i ♦♦" /s♦ ss ♦�1s ♦fi=i'4,f01? ♦ r �,s14 �1 //.r °fir ssski ' O`♦G1►♦♦ I a► � ♦ ►r / r / �\ !,'i��♦F♦,01 � ♦ ��s♦ vj/�/r�� ►��' �/� .��s�s'►''v♦♦♦♦♦�,/,� ��,�► �/J � ;��-- l►ii' `.�� •w- .e /i �--_x;a S �+:'�.'� /,/ // j,�r �r/; �f� ( i � ,L 1 �♦♦♦♦♦♦ A• 1tr9, �► r� err rirr i�rir fr ilfi`�➢ii�IG'ln'�-.lJ1\Ali �.�r�. w ira►i 1 1 1 I 1 i REMOVE EX STAIRWAY PROTECT WALLS // 7-/ 7 PROTECT / EX WALL / / / ` / .7 /7 - CI j 21 INTERCEPTOR SWALE— Avedif . ti1►Yi�fl/il�di GRIND EX — STRIPING REMOVE EX IRRIGATION LINE I , // 08 TYP 1 RIM=99.98. E=97.512"PE(W) r / E=97.48 12"PE(E) I / / E=97.28 6"CONC(N) I / 3OTTOM 5.88 I i / r III SAWCUT AND REMOVE EX ASPHALT / / / RETAIN CB/SD DURING DEMOLITION \ / / - -, / I I / SILT FENCE /' ' c6!3 / 7 / REMOVE EX ELECTRICAL SEE ELECTRICAL DWGS n R< PROPOSED BUILDING OUTLINE i i i N 1 TREE PROTECTION PER LANDSCAPE 20 10 20 40 Scale V=20' LEGEND --230--- —231— PROPERTY LINE EX CONTOUR (INDEX) EX CONTOUR EX BUILDING PROPOSED BUILDING OUTLINE BUILDING/STRUCTURE REMOVAL 2 SAWCUT LINE i\ ASPHALT REMOVAL CONCRETE REMOVAL STABILIZED CONSTRUCTION ENTRANCE CONSTRUCTION FENCING SILT FENCE FILTER FENCE INTERCEPTOR SWALE TEMP FORCE MAIN EX TREE TO REMAIN EX TREE TO BE REMOVED TREE PROTECTION EX CURB TO BE REMOVED EX UTILITY TO BE REMOVED INLET PROTECTION CATCH BASIN STEEP SLOPE AREA i SD 2'2`//`r/`/2 APPROVED AUG 092019 City of Tukwila PUBLIC Works 0/9.-OgO CaII 3 Working Days Before You DIG! 00 1-800-424-5555 Rev Date Issue Z1 08/02/2019 Revisions Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite 1, �. Seattle, WA 0 p. 206.7 5.1211 1 „-„ r. 206.973.5344 engineering plic www.lpeengl,eedng.com © 2019 LED Engineering plic - These documents have been prepared spec8cally for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 06/03/19 Sheet Title TESC AND DEMOLITION PLAN Sheet Cl .0 N A + U ARCHITECTS + URBAN DESIGNERS —REMOVE EX SEWER LINE FROM NEW SIDE SEWER CONNECTION TO DOWNSTREAM SSMH �y✓� 1� `/////' J 0,/� 2 il/4cyC /�1�Ij ; �7 RETAIN SD DURING DEMOLITION ABANDON & INSTALL TEMPORARY STABLE CONVEYANCE AS NEEDED STABILIZED CONSTRUCTION ENTRANCE n RETAIN EXISTING PAVED DRIVEWAY AS cc .2 LONG AS FEASIBLE CONSTRUCT QUARRY SPALL ENTRANCE TO ACCESS AREAS OF' WORK REMOVE EX CURB AND GUTTER F MEANDERS ALONG PL RETAIN STORM DRAIN DURING CONSTRUCTION ABANDON AFTER NEW STORM DRAIN IS INSTALLED MUNICIPAL COURT CITY HALL POLICE SIGN FOUND 1 g" BRASS DISC IN CASE W/ PUNCH DOWN 0.8' SSMH RIM=105.74 C.O.C.=98.4 6"PVC(N),8"CONC(W),8"CONC(E) i T PROTECT EX ELEC PAD =SR1UH RIM=93.95 IE=88.93 12"PE(W,E) -1E=88:05'12"PVC(N) "87.37TOM=88,65 SENSITIVE AREAS OF POTENTIA GEOLOGICAL INSTABILITY CLASS 3 AREA; 15% AND GREATER SLOPES, UNDERLAID BY BEDROCK (TYP) CB TYPE 1 RIM=97.55 IE=93.95 12"PE(S) BOTTOM=93.75 MUNICIPAL COURT CITY HALL POLICE SIGN -"\I:V®U Y3,1� 1 :` ! 61'.'73.. /STOr. LSCAvr'�EN v� �t i �� it Ott sl N REMOVE EX �1 i1 t, ` ( DEWAL: //PAVEMENT \ MOVE EX SI —SDMR RIM=9 .56 IE=93.11 12"' E(W1 /n\ r =_' IE=92.76 12" TREE PROTECTION BOTTOM=90.96 UTILIZE EX DETENTION POND AND PROPOSED DETENTION VAULT AS TEMPORARY SEDIMENT SETTLING POND (MINIMUM REQUIRED VOLUME = 2,752 CF) SDMH RIM=97.24 IE=88.44 12"CMP(E) E= 87.99 12"P VC(W) BOTTOM=83.74 RETAIN POND AND STORM DRAIN UNTIL VAULT CONSTRUCTION CONSTRUCTION FENCING (TYP) TREE PROTECTION PER LANDSCAPE 20 0 10 20 40 Scale V=20' LEGEND i —2J0� //////// o s —F 6 > SO • ////1/�� PROPERTY LINE EX CONTOUR (INDEX) EX CONTOUR EX BUILDING PROPOSED BUILDING OUTLINE BUILDING/STRUCTURE REMOVAL SAWCUT LINE ASPHALT REMOVAL CONCRETE REMOVAL STABILIZED CONSTRUCTION ENTRANCE CONSTRUCTION FENCING SILT FENCE FILTER FENCE INTERCEPTOR SWALE TEMP FORCE MAIN EX TREE TO REMAIN EX TREE TO BE REMOVED TREE PROTECTION EX CURB TO BE REMOVED EX UTILITY TO BE REMOVED INLET PROTECTION CATCH BASIN STEEP SLOPE AREA APPROVED AUG 09 2019 City of Tukwila PUBLIC Works Di 7- J/to CaII 3 Working Days Before You DIG! Rev�Date Issue / / > > 08/02/2019 Revisions Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite 1, pSe206.O 5A 211 01 f. 205973.5344 engineering pllc www.lpdengineedng.cam © 2019 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 06/03/19 N S T E I N A+ U ARCHITECTS + URBAN DESIGNERS 1-800-424-5555 Sheet Title TESC AND DEMOLITION PLAN Sheet Cl .1 lo_ls5Ltesc and demo deta/Isdwg songp 8/1/2019 5..09 PM ire station 52I design I sheets) t lPd-!sl I dolo Ilpd engineering p//c I projects TOP OF SEDIMENT EL PER PLAN of TRAP MOVABLE SUMP & PUMP(-2)SPACING, o W w o o ` d C1.2 z METAL SUPPORT POST 6'-8' ON CENTER a MIN 5' HT. o BARRICADE FENCING(ORANGE CONSTRUCTION FENCE) MIN 4' HT. SURROUND TREE OR GROUP OF TREES AT DRIP LINE I•--' "•.:;:::'■I �:::5 e•' :...■ C•:- : ;�:" V a C d ::::•; tii:•n ..o- ::::: ; - .:•u•':Q ..:•'o: �n ee� Z r x Nr.4.4.4.3.4.4.11.4.4.4.4. O Q- To STRETCHER BAR (TYP) SADDLE CLAMP MP) 2"x2" BY 14 Ga. WIRE OR JOINTS IN FILTER FABRIC SHALL BE EQUIVALENT, IF SPLICED AT POSTS, USE STAPLES, WIRE STANDARD STRENGTH RINGS, OR EQUIVALENT TO ATTACH FABRIC USED FABRIC TO POSTS. FILTER FABRIC R E 2"x2" BY 14 Ga. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED T_III— Ci C: C: ■ 41 2' MIN .4jt�ij/j/jij,144 Tea.. •ililttititiitiii!!i• ♦iiiiiiiit litiiiiiii itiiitititliiiiittii ♦iiiiilJN /ttii/iiti itiiiitNt ♦itiiiiiii• ♦iiiilNii itiiiiiiii ♦liiiiiiiJ ltttiititi• ♦itiiitiN ♦ttttiiiii iittiiliiJ iitt...... �il��+�� i/ttttit!!• �i!��_��_��_�� ;o 1 i �ty�:::::::1�::::t:: �1�••j••��4444114441,��4�� ....*�44�4r.. WO tiiitiiitiliiitiilliiiiiiiiiiiliiititiiiiiiitiliii� ►*4040 •ttitiiiitittiittttitt♦0 iiiliiiittii......t♦tiiiitttt /i�iiitititttitittt!l/iiitiitiiiti•01.44iittiililittt!l/tt4 /♦ttttiiittttttiitititi4, i/iNi/iittiiiitit/i!! woo**iiNtiiii!!tNlRO ♦iiiiiittti!ltittit! /lttttiiiiiitilNiii•iliNit�Y MOO*ittiiiltitlit• llitiNiJiiliti!l/ii/Nti•••• iittittitiliJiiitttiNlNtiit• /iiltitiitiliilNliiiiitlitiii• liiittiiiiiiiiiiitiiiiitittiii liitttt♦ttiiitittiiiiiiitititt0 ......iJii.... OW �i�t�l�i�t�ltvi�tt�i�i�i�!liliiliiilitt4t4ti�*ii�i�i l/tttttiN/NNitiitiltliititi. t�:�:�:�:�:�:�:�:�:�t�i�:� i L.i.4i�t�i�t�tl�i�i I.ttiilttttiitt/ttilii ••INNNi/Ni o Nt1tNltii I�ititlttttl/tiiiitiii •I; .!!!i!i♦ !ti!!lliiii dtiiittiNii ttttttitiii grtiiiiiiiii ♦tiiiiiiii♦ 4IriiiJ/iiiti ttitliiiii♦ IriliiiiiiN ttiiiiiiii♦ Si*iitiltti tiiiJiiii0. ttiitiiNii O.1010 ittjiti tiii OR AS SHOWN ON PLANS NOTES: �•.nu: .■.r:a__ _.- N POST BURIAL El FIII=III— iix:• O - \\ \ i� /%��//�// �/ /O '///�: /�G \ '� t a ° °//�//�/� ° ° ° ° ° _ T I T \ �0\//\ \ \ w )�0 ��// ,-- ///.// �44- o a j�\/\//\ \ 0 y� /`•/ //,/ QWATERSURFACE ��// •/ _ /�/� \//T //' 1 'iN k/>. \/ //✓ �, // /�/ BTM EL PER PLAN II IV* r I X • 11 .. — = — -III— Ti= 'q MINIMUM 4"x4" 1 DRIP LINE OF TREESPRIORORR TO FENCEY H E COMMENCEMENT D OF AT THE CLEARING OR EARTHWORK. NOTIFY THE CLEARING AND GRADING• INSPECTOR TO GET BOTH THE INSPECTION AND WRITTEN APPROVAL OF FLAGGED TREES AND TEMPORARY PROTECTION FENCING AROUND TREES TO BE SAVED PER THE APPROVED 2.F MK14NL�JGG I ATEW AND NO VEHICULAR TRAFFIC ARE ALLOWED WITHIN THE LIMITS OF THE DRIPLINE, THE TEMPORARY FENCING, UNLESS APPROVED BY THE ARBORIST. FILLING, EXCAVATION, AND CLEARING MUST BE ACCOMPLISHED BY HAND METHODS ONLY UNLESS APPROVED BY ARBORIST. 3.ROOTS OF TREES TO BE SAVED WHICH ARE DAMAGED DURING CONSTRUCTION MUST BE TREATED IN THE FOLLOWING WAY: FOR DAMAGED ROOTS OVER 1" IN DIAMETER, MAKE A CLEAN, STRAIGHT CUT TO REMOVE THE DAMAGED PORTION OF THE ROOT ALL EXPOSED ROOTS WILL BE TEMPORARILY COVERED WITH DAMP BURLAP OR WOOD SHAVINGS TO PREVENT DRYING AND COVERED WITH EARTH AS SOON AS POSSIBLE. NTS TREE PROTECTION FENCING 2 'C •T.:: . ".� TRENCH 12" MIN ( 1%�� = BACKFILL7RENCH WIT /x/v�,,ii„-,(„xr, w, r\v,��%� .% .// / '/,/ �,,,,,,,,,/./-,./i/;,-\,/i.ii\.�.�� i-.,/�i/\ • ��,� ,,��',,,�%��i x/ ,iiiii,� /��/i��//��//�// //�////�//�//\/�/��!%,// / .! ! \//�„/,i,/%„i,!:,!:,,<� • 2" x 2" MESH, 11 GAUGE MIN PROVIDE SECURE ATTACHMENT AROUND ENTIRE FENCE PANEL CONCRETE BLOCK MIN 80 LBS NTS 3 CONSTRUCTION FENCING ■ , ; ; ;I NATIVE SOIL OR j /��/' //�.� 7: \ ti,///�/' \/\T `ki/\/'-/ ///\/ / /• 3/4"-1.5" WASHED GRAVEL 2"x4" WOOD POSTS, [ILAHIIIIII—III—II(—I(I—III-1II—I =i •=pp;;.y■■■,. I— I— 1—III-flT—I1-111-11• i—u=iii="—"'-1t1=ill—IIIIII=III=1 I=i �— I 6' MAX I I — STEEL FENCE POSTS, REBAR, OR — EQUIVALENT MINIMUM '22:0,-�- /%' REMOVE SEDIMENTATION AFTER SITE IS STABILIZED & T.E.S.C. MEASURES ARE REMOVED. EXCAVATE BIORETENTION POND AS REQUIRED. NTS SEDIMENT POND 1 L POST ACING MAY BE INCREASED B C KING IS TO IF WIRE BACKING IS USED 4"x4" TRENCH 2"x4" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR NTS EQUIVALENT SILT FENCE4 PROVIDE PLASTIC SHEETING AND SAND SILT BAGS ON STOCK PILE FENCE MATERIAL y{ N. ADAPTE' SKIRT RETRIEVAL STRAP \ 25'R OR R=AS NOTED 12" MIN. DEPTH GEO-TEXTILE FABRIC 4" - 8" QUARRY SPACES A`�'t, oQ9 *F;� o cy ��,`� �000� to 0'9900 y o0�000 4000 00o0't�. .- . is—...� �000�00,0 Oo000 . "....• *+:1 c95.10�gO d ° •� .•. Y wag �700` 00000006 ' r°� o�0)00c0 c: oo fi r c95-) ; o`er ¢ :�`a's <cJ��e`4' ao<".," P.- c< ° CONSTRUCTION ENTRANCENTS 7 GRASS OR ROCK LEVEL BOTTOM ---= w v a .I �11(TO GEOTEXTIL V FABRIC SCHEMATIC DETAIL PROVIDE "STREAMGUARD SEDIMENT APPROVED EQUAL MANUFACTURER INFORMATION: BOWHEAD P.O. BOX PRESTON, (800) 909-3677 WWW.SHOPBOWHEAD.COM \�► — 1� y OVERFLOW BYPASS PEAK FLOWS) V SEDIMENT ACCUMULATOR (MIN. 0.5 CF STORAGE) CATCH BASIN INSERT" OR ENVIRONMENTAL & SAFETY 375 WA 98050 INLET PROTECTIONNTS 6 1' 1' MIN, CONTRACTOR 2' MIN. 2' SHALL INCREASE DEPTH IF NECESSARY NOTES: W 0 X /W.%/ */N�♦!�`•� TEMPORARY STOCK PILE NOTES: GRADE: MAX 5% WITH POSITIVE DRAINAGE TO A SUITABLE OUTLET SUCH COVERAS A MEASURESLEMENT , RAP I OR ATTK E 12" THICK,' VERTICAL INTO STABILIZATION: SEED, BANK AND EXTENDING SWALE BANK AND EXTENDING LEAST 8" FROM THE BOTTOM. NTS 8 INTERCEPTOR SWALE COMPACT STOCK PILE MATERIAL PER GEOTECHNICAL RECOMENDATIONS STOCK PILE PROTECTIONNTS 5 NTS NOT USED9 NTS 1 NOT USED 1 0 RUNOFF WITH SEDIMENT PROVIDE SOLID COVER FM FOR DISCHARGE OF ACCEPTABLE SEDIMENT FREE STORM WATER TO APPROVED OUTLET PFR PI 4N APPROVED AUG 09 2019 City of Tukwila PUBLIC Works b /9...... 0/0 NTS 1 NOT USED 1 2 �� yyi*/ lY:l �!•o 1•<0•��' I�j�� , �:��l:N a ''': • i /i .•��•• Q•r ,0, �•� ��; �:��1`� %��o FILTERED RUNOFF w 2 O (��II�� I Ire!>��1 Ic4��v igot•%i i�•ith o�.••' '•il�ly, itt o°� �0. NI; i• fIL'.�� „fr. • .,� •�� X �• ■ �.t ` 'O �% r .,, PROVIDE 6" MIN CLEAN GRAVEL AROUND PERIMETER WITH • FILTER FABRIC • 24" DIAMETER OR GREATER PIPE OR DRUM (MUST BE OF \ NON LEACHABLE Y•�•i�' Y � �v WATER LEVEL >os � . . r,�•iy, •rT MATERIAL) W/ 2"DIA W RE T EWEEP OLES S SUMP PUMP AND MOTOR ��}):/iil ��%* \T. i✓i,`„ W/CAPACITY AS NECESSARY BLOCKS AS NECESSARY NTS 1 MOVEABLE SUMP & PUMP 1 1 Rev/�Date Issue / t 08/0212019 Revisions Tukwila Fire Station 52 Project No. 224-17-01 Designed by Drawn by Checked by SWP CRL MJS 1932 First Ave, Suite 1, pe206.7WA 01 5.1211 f. 206.973.5394 engineering pllc www.ipden9ineenng.com 02019 LPD Engineering pilc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 06/03/19 Sheet Title TESC AND DEMOLITION DETAILS Sheet C1.2 N A ± U ARCHITECTS + URBAN DESIGNERS uu 1- b_lsSZlesc and demo defa!lsdwg song 8/1/2019 ti CITY OF TUKWILA GRADING AND EROSION CONTROL NOTES CITY OF TUKWILA GENERAL NOTES CITY OF TUKWILA CONSTRUCTION NOTES CONSTRUCTION NOISE NOTES 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES, ESTABLISH THE CLEARING LIMITS, INSTALL CONSTRUCTION ENTRANCE, AND INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN. 4. ESC MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABLISHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURESA1 PROTECT DISTURBED AREAS THAT WILLEOR REMAIN UN RKED OR SEVEN DAYS OR MORE. 6. FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: a. PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. b. STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS.THE c. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. 7. FAILURE TO MAINTAIN ESC MEASURES IN ACCORDANCE WITH THE APPROVED MAINTENANCE SCHEDULE MAY RESULT IN THE WORK BEING PERFORMED AT THE DIRECTION OF THE DIRECTOR AND ASSESSED AS A LIEN AGAINST THE PROPERTY WHERE SUCH FACILITIES ARE LOCATED. 8. DURING THE LIFE OF THE PROJECT, THE PERMITTEE SHALL MAINTAIN IN GOOD CONDITION AND PROMPTLY REPAIR, RESTORE, OR REPLACE ALL GRADE SURFACES; WALLS, DRAINS, DAMS, STRUCTURES, VEGETATION, EROSION AND SEDIMENT CONTROL MEASURES, AND OTHER PROTECTIVE DEVICES IN ACCORDANCE WITH APPROVED PLANS. 9. THE PERMITTEE SHALL MONITOR THE DOWNSTREAM DRAINAGE FEATURES, AND SHALL, WITH THE DIRECTORS APPROVAL, REMOVE ALL SEDIMENT DEPOSITION RESULTING FROM PROJECT -RELATED WORK. 10. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS AND SPECIFICATIONS AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. 11. AS THE FIRST ORDER OF BUSINESS, THE PERMITTEE SHALL INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES PER THE ESC AND SHALL INSTALL THE DOWNSTREAM TEMPORARY ESC MEASURES BEFORE ANY SITE DISTURBANCE OCCURS. BEFORE THE TEMPORARY MEASURES ARE REMOVED, INSTALL AND ESTABLISHPETROCHEMICAL THE UPSTREAM PERMANENT ESC MEASURES. 12. THE PERMITTEE SHALL AT ALL TIMES PROTECT SENSITIVE AREAS, THEIR BUFFERS, AND ADJACENT PRIVATE PROPERTIES AND PUBLIC RIGHTS -OF -WAY OR EASEMENTS FROM DAMAGE DURING GRADING OPERATIONS. THE PERMITTEE SHALL RESTORE, TO THE STANDARDS IN EFFECT AT THE TIME OF THE ISSUANCE OF THE PERMIT, SENSITIVE AREAS, THEIR BUFFERS, AND PUBLIC AND PRIVATE PROPERTIES AND IMPROVEMENTS DAMAGED BY THE PERMITTEE'S OPERATIONS. 13. PERMITTEE SHALL ARRANGE FOR AND COMPLY WITH THE FOLLOWING: a. NOTIFY THE PUBLIC WORKS DEPARTMENT WITHIN 48 HOURS FOLLOWING INSTALLATION OF ESC MEASURES. b. OBTAIN PERMISSION IN WRITING FROM THE PUBLIC WORKS DEPARTMENT PRIOR TO MODIFYING THE ESC PLAN. c. MAINTAIN ALL ROAD DRAINAGE SYSTEMS, STORM WATER DRAINAGE SYSTEMS, CONTROL MEASURES AND OTHER FACILITIES AS IDENTIFIED IN THE ESC PLAN. d. REPAIR ANY SILTATION OR EROSION DAMAGES TO ADJOINING PROPERTIES AND DRAINAGE FACILITIES. e. INSPECT ACCORDING TO THE APPROVED ESC INSPECTION SCHEDULE AND MAKE NEEDED REPAIRS IMMEDIATELY. NTS 5 GRADING AND EROSION CONTROL NOTES 1. LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. 2. AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK, NOTIFY THE UTILITIES INSPECTOR AT 206-433-0179. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CALLING 206-433-0179. 4, THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE -APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. 10. PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. 11. ALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. HORIZONTAL DATUM SHALL BE WASHINGTON STATE (GRID) COORDINATES, NORTH ZONE, USING NAD 83/91 SURVEY CONTROL AND TIED TO ANY TWO CITY OF TUKWILA HORIZONTAL CONTROL MONUMENTS. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. 12. REPLACE OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. 13. RETAIN, REPLACE OR RESTORE EXISTING VEGETATION IN RIGHTS -OF -WAY, EASEMENTS, AND ACCESS TRACTS. NTS 6 GENERAL NOTES 1. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS, SPECIFICATIONS, AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. PERMITTEE SHALL APPLY FOR A REVISION FOR ANY WORK NOT ACCORDING TO THE APPROVED PLANS. 2. PERMITTEE/CONTRACTOR SHALL ARRANGE A PRECONSTRUCTION CONFERENCE WITH THE CITY'S INSPECTOR(S) AND CITY'S URBAN ENVIRONMENTALIST (ANDREA.CUMMINS©TUKWILAWA.GOV) IWAYSUKWILAWA.GOV) PRIOR TO BEGINNING ANY WORK. 3. WORK IN ROADWAYS a. ALL WORK IN ROADWAYS SHALL MEET TMC 11 AND THE FOLLOWING: b. PRIOR TO ANY ACTIVITY IN CITY RIGHT-OF-WAY, THE PERMITTEE SHALL PROVIDE THE CITY A TRAFFIC CONTROL PLAN FOR REVIEW AND APPROVAL. THE TRAFFIC CONTROL PLAN SHALL INCLUDE THE LOCATION, ADDRESS AND DESCRIPTION OF TRAFFIC FLOW DURING THE WORK AND SHALL MEET MUTCD REQUIREMENTS. c. ALL WORK REQUIRING LANE CLOSURES MUST BE BY PERMIT ONLY. FROM THE THIRD THURSDAY IN NOVEMBER TO THE FOLLOWING JANUARY 2ND, THE DIRECTOR DOES NOT ALLOW LANE CLOSURES IN THE TUKWILA URBAN CENTER. d. FIRE, PEDESTRIAN, AND VEHICULAR ACCESS TO BUILDINGS SHALL BE MAINTAINED AT ALL TIMES, EXCEPT WHEN PERMITTEE HAS PERMISSION FROM THE BUILDING OWNER AND THE DIRECTOR TO CLOSE AN ACCESS. e. ALL ROADWAYS SHALL BE KEPT FREE OF DIRT AND DEBRIS USING STREET SWEEPERS. USE OF WATER TRUCKS FOR CLEANING ROADWAYS REQUIRES PREAPPROVAL FROM THE DIRECTOR. f. INSTALL STEEL PLATES OVER ANY TRENCH, AT ANY TIME WORK IS STOPPED AND TRENCH IS LEFT OPEN. NTS CONSTRUCTION NOTES 1. FOR ALL COMMERCIAL, MULTI -FAMILY, AND NEW SINGLE-FAMILY HOMES, CONSTRUCTION -RELATED NOISE IS ALLOWED: 7 AM TO 8 PM MON-FRI 9 AM TO 8 PM SAT, WORK ON THIS DAY IS BY CITY PERMISSION ONLY NO WORK SHALL BE PERMITTED ON SUNDAY. NO DELIVERIES SHALL BE SCHEDULED PRIOR TO 7:00 AM OR AFTER 6:00 PM. 2. CONSTRUCTION -RELATED NOISE IS NOT ALLOWED OUTSIDE OF ALLOWABLE HOURS, LEGAL HOLIDAYS, OR SUNDAYS. NTS CONSTRUCTION NOISE NOTES4 STREET SWEEPING NOTES DUST SUPPRESSION NOTES 1. CONTRACTOR SHALL IMMEDIATELY SWEEP THE PAVED CITY RIGHT-OF-WAY WHEN DIRT OR OTHER CONSTRUCTION RELATED DEBRIS IS DEPOSITED. NTS STREET SWEEPING NOTES 1 1. DUST FROM CLEARING, GRADING, AND OTHER CONSTRUCTION ACTIVITIES SHALL BE MINIMIZED AT ALL TIMES. 2. IMPERVIOUS SURFACES ON OR NEAR THE CONSTRUCTION AREA SHALL BE SWEPT, VACUUMED, OR OTHERWISE MAINTAINED TO SUPPRESS DUST ENTRAINMENT. 3.ANY DUST SUPPRESSANTS USED SHALL BE APPROVED BY THE CITY OF RENTON. DUST SUPPRESSANTS ARE PROHIBITED. WATERING THE SITE TO SUPPRESS DUST IS ALSO PROHIBITED UNLESS IT CAN BE DONE IN A WAY THAT KEEPS SEDIMENT OUT OF THE PUBLIC DRAINAGE SYSTEM. NTS 8 DUST SUPPRESSION NOTES CITY OF TUKWILA SWPPS AND SPILL PLAN NOTES MOBILIZATION/STOCKPILE AREA NOTES APPROVED �� 09 ZOis City of Tukwila PUBLIC Works D� ' 1 NOT USED 12 1. NO HAZARDOUS LIQUID PRODUCTS, INCLUDING BUT NOT LIMITED TO PETROLEUM 7. TRUCK WASHOUT SHALL NOT BE ALLOWED ON SITE. THE CONTRACTOR SHALL PROVIDE PRODUCTS, FUEL, SOLVENTS, DETERGENTS, PAINT, PESTICIDES, CONCRETE ADMIXTURES TRUCK WASHOUT OFF -SITE AT AN APPROVED AND LEGAL LOCATION. AND FORM OILS SHALL BE STORED ON -SITE WITHOUT PRIOR APPROVAL. IF REQUESTED, THE CONTRACTOR SHALL PROVIDE FOR SPILL CONTAINMENT IN ACCORDANCE WITH CITY 8. CONTRACTOR SHALL PROVIDE TO THE OWNER'S REPRESENTATIVE AND THE CITY THE OF BOTHELL REQUIREMENTS. CONTRACTOR SHALL PROVIDE A LIST OF THE TYPES AND LOCATION OF SPILL RESPONSE MATERIALS. CONTRACTOR WILL ALSO IDENTIFY DISPOSAL SIZES OF LIQUIDS THAT WILL BE STORED/HANDLED ON SITE. CONTRACTOR WILL ALSO METHODS FOR CONTAMINATED WATER AND SOIL AFTER A SPILL. SHOW THE PROPOSED LOCATION FOR STORAGE ON A PROJECT SITE PLAN AND WILL PROVIDE A PROPOSED METHOD OF SECONDARY CONTAINMENT. THE OWNER'S 9. THE CONTRACTOR SHALL PROVIDE A REPORT TO THE OWNER'S REPRESENTATIVE AND REPRESENTATIVE AND THE CITY SHALL REVIEW AND APPROVE THE PLAN PRIOR TO THE CITY IDENTIFYING THE PERSONNEL RESPONSIBLE FOR POLLUTION PREVENTION, STORAGE. INCLUDING CONTACT INFORMATION, AND CLEARLY LISTING THE RESPONSIBILITIES OF 2. CONSTRUCTION WASTE SHALL BE PROMPTLY REMOVED FROM THE SITE AND SHALL NOT THESE PERSONNEL. BE STOCKPILED. 10. THE CONTRACTOR SHALL PROVIDE A DESCRIPTION OF THE PROCEDURES TO BE USED 3. NO STATIONARY FUEL TANKS SHALL BE ALLOWED. IN MONITORING THE POLLUTION PREVENTION BMPS AND RESPONDING TO A BMP THAT 4. FUELING OF CONSTRUCTION EQUIPMENT SHALL BE A MOBILE FUEL TRUCK AND SHALL NEEDS ATTENTION, INCLUDING RECORD KEEPING. BE ALLOWED ONLY IN PAVED AREAS. CONTRACTOR SHALL PROVIDE A PLAN FOR 11. THE CONTRACTOR SHALL PROVIDE A REPORT TO THE OWNER'S REPRESENTATIVE AND FUELING AREA SPILL CONTAINMENT TO THE OWNER'S REPRESENTATIVE AND THE CITY THE CITY IDENTIFYING THE PERSONNEL RESPONSIBLE FOR SPILL PREVENTION, WITH A PROPOSED METHOD OF SECONDARY CONTAINMENT. THE OWNER'S INCLUDING CONTACT INFORMATION, AND CLEARLY LISTING THE RESPONSIBILITIES OF REPRESENTATIVE AND THE CITY, SHALL REVIEW AND APPROVE THE PLAN PRIOR TO THESE PERSONNEL. FUELING. ALL SPILLS, CONTAINMENT, AND CLEAN UP SHALL BE THE CONTRACTOR'S RESPONSIBILITY AND AT THEIR OWN EXPENSE. 12. THE CONTRACTOR SHALL ALSO PROVIDE A DESCRIPTION OF THE PROCEDURES TO BE 5. FUELING OF CONSTRUCTION EQUIPMENT SHALL ONLY BE ALLOWED DURING DAYLIGHT USED IN MONITORING THE SPILL PREVENTION BMPS AND RESPONDING TO A SPILL HOURS. INCIDENT, INCLUDING RECORD KEEPING. 6. THE CONTRACTOR SHALL REMOVE FROM THE SITE ALL EQUIPMENT THAT REQUIRES SIGNIFICANT REPAIR. MINOR REPAIRS OR MAINTENANCE MAY BE ALLOWED ON SITE IN AN APPROVED AREA. THE CONTRACTOR SHALL SUBMIT A PLAN FOR THE PROPOSED LOCATION OF VEHICLE MAINTENANCE AND REPAIR AND SHALL INDICATE THE PROPOSED METHOD OF CONTAINMENT FOR POSSIBLE LEAKING VEHICLE FLUIDS. THE CONTRACTOR SHALL ALSO PROVIDE A PLAN TO THE OWNER'S REPRESENTATIVE AND THE CITY FOR THE COLLECTION, STORAGE. AND DISPOSAL OF VEHICLE FLUIDS. THE OWNER'S n REPRESENTATIVE AND THE CITY SHALL REVIEW AND APPROVE PLAN PRIOR TO ANYNTS ON-SITE MAINTENANCE. SWPPS AND SPILL PLAN NOTES 1 1. ANY EXCAVATED MATERIAL REMOVED FROM THE CONSTRUCTION SITE AND DEPOSITED ON CLOPENWITHINTHE CITY LIMITSMUST BE DONE IN COMPLIANCE WITHA VALID CLEARINGG & GRGRADING PERMIT. LOCATIONS FOR THE MOBILIZATION AREA AND STOCKPILED MATERIAL MUST BE APPROVED BY THE CITY INSPECTOR AT LEAST 24 HOURS IN ADVANCE OF ANY DUMPING. 2. HAULING HOURS WITHIN THE RIGHT-OF-WAY ARE RESTRICTED TO MON-FRI 8:30 - 3:30. 1 1 MOBILIZATION/STOCKPILE AREA NOTES 1 1 Re�v Date Issue / 08/02/2019 Revisions Tukwila Fire Station 52 Project No. 224-17-01 Designed by Drawn by Checked by SWP CRL MJS 1932 First Ave, Suite L* D 0 1, Seattle, WA 01 206.7 5.1211 f. 206.973.5344 engineering pllc www.lpdengineering.mm © 2019 LPD Engineering pilc- These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and partidpation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 06/03/19 Sheet Title TESC AND DEMOLITION NOTES Sheet C 1.3 WF IS 0.4' S&1.2'E \ OF PROP COR 6'CLF 2.0' WF IS 0.7' W OF PROP COR SD#1,CBTYPE Cz.a w/ SOLID LID RIM 111.50 IE 106.50 (12" N) IN IE 106.50 (12" S) OUT WALL #1 (AUGERCAST WITH SHOT CRETE) 4'WF 21, S/ DI CB TYPE 2• Cz ee I W SOLID LID RIM 111.50 \\\ )////IE 1100(12""�//O INS ) / t�LSCAC �!//i If1\\ 0 SSM' SOTTO 3Y(: 11236 U) RIM=126.10 8"CP(E) 120.65 L -4'!t ;•III ' I rI » I fHI t 11/4 20' PUBLIC STORM DRAINAGE EASEMENT IiI 11t1) 1/4',I\' hC �rntnn a_t EX CB - TYPE 2 - 48" RIM 125.9 (R) IE 120.9 (12" N) IE 120.9 (24" W) IE 120.9 (12" SE) - PLUG IE 120.9 (12" S) - INSTALL 23 LF 12" SD R)@ 62.6% .7w. I:0w 11.0.94: :F<22.Z: //.871 1097 :: f fi 0.11 0.6 1p�3 vi / j IOW / I / / 4 / IkZ /6IP.S. /i 434,7, CB TYPE RIM 110.16 / IE 106.45 8" N) IN / IE 106.45 (8" E) OUT .8 141 ® 1.1% 1111111111111111. / 0'7/3% / L FG 122.00 ALONG P // / / / ®/` ! r • / / ,-WALL #2 -4" FOOTING DRAIN "LS 37590. 7 // f / / / I SHOT CRETE) / / j/ 7 7 53 ,LF TRENCH DRAINCw�o I / 51 LF 6" SD 2.0%MIN''' (Th s0*14, SDCO 35 LF 8" SD / 1 C�i 2.0% MIN is 57 LF 6 SD Apit EA DRAIN C © 2.0% E7. M10075 (8" N) IN 'f / 111.00/ IE 107.75 (8"S) OUT , SD43, CB TYPE 2-48' / f 65 LF 8" SD I W/ SOLID LID 1 9 LE 6" SD /// © 2.0% MIN / ® 2.0% MIN / RIM 109.90 C2.8 IE 103.50 (12" W) IN LF 12" SD 1 \ IE 101.57 12" NE) OUT - ;3 LF 6" SD1' � / / 2% MIN / / 11.8 / 108,06 ram CONCRETE - WALL #9 F8"SD 60 LF 8" SD ® 2.0% /><fc 101.80 I I 1 1 I I 1 1 C2.8 / / r IE 8" w) IN / 3 LF 8" SD 1.0% / / / / IE 105.34 8" E) OUT f 5Y // / // • t r H // - / C2.8 RI 109.51 .� r r / / IE . ..• :" W) IN �" N �jti� IE 105.80 8" E) OUT / / III / / \ _ / // / / 2.8 1 l 11 - _,/ 48 LF 8" SD- \ _ c SiD*10, CB TYPE 1 I M 108.04 ® 1.0% IE104.15(8"SW) IN IE 102.97 8" NE) IN IE 102.97 12" SE) OUT Tr 4j / //6't / 2fcrC r WALL / / / (CONCRETE)#8/ r / 6 E1 SD45, CB TYPE 1 W/ SOLID LID RIM 109.90 IE 107.23 (EX 8" N) IN IE 107.23 (8" E) OUT \ TV 1162 / 1137 `8V1 110.6 (5.673.1') F113.2 1W 113.70 871 110.34 FG TTo84 SD#244, AREA DRAIN GE 110.7 53 L IE 108.0 (6" IN) 1.O t. IE 1:7.8, (8"OUT) SD*15, SDCO 2toIE 106.84 (8 SE) OUT SDCO ..:: s . 9 H - - 8.5'-H - FDC 1W 109.06 - I FG 99.00 Ilr�- / / / / = RI 109.36 1 n VAULT SHIFT, / \ SIDEWALK, STORM DRAIN, STAIRS 1 1 1 1 1 I 1 1 ` -- EX CONTOUR - PROPOSED CONTOUR (INDEX) - PROPOSED CONTOUR SPOT ELEVATION FF 78.0 FINISHED FLOOR ELEVATION l////////////A PROPOSED BUILDING CONCRETE PAVEMENT HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT (AC) PAVEME FLEXIBLE POROUS SURFACE TREATt• attatinit + SITE WALL VERTICAL CURB CURB AND GUTTER TRENCH DRAIN CATCH BASIN TYPE 1 0 CATCH BASIN TYPE 2 STORM DRAINAGE PIPE STORM DRAIN CLEANOUT FOOTING DRAIN CLEANOUT DOWNSPOUTS ss SIDE SEWER PIPE SEWER CLEANOUT SIDE SEWER CONNECTION SSMH SDCO* FDCO 0 DS• 20 0 N 10 20 40 LEGEND all Scale 1T=20' - - - PROPERTY LINE EX CONTOUR (INDEX) -231- 231 xxx.x BOLLARD FIRE HYDRANT WATER FITTINGS WATER SERVICE LINES WATER METER WATER SERVICE LINES FIRE SERVICE LINE SERVICE VAULT -FIRE SERVICE CONNECTION APPROVED AUG 09 201R City of Tukwila PUBLIC Works Call 3 Working Days Before ,, You DIG! 1-800-424-5555 Rev Date Issue n 08102/2019 Revisions Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA 98101 P p. 206.725.1211 f. 206.973.5344 engineering pllc vnmIpdenglneedng.com © 2019 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 06/03/19 Sheet Title GRADING AND DRAINAGE PLAN Sheet C2.0 A „-«Tc I IDRAN DFSIGNERS H F iL e ukwila fire station 521designjsheetsltukwi/2fs52grodingdwg sangp 8/1/2019 5/2 PM Ilpd-fslldotallpd engineering pllc 1projec(sI i I 108:3U. r f ?'(/ ✓ y 1 j60/ IIfl-i )�,bi � FG 106.53 CONC 2_ WALL #7 ? _ V 98 LF 8" SD © 2.0% MIN /// e SD#16, MODULAR / WETLAND SYSTEM / /DIMENSIONS: 8'X8' Cv1 RIM 106.00 IE 102.83 (12" NW) IN IE 99.50 (12" NE) OUT 13 LF 12" SD © 1.0% SD413, SDCO RIM 110.80 C2.10 IE 108.80 (8" SE) OUT SD4t1Z CB TYPE 1 n RIM 107.80 cCC2.8 IE 105.13 (8" NW) IN IE 105.13 (8" SE) OUT SD#6, CB TYPE 1 W/ SOLID LID RIM 108.20 IE 105.53 (8" E) IN IE 105.53 8" S OUT 48 LF 8" SD © 2.9% rtrMvs, SD#4. CB TYPE 2-48' SSMH RIM=105.74 C.O.C.=98.4 6"PVC(N),8'CONC(W),8"CONC(E) _ _27 LF 8" DIP rn 1os.0 ® 2.0% MIN 8W 103.8 2.2' TW 1 - - BW 98 (6.2') SD4119, SDCO RIM 104.50 IE 98.00 (8" SE) OUT C2.110' SD420, CB TYPE 1 RIM 97.50 IE 96.00 (8" N) IN IE 96.00 (8" S) OUT =-I WF IS 0.5' C2.8 TW 95.7 N OF PL TW 97.6 BW 90.6 1W 94.3 rn iv, 99 9 13W 96T. Tarr -81y16.r - - (4.3') 101.7 BW 95.3 (6 4') 6 AISISIZILIIIVI ENZE�®®/dui. f 250:I/II:•::: AG''a 6'WF -�" '-'-'''.7 89 LF. '8 " SD ' \ - B \ �. �% _Io_ r_ 1-1_,-1, \\ \A` ' "' • c>`, "'r SD#18 ACCESS RISER /) 1 �07 " �tio c •Ri" 490L' I1 b //% //�/ /j - \ .9 12" SD-" �1jY\ niatr .// -'7.-\ / / I , t\` / /,X\,(( f •.p/L f�/-1 / //ram\/�z`///) \.CEXON8N7E.9C9T `\\ \ 21 LF 12" SD © 0.5% MIN CONNECT TO } EX SD SD117, CB TYPE 2 ., RIM 95.0 cv' IE 89.88 (12" E) IN 111E 89.88 12" NW) OUT r, \ i "- - I , - SD #23, DETENTION VAULT 60' x 48' x 7' (SEE SHEET 2.4) BW 93.9 (6.2') ('0)_ •V A96 \� \ F 1 � (\)\\ ` I' S0M4 RIM-�9.56 _IE=93.11 i1"PE(W) E=92.76 7 PE(E) BOTTOM=9/ .96 -14 90.50 8W 89.63 ,9' (0) / 61 LF 8" SD 83. „E -� )V�'BW(867 TW 86.7X / / �(2.3') 8W 86.2 .may (0.5') ROCKERY WALL #4 ' C 3 i 1 C---) RIM 95.43 cv.8 IE 93.51 (8" E) IN IE 93.51 12" S) OUT 29 LF 8" SD ® 3.4% CONNECT TO EX SDMH Rim-97.24 IE 93.11 8.44 12"CMP(E) .89 12'iP VC(W) ., =' '3.Z4 D121, MODULAR t D WETLAND SYS t CM DIMENSIONS: 4'X4' RIM 99.00 IE 95.8 (8" N) IN IE 94.50 (8" E) OUT EX CB (R) RIM 96.39 IE 90.19 (12" SE) IN IE 90.04 (12" SW) OUT MUNICIPAL COURT CITY HALL POLICE SIGN SIGN POST EX CB (R) RIM 94.65 IE 91.05 (12" N) IN IE 90.97 (12" NW) OUT i IM=75.40 VAULT SHIFT, SIDEWALK, STORM DRAIN, STAIRS FOUND 1 8" BRASS DISC IN CASE W/ PUNCH DOWN 0.8' .79 aLp Con cw,.°. -6 .3 L ar ✓-t STORM DRAINAGE SD# DESCRIPTION REFERENCE SD#4 CB TYPE 2-48" W/ SOLID LID RIM 106.90 IE 104.23 (8" N) IN IE 99.96 (12" SW) IN IE 99.96 (12" E) OUT C2.$ SD#11 CB TYPE 1 RIM 106.43 IE 103.76Q IE 103.7r. •UT 2 Qy SD#18 ACCESS RISE W/ FLOW CONTROL STRUCTURE RIM 106.20 IE 88.44 (8" SE) OUT (8- E2 J SD#24 SDCO IE 106.31 (8" SE) OUT N/A SS 20 0 10 20 40 Scale 1=20' LEGEND 230 -231-- 231 FF 78.0 Fittnenti PROPERTY LINE EX CONTOUR (INDEX) EX CONTOUR PROPOSED CONTOUR (INDEX) PROPOSED CONTOUR SPOT ELEVATION FINISHED FLOOR ELEVATION PROPOSED BUILDING CONCRETE PAVEMENT HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT (AC) PAVEME FLEXIBLE POROUS SURFACE TREATty SITE WALL VERTICAL CURB CURB AND GUTTER TRENCH DRAIN CATCH BASIN TYPE 1 O CATCH BASIN TYPE 2 STORM DRAINAGE PIPE STORM DRAIN CLEANOUT FOOTING DRAIN CLEANOUT DOWNSPOUTS SIDE SEWER PIPE SEWER CLEANOUT SIDE SEWER CONNECTION OO SSMH • BOLLARD SDCO FDCO Ds. FIRE HYDRANT WATER FITTINGS WATER SERVICE LINES WATER METER WATER SERVICE LINES FIRE SERVICE LINE FIRE SERVICE VAULT FIRE SERVICE CONNECTION APPROVED AUG 09 2019 City of Tukwila PUBLIC Works oil CaII 3 Working Days Before ' You DIGI o a. c‹? 1-800-424-5555 Rev/�Date Issue / 1 A 08/02/2019 Revisions Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 f 206.973.5214 engineering pllc wwwipdengineenng.com ©2019 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 06/03/19 Sheet Title GRADING AND DRAINAGE PLAN Sheet C2.1 ARCHITECTS + URBAN DESIGNERS 3 prolle.ddg songp 8/1/2019 5:15 PM 120 110 100 90 85 EG 113.17 110 100 95 85 PVI STA:10+34.00 :::: o : PVI: ELEV:9900 o K.1.54 o • LVC:20.82 V) i.. , 0) N O) O m co c.1 m0 a; m� c 0 u w 10+00 CL FS 52 DRIVEWAY cr 0) PVI ISTA:104-67.00i EXISTING GRADE ow PVI""E,LEV:94'.07.. . K:1.18 d-cor 110 LVC:15:27: �t O—O 0) LOo rn. N+ II U 10 O N 0) 0 w O 0 0) )t) rnrn 0 ...j. U 8% :z.00% "'10+58 CB RIM 95.43 IE 93.51 (8" E) IN IE 93.51 (12" S) OUT. PROPOSED GRADE 11+00 COWLITZ TRIBE DRIVEWAY PROFILE SCALE 1"=20' H 1"=5' V PVI STA:51 +50.00 EXISTING GRADE PROPOSED GRADE EDGE OF BLDG FS52 PVI ELEV:107.8 K•6:06 .r BOTTOM OF B-12. BOREHOLE: LVC:60.00 (Oy W 50+00 rn O O 0 0 0 w 1�+ O O d co O w EXISTING GRADE @ CL — PROPOSED GRADE © CL O) O 0 0) co t0i 10 O w .0 O m 0 O 0 51+00 (0 t�.. 0, 0 co 11+20 105 100 95 90 85 120 (0 O Wow BOTTOM OF B-11 BOREHOLE I') 0 cV 0 10 O 0i N 0 O 0 la- 52+00 O ROAD ACCESS PROFILE SCALE 1 "=20' H 1 "=5' V CL COWLITZ INDIAN TRIBE DRIVEWAY 1' MAX RISE IN 30 PER KING COUNTY ROAD STANDARDS (KCRS) 2.10 C 53+00 PVI STA:53+22.00 PVI ELEVc87.22 X 4.61 LVC:50.00 0, CL ROW 65TH AVE S 30 a no + CO '0w0 J GUTTER FLOWLINE ON 65TH AVE- BEDROCK PER 8-10 115 110 100 0 54+00 95 90 85 APPROVED AUG 09 2019 City of Tukwila PUBLIC Works Call 3 Working Days Before . You DIG! 1-800-424-5555 Rev�Date Issue / A 08/02/2019 Revisions Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite 1, L P p pSe206.75.121WA 1 f. 206.973.5344 engineering pllc www.lpdenglneenng.com © 2019 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer, JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 06/03/19 DRIVEWAY PROFILE C2.2 W E I N S T E I N A+ U ARCHITECTS + URBAN DESIGNERS 130 SEE SECTION B SHEET C2.4 125 120 r I I I J 115 _J L.. 110 105 100 95 90 85 'es•ignisheelsitokwile_fs52_drfreway profile.dwg songp 8/1/2019 5•17 Illpd—fslidolailpd engineering plIciprojectslreeinstein SD #1 cd TYPE 1 RIM1 1.50 14 LF 2' SD 8. 1.0% IE 106.50 (12" N) IN IE 106.50 (12" S) OUT 8" SD SD #2 CB TYPE 2448" RIM 111.50 IE 105.00 (12" N) IN IE 105.00 (12" E) OUT 01 ....... I ....... 141 LF 12" SD 1.1% 1 1 1 1 1 1 8" SS SD #8 CB TYPE 2I-48 RIM 109.90 IE 103.50 (12" W) IN IE 101.57 (12" NE) OUT 161 LF 12 SD .07 EX SDMH 1 RIM 125,90 IE 120.90 (12" S) OUT CD 0 0 0 U 00 99+80 100-F00 2 < • • 0 0 cv CD op 0 • 0 La_ LA r-) 0 r‘i 0 LA 0 0 0 101 0 0 u_ 0 101+00 102+00 0 op 130 125 ; . . 120 ; . . 0 1 0) CD 100 114 LF 12" SD @ 6.0% SD-1/4 CB TYPE 248" RIM 106.97 IE 99.96 (12" SW) IN IE 104.23 (8" N) IN IE 99.96 (12" E) OUT 10/ 0 CD 0 CD ot) to N 4 N 01c.1 O fi, fi-; (0 (6 Lri to 4 yi N ot c‘i 0 0 0 v-;; 0 0 0 0 0 0 0 0 0 0 W 0 C 110 105 100 105+00 oo cn co LA EX SDMH 2 RIM 99.38 IE 93.11 12" W) IN IE 92.76 (12" E) OUT 0 0 106+00 Q w 106+40 95 90 85 0 0 01 0 op 0 LA to ci 0 103+00 05 0 0.4 o0 0 O 0 STORM BYPASS PROFILE SCALE 1"=20' H 1"=5' V 0 05 rci 0 1,4 LJ ff.) 05 od u_ 1 1 05 0 APPROVED AU6 o9 2019 City of Tukwila PUBLIC Works Call 3 Working Days Before You DIG! E2 1-800-424-5555 Rev Date Issue A 08/02/2019 Revisions Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206.973.5344 engineering pllc www.lpdenglneetng.com 2019 LPD Engineering pllo - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 06/03/19 STORM PROFILE C2.3 ARCHITECTS + URBAN DESIGNERS Lionsdwg sangp 8/1/1019 518 Ilpd-lslldolollpd engineering pllclprq 130 125 120 115 X 5.7 105 100 95 90 C7 W 45° BEND EX SSMH RIM 126.10 IE 120.65 24 LF 8" DIP © 65% (C/C) ...1 (16 LF 8" DIP © 98%) .I. Z.I AUGERCAST PILE WITH LAGGING & SHOT—CRETE FACING W ;L V;O W +ll 0 9 10 0 W co O N 0 .0 CO 1C CV (9 li- 4"0 FOOTING DRAIN— SS #6 TYPE 2-48n— RIM 112.5 IE 105.53 (SEE PROFILE) WALL #1 REAR APRON 45° BEND 1+00 b 130 SECTION A SCALE: 1" = 5'V ; 1" = 10'H 135 135 130 125 120 115 110 105 100 95 EX SD, CB TYPE 2-48n RIM 125.90 IE 120.9 23LF 12" DIP © 63% (C/C) (18LF 12"DIP © 80%) 0 CO LJ IL_ FENCE PER LANDSCAPE TW 126.5 • N. 130 ALL #1: EL '1 111.5 125 REAR APRON 120 115 110 4"0 FOOTING DRAIN AUGERCAST PILE WITH LAGGING & SHOT—CRETE FACING M 01 0 w 10 10 SD#1, CB TYPE 1— RIM 111.5 IE 106.5 N iv- 0 0 w 0 105 100 W'W 1+00 95 SECTION B SCALE: 1" = 5'V ; 1" = 10'H 135 130 125 120 115 105 10 100 0+00 AUGER CAST PILE & LAGGING WITH SHOT—CRETE FACING PER STRUCTURAL EL EL 0.9 1.25.70 iX1 . . h N . . . . r, :.- ........ in d- <t' :41 In s NN NO O� W'LL P40 W0 REAR APRON 4'0 FOOTING DRAIN o o 10 ) 0 w it 1+00 135 130 125 120 115 110 105 100 SECTION C SCALE: 1" = 5'V ; 1" = 10'H 135 135 125 120 GRADE TO DRAIN 105 100 AUGER CAST PILE & LAGGING WITH SHOT—CRETE FACING PER STRUCTURAL 0 i0 itu W'.LL '�' (.0ci c FF • :...... �, ILO c‘iIL- 0i w 110 CD 0 w '0 FOOTING DRAIN 120 115 110 105 C�i0 APPROVED AUG 09 2019 City of Tukwila PUBLIC Works Li9-yeOf SECTION D SCALE: 1" = 5'V ; 1" = 10'H CaII 3 Working Days Before . You DIG! 1-800-424-5555 Rev Date Issue / \ 08/02/2019 Revisions Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 0 1932 First Ave, Suite 201, Seattle, WA 96101 p. 206.725.1211 f. 206,973.5344 engineering plic www.Ipdenglneering.com 2019 LPD Engineering plc- These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 Sheet Title SECTIONS Sheet C2.4 SO ID ARCHITECTS + URBAN DESIGNERS D Z ns.dwg songp 8/1/2019 5.19 RI oul1ulorlo fire station 521desgnls0ee/si/ukwil_ls52_ 1 1lpd-lsll do%j /pd engineering pl/c (projects l w 125 125 120 115 110 105 W`� 0 0 WW 00 w;L� 0) 0 :0 TW 11 4" 0 FOOTING DRAIN 620 00 FRONT APRON WALL #2 PER STRUCTURAL ...... 010 W:w 010 W:W 00 120 0 0 W;w 1+00 115 110 105 SECTION E SCALE: 1" = 5'V ; 1" = 10'H 105 100 95 90 85 80 TEMP SLOPE OR SHORING TO PROTECT NEIGHBORIN PROPERTY 010 0 0 0 0 010 W14w14-......,444-... ...00 EX 8" SS IE 89.82 95.80 WALL #3 4" 0 FOOTING DRAIN Lol- 0O. 00 W. EX 12" SD IE 86.94 1+00 4" FOOTING AIN SECTION F 105 100 95 90 85 80 SCALE: 1" = 5'V ; 1" = 10'H 115 110 105 100 95 90 85 80 E'G107.64 ✓" F.G. 109.52 0 O 0 0+00 WU- W� 16.95' PARKIN ST6 WALL #7- d-10 0,0 0i0 0 0 1+00 RIM S: 106.30 MID: 106.50 N: 106.20 5X10: 105.75; 106.75 co O CO OTIO 0:0 ;0 W ww MO 0 ifs w;W M 0 COO) 00 0W RNER (APPROX 1') F O.Oi co loo W0 cup OI ri r I (0. . C0 tn:0 0 cow co APPROX ELEVATION OF TOP OF BEDROCK PER HART CROWSER 10/18 0. 0' W; wl 2+00 0 W 115 110 105 100 95 90 85 80 APPROVED AUG 09 2019 City of Tukwila PUBLIC Works 19-00 SECTION G SCALE: 1" = 5'V ; 1" = 10'H CaII 3 Working Days Before You DIGI t 1-800-424-5555 Rev�Date Issue / / t \ 08/02/2019 Revisions Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 0 1932 First Ave, Suite 201, Seattle, WA 96101 p. 206.725.1211 f. 206.973.5344 engineering plic www.lpdengineedng.com ©2019 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 Sheet Title SECTIONS Sheet C2.5 4111 N A + U ARCHITECTS + URBAN DESIGNERS songp 8/1/2019 5 /9 PM Bins/ein auI/ukwda !re station 521designlsheelsilukeo_ls52_sedion �lpd-(sllearalpe eng. 120 115 110 105 100 95 o ;o WW 90 E ..0 NCRETE-1.....................................,..............._._.._.....2.4....... SIDEWALK Q ;3:0% . , .DRIVEWAY:. ©: 4.00% CO N:1) Xl 00 (0 O 4M bO N p 0 O .... O. Li W li 0+00 5' SIDEWALK ......:CO:NC:R ETE.... _. WALKWAY: :2% O O W co 17, O O 010 WW 4" FOOTING DRAIN — GUARDRAIL PER LANDSCAPE ALL #7 (CONCRETE) On u . O; 171gy O;(� Oj O' Wi Wi 1+00 0 10 WW 010 4- 120 115 110 105 100 95 90 SECTION H SCALE: 1" = 5'V ; 1" = 10'H 125 125 120 115 110 105 100 REAR APRON 1•9 FARKING STALL t {}% 00 W C.910 1 12.8 Qixi kr3ce:. <DIN <O N oo 0(9 W'W WiLr- 0+00 TOP OF WALL EL 115.0 WALL #9 4" FOOTING DRAIN ca 0 c? W Lt.. 3 d' EX BLOCK WALL O 120 115 110 105 100 SECTION I SCALE: 1" = 5'V ; 1" = 10'H 140 140 135 130 125 120 115 0 10 105 APPROXIMATE SANDSTONE PER GEOTECHNICAL REPORT 0+00 co co tri N 00 N r7 N EX BLOCK WALL 4" FOOTING DRAIN W0 0) 135 130 TOP OF WALL EL 1 15.36 W )L REAR APRON APPROVED AUG 09 2019 City of Tukwila PUBLIC Works 125 120 115 u_ 110 105 i i9 Ord SECTION J SCALE: 1" = 5'V ; 1" = 10'H Call 3 Working Days Before . You DIG! 1-800-424-5555 Rev//��Date Issue / 31 08/02/2019 Revisions Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite L: D 0 1, Seattle, WA 1 206.7 5,1211 .., f. 206,973.5344 engineering plic www.lpdengineering.com © 2019 LPD Engineering pllc-These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer, JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 Sheet Title SECTIONS Sheet C2.6 ARCHITECTS + URBAN DESIGNERS D fein oultukw/o fire station 521design(sheefsliakwi/o_fs5Lsectionsdwg songp 8/1/20/9 5.19 PM 1 I /pd-fs/ I data llpd engineering pi/c l projects) we 140 135 130 125 120 115 110 L L. 105 11286 4" FOOTING DRAIN N,.........oin Np 00 i f"h N� N— 0I. . U'. V` 1.1i Lill 4" FOOTING DRAIN 27.7 5.36 Q co REAR APRON 140 135 130 125 120 WALL #10 C2 L 115 0 C�!0 L ;IL 1+00 110 105 SECTION K SCALE: 1" = 5'V ; 1" = 10'H NOT USED NOT USED APPROVED AUG 092019 City of Tukwila PUBLIC Works lq•-ai8d NOT USED CaII 3 Working Days Before . You DIG! 00 t 1-800-424-5655 Rev�Date Issue / / 1 08/02/2019 Revisions Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS P 1932 First Ave, Suite 201, L t D Pe26.75.1211 01 L 206.973.5344 engineering pllc www.lpdengineedng.com 02019 LPD Engineering pile - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 Sheet Title SECTIONS Sheet C2.7 ARCHITECTS -I- URBAN DESIGNERS D etsltukwih/s52_grod and storm detodsdxg sangp 8/1/2019 5: 'la lire station 52 des btojlpd engineering p//ciprojJ GENERAL STORM DRAINAGE NOTES GROUND PAVEMENT OR GROUND NOTES: FRAME AND GRATE DRRING RND{OVER S. 34 2 1. MAXIMUM DEPTH FROM FINISHED GRADE ° 3a•. TO PIPE INVERT SHALL BE 5'-0". s• 2. CATCH BASINS TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C 478 (AASHTO M 1991)&ASTM C690UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE STANDARD SPECIFICATIONS. s,, I-46AR P 3. REBAR WELDED WIRE FABRIC HAVING NOO 6" RISER SECTION MINIMUM AREA OF 0.12 SQUARE INCHES PER L.- RISER OR ADJUSTMENT SECTION 4 MIN TO 16•MAIL r' HANDHOLDS 1. ALL LOCATIONS OF EXISTING UTILITIES AND UNDERGROUND STRUCTURES SHOWN ON THE PLANS HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. THE CONTRACTOR SHALL INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF PROPOSED IMPROVEMENTS. 2. THE CONTRACTOR SHALL VERIFY THE LOCATIONS AND ELEVATION OF ALL CONNECTIONS TO EXISTING SYSTEMS PRIOR TO CONSTRUCTION. 3. A SEPARATE SEWER/DRAINAGE SIDE SEWER PERMIT FROM THE DEPARTMENT OF PLANNING AND DEVELOPMENT (DPD) IS REQUIRED. AT THE TIME OF APPLYING FOR THIS PROJECTS SIDE SEWER PERMIT, THE APPROVED DPD PLAN COVER SHEET AND DRAINAGE CONTROL PLAN SET MUST BE PRESENTED WITH THE PERMIT APPLICATION. 4. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED DRAINAGE CONTROL PLAN ON FILE WITH DPD AND IN THE APPROVED BUILDING PERMIT PLAN SET. ANY DEVIATION FROM THE APPROVED PLANS MAY REQUIRE WRITTEN APPROVAL FROM DPD. 5. A COPY OF THE APPROVED DRAINAGE CONTROL PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 6. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO CONSTRUCTION OF IMPERVIOUS SURFACING UNLESS OTHERWISE APPROVED BY DPD. 7. STORM DRAINS SHALL BE ONE OR MORE OF THE FOLLOWING OR AS INDICATED ON THE PLAN: A. PVC PIPE AND FITTINGS PER ASTM 3034 SDR 35 WITH RUBBER GASKET JOINTS. PVC PIPE FOR PSS AND PSD SHALL BE TESTED FOR EXCESSIVE DEFLECTION WITH A MADREL PER SECTION 7-17.3 (4) OF THE SPECIFICATIONS. B. CONCRETE - ASTM C-14 CL III FOR PIPES LESS THAN 12" IN LAME DIAMETER. C. CONCRETE - ASTM C-76 CL IV FOR PIPES 12" AND LARGER. IN DIAMETER. D. CONCRETE - ASTM C-76 CL III FOR PIPES 18" AND E. HDPE - DOUBLE WALLED SMOOTH INTERIOR CORRUGATED HIGH DENSITY POLYETHYLENE PIPE. PIPE SHALL BE HANCOR HI-Q OR APPROVED EQUAL AND SHALL MEET THE REQUIREMENTS OF AASHTO M252 TYPES FOR PIPE 8 INCHES IN DIAMETER AND LESS, AND AASHTO M294 TYPE S, FOR PIPE 12 INCHES IN DIAMETER AND GREATER. FITTINGS AND COUPLINGS FOR PIPE 8-INCHES IN DIA AND GREATER SHALL SILT TIGHT. F. DUCTILE IRON SHALL BE PER ANSI A21.51 CLASS 50 WITH PUSH ON JOINTS. FITTINGS FOR DUCTILE IRON PIPE SHALL BE PER ANSI A21.10 OR ANSI A21.53 WITH PUSON JOINTS. GLANDS ON MECHANICAL JOIN PIPE AND FITTINGS SHALL BE DUCTILE. 8. BEDDING SHALL BE CLASS B FOR ALL PIPES EXCEPT DUCTILE IRON PIPE, WHICH SHALL BE CLASS D. BEDDING MATERIAL FOR PVC PIPE AND CMP SHALL BE MINERAL AGGREGATE TYPE 22. BEDDING MATERIAL FOR PVC PIPE AND CMP SHALL BE MECHANICALLY COMPACTED TO 95% OF MAXIMUM DRY DENSITY AS MEASURED BY ASTM D-698♦' 9. GRAVEL FOR TRENCH BACKFILL SHALL BE NATIVE MATERIAL FREE OF ORGANICS IF IT CAN BE COMPACTED TO A FIRM AND UNYIELDING CONDITION. IF IMPORTED MATERIAL IS NEEDED, USE CITY OF SEATTLE SPECIFICATIONS TYPE 17 OR APPROVED EQUIVALENT. 10. TEES OR WYES ON NEW PIPE LESS THAN 24" DIAMETER SHALL BE PREFABRICATED. TEES ON EXISTING PIPE OR ON NEW PIPE 24" AND ABOVE SHALL BE CONNECTED BY CORE DRILLING AND FLEXIBLE CONNECTION. SEE SEATTLE SPECIFICATIONS. 11. TEES, CATCH BASIN CONNECTIONS, SIDE SEWERS, AND SERVICE DRAINS SHALL BE PLACED AT A MINIMUM SLOPE OF 2%AND A MAXIMUM SLOPE OF 50%. INLET CONNECTIONS SHALL BE PLACED AT A MINIMUM SLOPE OF 5% AND A MAXIMUM SLOPE OF 50%. 12. RECONNECTION OF EXISTING CATCH BASINS SHALL INCLUDE NEW TRAPS, CONNECTION TO STORM DRAINS, AND REMOVAL OF EXISTING TRAPS. 13. WHERE A NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6 INCHES OR LESS, PROVIDE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN UTILITIES. 14. PIPE INSTALLATIONS SHALL BE IN ACCORDANCE WITH COS SPECIFICATIONS 7-01. 15. THE FOOTING DRAINAGE SYSTEM/FOUNDATION DRAINAGE SYSTEM AND THE ROOF DOWNSPOUT SYSTEM SHALL NOT BE INTERCONNECTED UNLESS SUCH CONNECTION IS AT LEAST 1 FOOT BELOW THE FOOTING DRAINAGE SYSTEM/FOUNDATION DRAINAGE SYSTEM AND DOWN SLOPE OF THE BUILDING FOUNDATION. 16. SERVICE DRAINS AND SIDE SEWERS SHALL NOT BE BACKFILLED UNTIL THE PIPE HAS BEEN INSPECTED AND APPROVED AND THE LOCATION AND DEPTH IS RECORDED BY THE INSPECTOR. 17. PROVIDE AND MAINTAIN TEMPORARY SEDIMENTATION COLLECTION FACILITIES TO ENSURE1/2'oo-,.ew SEDIMENT OR OTHER HAZARDOUS MATERIAL DO NOT ENTER THE STORM DRAINAGE SYSTEM. 18. PIPE TO BE ABANDONED SHALL BE FILLED WITH PORTLAND CEMENT AND SAND MIXTURE INBELL ACCORDANCE WITH THE CITY OF SEATTLE SPECIFICATIONS 19. THE CONTRACTOR SHALL PROVIDE SUPPORTS FOR POWER POLES NEAR EXCAVATIONS PER SEATTLE CITY LIGHT STANDARDS NO. D3-6. 20. PRIOR TO FINAL INSPECTION AND ACCEPTANCE OF STORM DRAINAGE WORK, PIPES AND STORM DRAIN STRUCTURES SHALL BE CLEANED AND FLUSHED. ANY OBSTRUCTIONS TO FLOW WiTHIN THE STORM DRAIN SYSTEM, (SUCH AS RUBBLE, MORTAR AND WEDGED DEBRIS), SHALL BE REMOVED AT THE NEAREST STRUCTURE. WASH WATER OF ANY SORT SHALL NOT BE DISCHARGED TO THE STORM DRAIN SYSTEM OR SURFACE WATERS. 21. CONTRACTOR SHALL OBTAIN ALL PERMITS FOR WORK WITHIN THE PUBLIC RIGHT OF WAY, THE CITY WILL INSPECT AND ACCEPT ALL WORK WITHIN THE PUBLIC RIGHT OF WAY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO SCHEDULE AND COORDINATE THE APPROPRIATE INSPECTIONS, ALLOWING THE PROPER ADVANCE NOTICE. THE INSPECTOR MAY REQUIRE RECONSTRUCTION OF ITEMS THAT DO NOT MEET THE CITY'S STANDARDS OR THAT WERE CONSTRUCTED WITHOUT INSPECTION. 22. THE CONTRACTOR SHALL ADJUST ALL EXISTING MANHOLE RIMS, DRAINAGE STRUCTURE LIDS, VALVE BOXES AND UTILITY ACCESS STRUCTURES TO FINISHED GRADE WITH IN THE AREA AFFECTED BY THE PROPOSED IMPROVEMENTS CITY OF TUKWILA STORM DRAINAGE NOTES ii^ B T "< .,r 13 FRONr SLAB COVER I )" 20.x24•OR t •sTEAnDtADDER PS c . 24°DIAMEreR z 54. pr• 4a', OROO' /• ' I_ ff��l��f '> 3/8"EX3" GALV. EYEBOLT WELD 24" = GALV. \• \ ". r� i j�SIZE INLET _ _i DRAIN PIPE, PER PLANs. 3a• 24" s 2-#3EARHOOPS `ORi' 92" RISER SECTION s" 2°.30 FOOT MAY BE USED WELDED WIRE FABRIC SHALL COMPLY TO ASTM A 497 (AASHTO M 221). DO NOT PLACE WIRE FABRIC IN THE KNOCKOUTS. 4. THE BOTTOM OF THE PRECAST BASE SECTION MAY BE ROUNDED. PRECAST s• BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE \ A WALL THICKNESS OF 2" MINIMUM. { `} 5. KNOCKOUTS MAY BE ON ALL 4 SIDES WITH MAXIMUM DIAMETER OF 20". KNOCKOUTS MAY BE EITHER ROUND 'D' SHAPE. PIPE TO BE INSTALLED IN FACTORY B-fixes) CAST IN P AGE i I PRECAST CHAIN 2000 t } MORTAR FILLET ET 4a'OIA-e" *:•'_ } IN I ( I . .3; r REINFORCING STEEL (FOR PRECAST BASE WITH INTEGRAL. RISER) 0.15SOIMtFi IN EACH DIRECTION FOR48" O.iRSO!SIFT INEACH DIRECTIONFOR 54" M 025 SOfrFORM.N EACH DIRECTION FOR j OUTLET DRAIN PIPE, 1J SIZE PER PLANS a ' t INSTALL TEE ON OUTLET PIPE 60' DIA'8" (VARIES) .' {' I f � PRErasteasEmrn,N INTEGRAL SEDU.a _,.f'S" I , ;'„n a.. j e:1 -'-GFNNVELMORALEFORPIPEBEDDING. FOR SEPARATE CAST In PLACE •o•RING . \L SEPARATECH$TINPUCEORGEPARATE REINFORCING 023s0IN/FTINEACHDIRECTiONF od3 SOwFTIN STEEL (FOR EACH DIRECTION 8"MIN. COMPACTED DEPTH. FOR PRECAST BASES ONLY. PRECAST BASE SEPARATE PAS. ONLY) FOR Sa^ OR54 GROUT ` 24' mcoNcRErE SEWER PIPE X 1 i 4'MIN. � CORNER DB REAo sDE tt sAeeacn WAY PRECAST 26, i °"Mi" BASE SECTION •MIN. � 22" ` .-� j . \ 1 r' v` I tl SUPPLIED KNOCKOUTS. 6. KNOCKOUT OF CUTOUT HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. 7. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER N. SECTION SHALL NOT EXCEED 1/2" PER FOOT. 8 CATCH BASIN FRAME AND GRATE SHALL \ BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR-F-621D. MATING a., SURFACES SHALL BE FINISHED TO ASSURE NON -ROCKING FIT, 9 FRAME AND GRATE MAY BE INSTALLED \ WITH FLANGE DOWN OR CASTINTO RISER. 10. VANED GRATE, REFER TO DS-06. ' ` -- 4. • 4" MIN.00Nc. CL 'B' PRECAST BAASSE 025 JOINT SD INrFT IN EACH DIRECTION FOR ELEVATION DET NOTES: 1. HANDHOLDS IN RISER IN CATCH BASIN SHALL HAVE OR LESS. REFER TO DS-10C 2. PRECAST BASES SHALL MIN. HOLE SHALL BE THICKNESS. MAXIMUM HOLE AND 48" FOR 60" CATCH BASIN. 3. ALL BASE REINFORCING CLEARANCE. 4. THE BOTTOM OF THE 5. FRAME AND GRATE MAY 6. LOCATE: STEPS AND LADDERS MANHOLE. REFER TO DS-06 OR ADJUSTMENT 6" MIN. CLEARANCE. AND DS-11 HAVE CUTOUTS EQUAL TO PIPE SIZE IS 36" MINIMUM STEEL SHALL PRECAST CATCH BE INSTALLED AWAY FOR VANED FOR OUTER FOR DISTANCE BE BASIN FROM GRATE SECTION SHALL HAVE 3" MIN, CLEARANCE. STEPS NO STEPS ARE REQUIRED WHEN °B" IS 4' STEPS AND LADDERS. OR KNOCKOUTS WITH A WALL THICKNESS OF 2' DIAMETER PLUS CATCH BASIN 48" CATCH BASIN, 42" FOR 54" CATCH BASIN, BETWEEN HOLES IS 8". PLACED IN THE TOP HALF OF THE BASE, 1" MIN. MAYBE ROUNDED: WITH FLANGE DOWN OR CAST INTO RISER. OPENINGS AND. CENTERED OVER THE AND CATCH BASIN MARKINGS. NOT TOS2sn. NOTES: 1, FOR USE 2. FOR USE 3 SOLID 4. COMPACT 5. REFER AS SMALL IN NON CONCRETE SUBGRADETO TO DS-03 CATCH BASIN OR DISTRIBUTION BOX. -TRAFFIC AREA ON PRIVATE PROPERTY. COVER WHEN USED AS A DISTRIBUTION BOX, 90 %MODIFIED PROCTOR. 2 OF 2 FOR MATERIAL. DIMENSION. NOT TO SCALE (MEASUREMENT AT TOP OF THE BASE) 11. REFER TO DS-06 FOR CATCH BASIN MARKINGS. NOT TO SCALE 54 CATCH BASIN CATCH BASIN .- y4 CATCH BASIN R a xt of YARD DRAIN • `+` City of TYPE 2 (48"/54 (60') Cityof TYPE 1 \� .- ✓SHEET: DS-03 1 OF 2 t% _✓ SHEET: DS-02 o L• • 0 SHEET: DS-01 • "' Tukwila ll REVISION #t: 08.D3 I ` ` ( REVI81ON 0'1: 08.03 i LAST 04.08 .. Tukwila il REVISION 21: 08,03 (Tukwila APPROVAL: B. SHELTON APPROVAL BOB GIBERSON, CITY ENGINEER 1j APPROVAL: B. SHELTON NTS CATCH BASIN - YARD DRAIN DETAIL 1 OF 2 it CATCH NTS 3 BASIN - TYPE 2 (48754760) DETAIL NTS 2 CATCH BASIN - TYPE 1 DETAIL B' 8 PADS (1-1(8'k 2':c v8"THICK) LEVELING PADS 8PADS1-1/21x3N•213E LETTEAWG A TO SE RECESSED Ills' --25 a• MATERIAL DIMENSIONS A `` .1 C n D]4 ti_ �h_L. i _..1---,- +li� '-,, sra•°w.HOLE fl J C 'r i i 5 e ,,- f ^� L _a- - 20" A / ` r 4 F 4I ®f a=a2 va^ �. ,-,a 6 �r1� I I 11 - 37?R WITH OR WITHOUT PERFORATION INSIDE DIAMETER 12"T&G 18" 24" 24"T&G ' �' V"• r ` va• DEPTH 36" 36" 36" 36" OR 48" L "r �..1rrli•r•I.(.g-'PJ W L(� II. iv e � z . T'S J yte.R WALL THICKNESS 2" 2-1/2' 3-1/4" 3" BELL O.D. 18" 27" 33" 30" (SEESLOT 1'�A..- I.D.1q" 22°27-718" 27,1„ DETAL TOP VIEWSLOT DETAILYANEDETAIL BELL DEPTH 1-3/8" 3-1/2" 3-1/2" 2" LOCKING LID .sa i ya 12 <::. ...=,.. �" 24"• P.- - seeoE AL° GRATE DIAMETER 13-7/8" 21-7/8" 27-3/4" 27" u 17 MIN. Oat GRATE THICKNESS 1-7/16" 3-1/2" 3-1f2" 2" 11/18.- --- +1-rre 2ts" 8 va. a # 1 PP.- ON C-C sEFS ECn 1-.1-1 b -r APPROX. WEIGHT 300# 40011 975/1 825#, 1100# 2° PLAN SECTION B-B s 1-flre' V 21M' 3N'MAX ?// .4:: ' \ / ✓ - ( ire SECTION B.B SECTION C-C T ° b'a' I L_ R -31re' „ 2^ SECTION A -A SECTION i AA "----^" MAR IDUBTRIEB �ZVHOTTAPE. uaBs4sNdoRArPRovEDEaua. NOTES: NOTES: 1, SET GRATE INTO BELL RECESS. 1.WELDING IS NOT PERMITTED J s"DIA a1n 1 )' va 1fe 2. MAY REQUIRE A BASE SLAB., 2 DIMENSIONS SHALL HAVE At1/16"TOLERANCE NO DUMPING] C"1I 5, SHALL HAVE 1/8"RADIUS AND 1/8"CHAMFER OR COMPLETE DRMNS TO STREAM AI 3. EDGES ) �' -)�. %� P ^ T- 3. FOR USE IN NON -TRAFFIC AREAS ON PRIVATE PROPERTY. ora j f a'a" , 14 I ( DEBURRING 4. THE NAME OF THE MANUFACTURER AND FACE O EACH OF FLOW SHALL BE EMBOSSED'.ON THE TOP SURFACE OF EACH GRATE. CATCH BASIN MARKING �� II%/ �) 'WWI � ( re° a+m' 12 LETTERING TO BE RECESSED 1/16 5. EMBOSS GRATE WITH MATERIAL *TYPE, DI (FOR DUCTILE IRON) OR THE MANUFACTURER. NAME MARKING CAST STEEL),ICCTCH THEBASIN 6. THERMOPLASTIC CATCH BASIN MARKING TO BE INSTALLED WITH 6. THERMOPLASTIC ALL NEW OR ADJUSTED CATCH BASINS, EXCEPT THOSE WITH SOLID LIDS. 7. PLACE CATCH BASIN MARKING,"OUTFALL TO STREAM, DUMP NO POLLUTANTS , ON THE SURFACE OF EACH GRATE, PREFERABLY LOCATED IN THE BORDER AREA.jay 8. LOCKING LID REQUIRED. m„CV NOT TDSCALE 1 1n" i-- o h ua Hoee ,12z=Ow 'Vim •� lro 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, AND THE ADOPTED KING COUNTY SURFACE WATER DESIGN MANUAL, UNLESS OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS WITH "DUMP NO WASTE" AND EITHER "DRAINS TO STREAMS", "DRAINS TO WETLANDS", OR "DRAINS TO GROUNDWATER", AS APPLICABLE. 3. DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATCH THE SIDE SLOPE. NTS STORM DRAINAGE NOTES 5 RlvereD DETAIL OF HANDLE n1..._ 1B° ' DETAIL D NOT ToSCALE SECTION C-C NOT TO SCALE CATCH BASIN & INLET '_ u CATCH BASIN CATCH BASIN ?� i j) (� f CT VANED GRATE , if jj of SOLID METAL COVER „ • of YARD DRAIN ti•- s `� ✓ 550 OS-06 • �• t 1 N J '. SHEET: DS-04 44 t j ✓ SHEET: DS-03 2 OF 2 �r r';Y u, ll�, REVISNN+tn: 08.63 I LAST REVISIDx: 04.08 • .' Tl ill[,l REVISION El: 08.03 I } .:i Tukwila lla REVISION #i: 06.03 I APPROVAL_ BOB GIBERSON, CITY ENGINEER APPROVAL: B. SHELTON APPROVAL: B. SHELTON NTS 8 CATCH BASIN &INLET - VANED GRATE NTS 7 CATCH BASIN - SOLID METAL COVER DETAIL TS CATCH BASIN - YARD DRAIN DETAIL 2 OFN2 6 Rev Date Issue / , 08/02/2019 Revisions Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite 0 Seattle, WA 01 206.7 5.1211 F. 206 973 5344 engineering pllc www.lpdengiseeEng.cam 92019 LPD Engineering pile - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation or the Engineer. APPROVED AUG 09 2019 City of Tukwila PUBLIC Works JURISDICTIONAL APPROVAL STAMP Issue Date 06/03/19 GRADING AND DRAINAGE NOTES AND Sheet Title DETAILS Sheet C 2.8 ARCHITECTS + URBAN DESIGNERS WEINSTEINA+U dwg sangp 8/1/2019 519 PM MH RN G& LOCKING COVER 4 WEBS, 9H'THICK 'I 41111111 IN ■ °o o° a° °o 13" CC 1-3/16" RED REFLECTORS 1 in . b °o as a° 0 \ 24" MAX iz"MPI. Tcsa^Mnx. ri ////, _® EOLTMOLES 0"MIN.TO 18"MAX . NM El 1111 � t s ✓ll f 1 a� �'-- A E \111111111111,w) , PRECASTCONCRETERMGS %m B" I� NOTES: / �r / / RAIL9t16"ROUND BAR 1. RUBBER PREAsrcoNEsecnaN ( rrrP. i GASKET&GROUT AT ALL JOINTS- 0000 o000000000.o 0000ao o 0 0 0 0 0 0 0 0 o a o 0 0 0 0 oo. o a o o 1 ACCESS DETAIL 2. REFER TO DS-i!]C FOR STEP DETAIL. '. Ito �� COVER PLAN PaGa/oLeII / / /' 1 r FRAME PLAN 14 1/4 - PLAN _ Alli ouTsioE OUTSIDE MATCH CRONMS IN PLANS. UNLESS OTHERWISE SFECIFIED. �-1�'4 I i Q� 26.314. / / Elk RUNG 1/2" GRADE 60 3i4" HOLES rs' zsv4 NE 1. ' IO'�"+*a Ie" Le' e+Ne �1I a+ '1e r'�`."�l. ^"�!°'ae�i: GROUr GROUND SEAT. 1 I I } SECTION A A I SEAT.✓ �'// y 9-318" a PAS *e,;rs00,.. .004.0. ' ® GRAY IRON LOCKING e MACHINE GROUND POLYPROPYLENE HANGING LADDER 1.0.400.4010.0.0.0000 COVER 1 -///� arao�"ier"�'sj +� '°•*yj6gM+o'.y�vt2"GRADE60STEEL i i604,46�.1•e.0*REINFORCING :.;$1.6:Sti BAR SECTION B-Bim`"s�'eeee.�ssGRAY 0:4t:.iiil oo '1•40 e,.e+"'rd�®oeet® 010°NOTES: O �AX'.��e1A' sNo!+ „ `®io s�e� e� IRON FRAMEet MIN. 24'CAiCH WITH W; L 12' MN TO to "MAX NOTES: 1. POLYPROPYLENE 2. 1/2" GRADE 3. 9/16" COLD 4 PATENT 5. 3/8" DIA. 6 316-SS TYP 6 REFER TO ASTM D4101 60 REINFORCING BAR DRAWN BAR C7018 PENDING -LANE POLY STEPS BOLT 316-SS, 34/2' LONG AT LADDER MOUNTS D5-10C'FOR STEP DETAIL A615 NOT TO SCALE 1. FRAME TO BE GROUTED 2. COVER TO BE EJIW CATALOG NUMBER 3717C1 PT, AND PRODUCT NUMBER NCR07-2775A, WITH THE SEAL OF TUKWILA, AND LEGENDS 1908, 2008, AND STORM. 3: FRAME TO BE EJIW CATALOG NUMBER 3705CPT, OR EQUAL. 4. INSTALL SO THAT BOLT HOLES ALIGN WITH CENTER OF LADDER. NOT TO Noms `ems NOTES: . 1LANE P-13938 CUT OUT " " " " " ' ' ' OR APPROVED EQUAL NOT To SCALE PRECAST BASE CATCH DETAIL NOT TO SCALE MANHOLE MANHOLE MANHOLE STORM MANHOLE ` . + City of LADDER r Lit. of POLYPROPYLENE SAFETY STEP 0 • '. CitY Of ACCESS AND: CATCH Cityof 24" FRAME WITH COVER \ J SHEET: DS-11. � i � SHEET: DS-10C ti�L 2HEEr. DS-10B � SHE: DSO9 Tukwila Bi: 08.03 Tukwila REVISION n1. 08.03REVISION I Tukwila REVIs1On Ai: OS.03 ( Tukwila I LAsrREvlewN: 03.08 REMOVAL: APPROVAL; B. SHELTON APPROVAL: B. SHELTON w APPROVAL: B. SHELTON APPROVAL: B. GIBERSON B.0GI NTS MANHOLE -LADDER DETAIL NTS MANHOLE -POLYPROPYLENE SAFETY STEP DETAIL � NTS 2 MANHOLE - ACCESS AND CATCH DETAIL NTS 1 STORM MANHOLE - 24" FRAME WITH COVER DETAIL 1 NTS NOT USED 6 n REBAR METAL FRAME&GRATE PER WSOOT STD. PLAN B.21 >A CURE Ara 8Ut1EK (SEE DETAIL RU.SUA) RIGID PPE FLEXIBLE PIPE MAXIMUM PIPE SLOPES AND VELOCITIES (D.I., CONC.) SUBGRADE ELEVATION (CPEP CMP, PVC) 61 r 1 u-� / BACKFILLL !IL ff-ff-LLfrILI'f- ill l' ..,,,<_6 ..,,./ .„, f PIPE MATERIAL PIPE SLOPE (ABOVE WHICH PIPE ANCHORS REQUIRED AND MINIMUM ANCHOR SPACING MAXIMUM SLOPE ALLOWED MAXIMUM VELOCITY AT FULL FLOW L tEZEECL[LC L LL k i CMP, SPIRAL RIB, PVC; CPE ('1) 20 % (1 ANCHOR PER 100 LF OF PIPE) 30 % 3 ) ( 30 FPS a PREMoeo JT. FILLER JOINT FILLER 0. --->A 3.7 CONCRETE OR LCPE ('1) 10 % (1 ANCHOR PER 50 LF OF PIPE) 20 % ("3) 30 FPS / n 4 DUCTILE IRON ('2) 20,% (1 ANCHOR PER PIPE SECTION) N/A N/A PIPE BEDDING a .a - DIA, INLET DETAIL SWPE("2) (HOPE) 20 % (1 ANCHOR PER 100 LF OF PIPE, CROSS -SLOPE INSTALLATIONS- ONLY) N/A N/A 60GItADE(1YP) r-s- v - '.. - a 4 4' - .. - PIPE AS SPECIFIED ONPLAN ORSPECS : ,i I s rA- o n a Aq • a a a 0 4" ,t a a -.-3'--- iREE0. StO �- 61I2' 1-U 6 NOTES: -► '4L _, 11-1, i -n-n I -I I''' 1. LLEt' II I I .�1It I- II ,: n �I=j I'' I n (T- I1 iT ( -'-A'u`t'Tl�il III I) 1 I(� 1 ' 0 L.� REBAR.AROUND • " ow FRAME AND GRATE *1.. THESE MATERIALS ARE. NOT ALLOWED. IN LANDSLIDE HAZARD AREAS: "2. BUTT FUSED OR FLANGED PIPE JOINTS ARE REQUIRED; ABOVE GROUND INSTALLATION IS RECOMMENDED ON SLOPES, "3. A MAXIMUM SLOPE OF 200% IS ALLOWED FOR THESE PIPE MATERIALS WITH NO JOINTS (ONE SECTION), WITH STRUCTURES AT EACH END, AND WITH PROPER GROUTING, NOT TO SCALE "a . -' . ao a -----"" _ <. #. B. - .. - ' 1 1S X I D.+i9 24' MIN. NOTES: 1. IN PAVED AREAS AND RIGHTS -OF -WAY, BACKFILL WITH %" MINUS CRUSHED ROCK TOP COURSE, COMPACTED IN MAXIMUM 6" LIFTS,. TO 90 % MODIFIED PROCTOR PER ASTM D-1557. 2 IN UNPAVED AREAS BACKFILL WITH NATIVE MATERIALS OR GRAVEL AND COMPACT IN MAXIMUM 12" LIFTS TO 90 % PER ASTM D-1557 3 NATIVE BACKFILL MATERIAL AT UNPAVED AREAS SHALL NOT HAVE PARTICLE SIZE GREATER THAN 1" WITHIN 6" OF THE PIPE EXTERIOR. 4. COMPACT PIPE %" CRUSHED ROCK BEDDING TO 90 % MODIFED PROCTOR PER ASTM D-1557. NOT TO SCALE a •-POUREDINP ° - - ACE CEMENT CONCRETE CURE AND GUTTER aS TIE 1 4-518 BASN1r&ET- SECTIONA-A /9...ge?) 1. REFER TO DS-06 FOR CATCH BASIN MARKING NOT TO SCALE CURB AND GUTTER TRENCH PIPE ANCHOR "® City of CATCH BASIN SURROUND • City of BEDDING AND BACKFILL City of J ' fiA SHEET'. DS-15 ► � 0HEET. DS-14A ♦ �- .� SHEET: DS-12 2 OF 2 . •.; Tu ila REVISION a1: 08.03 " . 74k'wila REVISIon %i: 48.03 I Tukwila l REVISION NI: 08.03 I APPROVAL: B. SHELTON • .APPROVAL: B. SHELTON APPROVAL: B. SHELTON NTS j'"� CURB AND GUTTER - CATCH BASIN SURROUND DETAIL ipiq NTS TRENCH - BEDDING AND BACKFILL DETAIL NTS PIPE ANCHOR DETAIL Rev�Date Issue / / 08/02/2019 Revisions Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite 201, L P Seattle, g1 5.1211 f. 206.973.5344 engineering pllc WWW.Ipdengine1rirg.vory ©2019 LPD Engineering pllc- These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. APPROVED AUG 09 21119 City of Tukwila PUBLIC Works JURISDICTIONAL APPROVAL STAMP Issue Date 06/03/19 GRADING AND DRAINAGE DETAILS Sheet Title Sheet C2.9 W E I N S T E I N A+ U ARCHITECTS + URBAN DESIGNERS storm detoilsdwg songp B/1/1019 519 ro 10" (TYP) — 1/2" • LJ 4 1/4" © 4"0 DS 4"0 ROOF DS - SEE ARCH PLANS AND SPECIFICATIONS 6" PIPE CAP W/HOLE CUT 1/8" LARGER IN DIAMETER THAN DOWNSPOUT PIPE JT FILLER (TYP ALL AROUND WHEN CONCRETE IS PRESENT) STORM DRAIN CLEANOUT FLUSH W/ FINISHED GRAD PLASTIC VALVE BOX W/ 6" DIA LID FOR LANDSCAPED AREAS OR STD CAST RON COVER FOR PAVED AREAS SEE DETAIL 6"-45' (1/8) BFND FOOTING DRAIN 02.110SEE DETAIL SURFACING PER PLAN 6"SANITARY TEE SLOPE PER PLAN a 6"-45' (1 /8) BEND NTS ROOF DOWNSPOUT CONNECTION WITH CLEANOUT 48" ACCESS RISER W/- 02`t0 24" SOLID LOCKING LID RIM 106.30 TOP OF VAULT EL 96.04 ;;TOP OF SEDIMENT STORAGE EL = 88.44 8.00 4" PERFORATED PVC FOOTING DRAIN IE 88.44 GRAVEL BACKFILL 48" ACCESS RISER W/ ?,24" SOLID LIOCKING LID ;:RIM 106.50 2.06' FREEB0A10 0.66' AVG SEDIMENT STORAGE_ 4.5' LIVE STORAGE DEP FLOOR AND CAPILLARY BREAK PER STRUCTURAL DRAWINGS SLOPE TO DRAIN AWAY FROM BUILDING • BUILDING FOOTING & WALL PER STRUCTURAL DRAWINGS. SEAT WALLS PER LA DRAWINGS. DO NOT DISTURB FOOTING BEARING ZONE WHEN INSTALLING FOOTING DRAIN _MAX ❑ SIGN W S_ = 92 94 LOWEST EL 87.47 SECTION A -A PROPOSED GRADE PER PLAN CONTRACTOR TO PROVIDE TEMPORARY PROTECTION OF WASHED ROCK BACKFILL PRIOR TO PLACEMENT OF FINAL FILL LAYERS j • 1• 2" MIN \\� \, ��\ \ �\ ��j/ • LADDER RUNGS FRO ACCESS RISER TO FLOOR (TYP) 12"0 RISER SHEAR GATE FLOOR GRATE OVER SUMP AREA REFER TO STRUCTURAL DWGS VARIES FILL AS REQ FOOTING DRAIN TOP SHALL BE A MIN OF 4" BELOW TOP OF FOOTING FOOTING DRAIN PLACED LEVEL OR WITH POSITIVE SLOPE TO OUTLET NTS el FOOTING DRAIN 48" ACCESS RISER W/ n 24" SOLID LOCKING LID 029 RIM 106.20 TVERTICAL RECTANGULAR ORIFICE W: 0.25", L: 12.84" ORIFICE EL 91.87 (-PIPE SUPPORTS (3 MIN) 3' MAX VERTICAL SPACING 3"x0.09" ALUMINUM W/ 5/8" STAINLESS BOLTS 12" OUTLET PIPE E 88.44 1.8"0 ORIFICE RESTRICTOR ORIFICE PLATE BOLTED TO FLANGE OR DRILLED CAP NTS 9 DETENTION VAULT FG 106.20 LADDER RUNGS FRO ACCESS RISER TO FLOOR (TYP) 12"0 RISER _ SHEAR GATE VAU T FLOOR GRATE OVER SUMP AREA REFER TO STRUCTURAL DWGS NTS NOT USED ERTICAL RECTANGULAR ORIFICE W: 0.25", L: 12.84" ORIFICE EL 91.87 PIPE SUPPORTS (3 MIN) MAX VERTICAL SPACING 3"x0.09" ALUMINUM W/ 5/8" STAINLESS BOLTS 12" OUTLET PIPE E 88.44 1.8'0 ORIFICE RESTRICTOR ORIFICE PLATE BOLTED TO FLANGE OR DRILLED CAP NTS FLOW CONTROL STRUCTURE / IN 5.1" 4" MIN SLOPE TO DRAI ,1`yT ACO KS100, ZURN Z886, TRENCH DRAIN SYSTEM OR APPROVED EQUAL 4" MIN 18" MAX // .-4)r SLOTTED IRON GRATE W/LOCK /ADJACENT PAVEMENT \\ t\ \\i\ - \\ \\= \\- -- \\\r COMPACTED SUBGRADE RIM PER PLAN R" RFf111CING TOP SLAB 48" DIA RISER TOP OF VAULT NTS A TRENCH DRAIN 24" SOLID LOCKING LID COVER 24" DIA RISER HAND HOLDS OR LADDER RUNGS FROM ACCESS OPENING TO VAULT FLOOR 12" 24" DIA OPENING N VAULT LID t VARIES PER PLAN DETENTION VAULT ACCESS RISER INTERIOR WALL REFER TO STRUCTURAL NTS 8 (/ FINISHED GRADE 12" 0 D.I. PIPE \ .\/\ CONCRETE FIBER JOINT FILLER COMPACTE SUBGRADE SEE PLAN FOR I.E. AND DIA DIA PER PLAN PAVED AREAS 2' SQUARE IF CLEANOUT IS IN CONCRETE PAVED SURFACE, PROVIDE THICKENED EDGE & POUR CONCRETE MONOLITHIC • \! CAST IRON COVER AND RING MARKED "FDCO" FOR FOOTING DRAINS AND "SDCO FOR STORM LINES GRIPPER PLUG SET FLUSH W/FINISHED LANDSCAPE GRADE HDPE VALVE BOX SIZED F ADEQUATE ACCESS DIA PER PLAN SEE PLAN FOR I.E. AND DIA 2" • / 2" PEA GRAVEL 45° BEND LANDSCAPED AREAS APPROVED AUG 09 2019 City of Tukwila PUBLIC Works GRIPPER PLUG 6"-8" T /� // 18„ <jj i l' .' FILTER FABRIC /?- O/cft NTS 1 rti STORM DRAIN CLEANOUTS Rev�Date Issue / / 1 \ 08/02/2019 Revisions Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA pu1 206,7 5.12111 f. 206.973.5344 engineering pllc www.ipdengiaeedng.mm ©2019 LPD Engineering pllc- These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue Date 06/03/19 GRADING AND DRAINAGE DETAILS Sheet Title Sheet C 2.10 ARCHITECTS + URBAN DESIGNERS deladsdwg songp 8/1/2019 5:19 PM o fire stolon 521desrgn(sheelsltakwilels52grod and SITE SPECIFIC DATA PROJECT NUMBER 8954 PROUEOT NAME TUKW1(A FIRE STATION 52 PROJECT LOCATION TUKWILA, WA STRUCTURE 1D /16 TREATMENT REQUIRED VOLUME BASED (CF) FLOW BASED (CFS) 0174 PEAK BYPASS REQUIRED (CFS) - IF APPLICABLE 1.467 PIPE DATA I.E. MATERIAL DIAMETER INLET PIPE 102.83 N/K 8' OUTLET PIPE 99.50 N/K 8' PRETREATMENT BI0R7TRAT10N DISCHARGE RIM ELEVATION 107.00 107.00 107 00 SURFACE LOAD PEDESTRIAN PEDESTRIAN PEDESTRIAN FRAME & COVER 030' J0' X 48' 024' WEILANDMEDIA VOLUME (CY) 3.85 ORIFICE SIZE (DIA INCHES) TBD NOTES: PRELIMINARY, NOT FOR CONSTRUCTION. INSTALLATION NOTES 1. CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERIALS AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURERS SPECIFICATIONS, UNLESS OTHERWISE STATED IN MNNUFACTURERS CONTRACT. 2. UNIT MUST BE INSTALLED ON LEVEL BASE. MANUFACTURER RECOMMENDS A MINIMUM 6' LEVEL ROCK 845E UNLESS SPECIFIED BY THE PROJECT ENGINEER CONTRACTOR 1S RESPONSIBLE ro VERIFY PROJECT ENGINEERS RECOMMENDED BASE SPECIFICATIONS. 3. ALL PIPES MUST BE FLUSH WITH INSIDE SURFACE OF CONCRETE. (PIPES CANNOT INTRUDE BEYOND FLUSH). INVERT OF OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. ALL GAPS AROUND PIPES SHALL BE SEALED WATER FIGHT WITH A NON -SHRINK GROUT PER MANUFACTURERS STANDARD CONNECTION DETAIL AND SHALL MEET OR EXCEED REGIONAL PIPE CONNECBNN STANDARDS. 4. CONTRACTOR T0. SUPPLY AND INSTAL ALL EXTERNAL CONNECTING PIPES. 5. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RISERS, MANHOLES AND HATCHES. CONTRACTOR TO GROUT ALL MANHOLES AND HATCHES TO iMATCH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE. 6. DRIP 0R SPRAY IRRIGATION REQUIRED ON ALL UN175 WITH VEGETATION. Z CONTRACTOR RESPONSIBLE FOR CONTACTING MODULAR WETLANDS FOR ACTIVATION OF UNIT. MANUFACTURES WARRANTY IS VOID WITH OUT PROPER ACTIVATION BY A MODULAR 'WETLANDS REPRESENTATIVE. GENERAL NOTES 1. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS ELEVATIONS, SPECIFICATIONS AND CAPACITIES ARE SUBJECT TO CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS WEIGHTS AND ACCESSORIES PLEASE CONTACT MANUFACTURER. 0/045047 UNDERORNN MANIFOLD OUTLET PIPE SEE NOTES DRAIN DOWN UNE PLAN VIEW ELEVATION VIEW WESLANOMEDN BED PATENTED PER/METER VOID AREA PRE -FILTER CARTRIDGE INLET PIPE SEE NOTES INTERNAL BYPASS DISCLOSURE: THE DESIGN AND CAPACITY OF THE PEAK CONVEYANCE METHOD TO BE REVIEWED AND APPROVED BY THE ENGINEER OF RECORD. HGL(S) AT PEAK FLOW SHALL BE ASSESSED TO ENSURE NO UPSTREAM FLOODING. PEAK HOT. AND BYPASS CAPACITY SHOWN ON DRAWING ARE USED FOR GUIDANCE ONLY. Ilk' PRODUCT DESCRIBED MAY BE PROWLED BY ONE O4 MORE OE THE FOLLOWING US MEATS 1421264 T,420,J6x 1674,526' 8,31b816 REVVED ;LNEM PAWNS OR OTHER PAWS PFNOAIO PROPRIETARY AND CONFIDENTIAL: THE AFORALAr6w 0(1757BD AV MS CROW S lhk SOLE PROMS,' OF MODULAR ME]LWOS Sni0S ANY REPRODUCTION kV PAR! OR AS A JINGLE 47417 THE IN1RD/ PERMISSION 04 MODULAR WEDAROS Ann1S 5 PR041714 a LEFT END VIEW RIGHT END VIEW Ca A 6' TREATMENT FLOW. (CFS).... OPERATING HEAD (FT) PRETREATMENT LOADING RATE (GPM/SF) 0.2J1 3.5 2.0 WETLAND MEOW LOADING RATE (GPM/SF) 1.0 MW5-L-8-8-6'-91/2 "-V-UG STORMWATER BIOFILTRATION SYSTEM STANDARD DETAIL MODULAR WETLAND SYSTEM #1 SITE SPECIFIC DATA PROJECT NUMBER 8954 PROJECT NAME TUKWILA F7RE STATON 52 PROJECT LOCATION RIKWIIA WA STRUCTURE ID 121 TREATMENT REQUIRED VOLUME BASED (CF) FLOW BASED (CFS) 0.020 PEAK BYPASS REQUIRED (CFS) - IF APPLICABLE 0.152 PIPE DATA I.E. MATERIAL DIAMETER INLET PIPE 94.78 N/K 8' OUTLET PIPE 94.50 N/K 8' PRETREATMENT B10/LTRAIION DISCHARGE RIM ELEVATION 99.00 99.00 99.00 SURFACE LOAD PEDESTRIAN OPEN PLANTER PEDESTRIAN FRAME /2 COVER 24' X 42' N/A N/A WEILWOMEDIA VOLUME (CY) 1,00 ORIFICE SIZE (DI. INCHES) TBD NOTES: PRELIMINARY, NOT FOR CONSTRUCTION. INSTALLATION NOTES 1. CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERIALS AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURERS SPECIFICATIONS, UNLESS OTHERWISE STATED IN MANUFACTURERS CONTRACT. 2. UNIT MUST BE INSTALLED ON LEVEL BASE. MANUFACTURER RECOMMENDS A MINIMUM 6' LEVEL ROCK BASE UNLESS SPECIFIED BY THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE TO VERIFY PROJECT ENGINEERS RECOMMENDED BASE SPECIFICATIONS, 3. ALL PIPES MUST BE FLUSH WITH INSIDE SURFACE OF CONCRETE: (PIPES CANNOT INTRUDE BEYOND RUSH). INVERT OF OUTFLOW PIPE MUST 8E RUSH WITH DISCHARGE CHAMBER FLOOR. AL GAPS AROUND PIPES SHALL BE SEALED WATER TIGHT WITH A NON -SHRINK GROUT PER MANUFACTURERS STANDARD CONNECTION DETAIL AND SHALL MEET OR EXCEED REGIONAL PIPE CONNECTION STANDARDS. 4. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES. 5. CONTRACTOR RESPONSIBLE FOR 1NSTALLADON OF ALL RISERS, MANHOLES AND HATCHES CONTRACTOR TO GROUT ALL MANHOLES AND HATCHES TO MATCH F7MSHED SURFACE UNLESS SPECIFIED OTHERWISE. 6. DRIP OR SPRAY IRRIGATION REQUIRED ON AL UNITS WITH VEGETATION. 7 CONTRACTOR RESPONSIBLE FOR CONTACTING MODULAR WETLANDS FOR ACTIVATION OF UNIT. MANUFACTURES WARRANTY IS VOID WITH OUT PROPER ACTIVATION BY A MODULAR WETLANDS REPRESENTATIVE GENERAL NOTES I. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS, ELEVATIONS SPECIFICATIONS AND CPACIDES ARE SUBJECT TO CHANCE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES PLEASE CONTACT MANUFACTURER. LEFT END VIEW In OUTLET PIPE SEE NOTES FLOW CONTROL RISER IE OUT PLAN VIEW C/L PATENTED PER/ME7ER VOID AREA ORNN DOWN UNE PRE -FILTER CARTRIDGE INLET PIPE SEE NOTES 700 95.80 lE /N 4.y 4,_2' I`4' 4'--70' ELEVATION VIEW INTERNAL BYPASS DISCLOSURE: 7HE DESIGN AND CAPACITY OF THE PEAK CONVEYANCE METHOD TO BE REVIEWED AND APPROVED BY THE ENGINEER OF RECORD. H0L(5) AT PEAK FLOW SHALL BE ASSESSED TO ENSURE NO UPSTREAM FLOODING. PEAK HCL AND BYPASS CAPACITY SHOWN ON DRAWING ARE USED FOR GUIDANCE ONLY. LOW INFLOW PIPE DISCLOSURE: IT IS RECOMMENDED THAT A SUFF7CI£NT VARIATION IN ELEVATION BETWEEN THE INLET AND OUTLET BE PROVIDED TO ALLOW FOR ACCUMULATION OF SEDIMENT IN THE PRE-TREATMENT CHAMBER. FAILURE TO DO 50 MAY RESULT IN BLOCKAGE AT INFLOW POINT(S) WHICH MAY CAUSE UPSTREAM FLOODING. RE PRODUCT DFSCPo&D MY BE PROMOTED BY OW OR WE OF D5 FOLLOWS US PA]EMA 1,426264 F,42t13B60 11.614A27/- 6364815 R'LIt4D EDREXV PATERS 0R OWL PROEMS MTIXA'S PROPRIETARY AND CONFIDENTIAL: R2 R60PI101LW CCSVTAINED THS DOING S NE ALE PROPERTY OF MODULAR WETLANDS SYSt5MS AHf REPROOLCTION Af PART OR AS A MEOLEWRH5A THE MOM, PERMSS{w Of il0O17AR IKRANOS =SEEMS 5 f1YMNLYRA 4-C1 AF VEGETATON PLAT ESTABLISHMENT MEDL4 RIGHT END VIEW TREATMENT ROW (CFS) OPERATING HEAD (FT) PRETREATMENT LOADING RATE (GPM/SF) WETLAND MEDIA LOADING RATE (GPM/SF) 0.040 2.7 1,4 1.0 MWS-L-4-4-4'--5"-V STORMWATER BIOFILTRATION SYSTEM STANDARD DETAIL .II II SEE STRUCTURAL DWGS FOR SHORING WALL ♦ " D ��3 �1 4" SCHEDU 40 PVC PIP jAAAVAAVAAi�\iVAAi/,•� / DO NOT DISTURB FOOTING BEARING ZONE SEE STRUCTURAL DWGS FOR FOUNDATION WALL WATER PROOFING PER ARCH AQUADRAIN 15x DRAINAGE COMPOSITE OR APPROVED EQUAL AQUADRAIN 100BD W/ 2" SIDE OUTLET OR APPROVED EQUAL SIDE OUTLETS ® 6' 0.C. TO CONNECT TO FD i I i i NTS ri DRAIN MAT CONNECTION & INTERIOR FOOTING DRAIN DETAIL j'VA/�A� j�AAi Ai A} \` 4" SCHEDULE 40 PERFORATED PVC PIPE GEOTEXTILE FABRIC OVER TOP OF GRAVEL AS REQ'D �<. BY GEOTECH �hY`ad4c•a�ii. rrx� \\\ /VA/A/AVA ' \\/��/}�%j^/� V/VGRAVEL BACKFILL FOR DRYWELL PER WSDOT STD SPEC 9-03.12(5) 12" NTS 4 NOT USED NTS NOT USED 7 NTS 8 NOT USED S/ APPROVED AUG 09 2019 City of Tukwila PUBLIC Works /9-00 NTS NOT USED Rev Date Issue / \ 08/02/2019 Revisions Tukwila Fire Station 52 Project No. 224-17-01 Designed by Drawn by Checked by SWP CRL MJS 1932 First Ave, Suite P , 0 Seattle, WA 5.1211 1 f. 206.973.5314 engineering pllc www.IWen9iireedng.com 02019 LPD Engineering pile -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue Date 06/03/19 GRADING AND DRAINAGE DETAILS Sheet Title MODULAR WETLAND SYSTEM #2 NTS 1 MODULAR WETLAND SYSTEM 1 NOT USED Sheet C2.11 6'CLF O O N LU Ln a z 4' WF 7" HEAVY DUTY CONCRETE FENCING PER LANDSCAPE TOP J 4" WHITE PAINT STRIPE (TYP) TOP a 0 6) WHEEL STOPS c3.3 (TYP OF 14) I 72. CRWI I I 1 I I I I l 1 L CONCRETE VERTICAL CURB 0 C3.4 CONCRETE — WALKWAY 8 C3.2 //////// /// N 7" HEAVY DUTY CONCRETE cF 34) -R€BAR-AND-C "LS 37590' CONCRETE C34 VERTICAL CURB ( 6" CONCRETE C3.4 PAVEMENT FF 111.00� CONCRETE c�z WALKWAY ASPHALT —CONCRETE TRANSITION Cb CURB RAMP //// / / / / /// to 0 CONC VERTICAL WOOD CURB BLRD(4) I— CONC WALKWAY CC3.22 L 1 1 1 1 1 1 1 I 1 1 3.:' 1 co ADA SIGN 8 C3.22C ADA SYMBOL FLEXIBLE POROUS C3� (Typ) SURFACE TREATMENT C▪ '▪ M 1 1 1 I 1 1 1 1 1 i 1 Scale 1A=20' LEGEND FF 78.0 RISINIES nx0ennmm11pe@rN.nurNnnnnmrP PROPERTY LINE FINISHED FLOOR ELEVATION PROPOSED BUILDING CONCRETE PAVEMENT HEAVY DUTY CONCRETE FLEXIBLE POROUS SURFACE SITE WALL VERTICAL CURB CURB AND GUTTER TRENCH DRAIN Li CATCH BASIN TYPE 1 CDCATCH BASIN TYPE 2 STORM DRAINAGE PIPE STORM DRAIN CLEANOUT FOOTING DRAIN CLEANOUT DOWNSPOUTS SIDE SEWER PIPE SEWER CLEANOUT SIDE SEWER CONNECTION Op SSMH BOLLARD FIRE HYDRANT WATER FITTINGS WATER SERVICE LINES WATER METER WATER SERVICE LINES FIRE SERVICE LINE FIRE SERVICE VAULT FIRE SERVICE CONNECTION NOT S: 1. FOR CONCRETE JOINT PLAN; SEE LA PLANS APPROVED AUG 09 2019 City of Tukwila PUBLIC Works Rev Date Issue 1Q 08/02/2019 Revisions Tukwila Fire S Project No. Designed by Drawn by Checked by ation 52 224-17-01 SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA 95101 engineering pllc www4denglneerin9.rom ® 2019 LPD Engineering plic- These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. Issue Date PHASE 1 PERMIT 06/03/19 Callefore 3 Workingu war B_ YoDayyz 1-800-424-5555 PAVING AND Sheet Title HORIZONTAL CONTROL PLAN Sheet C3.0 I I I 1 1 1 I I I I I' I I I a co 0 W co I.IJ1 co I I 1 I I I I I I I I 1 "DO NOT ENTER" C AUTHORIZED VEHICLES ONLY" (TYP OF 2) 9 HEAVY DUTY CONCRETE CCCv.4 51+00 DEPRESSED Ci:3 CURB PAVEMENT (TYP) 4" WHITE PAINT STRIPE `(TYP) X C, �10 CONC C3.4 VERTICAL CURB ANC VERTICAL CURB 6" CONCRETE PAVEMENT CONC WALKWAY (TYP) s v C3.3/ \ \\N "NO PARKING FIRE LANE" (TYP OF 4) �917" HEAVY DUTY C.3.4 CONCRETE CONCRETE WALKWAY 8 CCv.3 FLEXIBLE POROUS SURFACE TREATMENT (TYP) MATCH EXISTING SIDEWALK, CURB AND GUTTER CURB RAMP 4'WF • A "�.. s rr op, 4. s N88°19'04" 169.73' SIDEWALK CONC VERTICAL CURB 10 I STOP SIGN Cv.4 HEAVY DUTY ASPHALT PAVEMENT CURB RAMP MUNICIPAL COURT CITY HALL POLICE SIGN SIGN POST PROTECT EX SIDELWAK, CURB, GUTTER SAW —CUT AND PAVEMENT RESTORATION 2 MATCH EXISTING SIDEWALK, CURB AND GUTTER \\ \\ \ \ \ 1 \ FOUND 1 8" BRASS DISC IN CASE W/ PUNCH DOWN 0.8' CURB RETURN TABLE NO b R STA PC LOCATION TOP OF CURB ELEVATION STA PT LOCATION FLOW LINE ELEVATION PC 1/4 1/2 3/4 PT 101.82' 10' 53+39.56, 20.85' LT 89.53 89.03 89.78 RAMP 89.75 RAMP 90.30 RAMP 90.79 53+47.81, 34.01' LT 89.28 2 71.19' 30' 53+42.14, 12.92' RT 86.16 85 39 RAMP 84.12 84.05 83.55 83.09 82.59 53+70.55, 33.25' RT 85.66 84.89 20 0 10 20 40 Scale 1"=20' LEGEND FF 78.0 ////////////Ai ttav�`7v%.�vS'av ¢.olviu PROPERTY LINE FINISHED FLOOR ELEVATION PROPOSED BUILDING CONCRETE PAVEMENT HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT (AC) PAVEMENT FLEXIBLE POROUS SURFACE TREATMENT SITE WALL VERTICAL CURB CURB AND GUTTER TRENCH DRAIN CATCH BASIN TYPE 1 CATCH BASIN TYPE 2 STORM DRAINAGE PIPE STORM DRAIN CLEANOUT FOOTING DRAIN CLEANOUT DOWNSPOUTS ss SIDE SEWER PIPE SEWER CLEANOUT SIDE SEWER CONNECTION OO SSMH BOLLARD • FIRE HYDRANT WATER FITTINGS WATER SERVICE LINES WATER METER WATER SERVICE LINES FIRE SERVICE LINE FIRE SERVICE VAULT FIRE SERVICE CONNECTION FIRE STATION NOTES: 1. INSTALL OPTICOM ACTIVATED FIRE SIGNAL AT ENTRANCE OF ACCESS ROAD AND 65TH/. SEE SIGNAL PLANS. 2. ACCESS ROAD STATION 51+70 TO 65TH/ AVE: INSTALL SNOW —MELT HEATING. SEE ELECTRICAL PLANS AND HEAVY BROOM FINISH. 3. TRAFFIC SIGNAL INSTALLATION AT INTERSECTION AT 65TH/ AVE. SEE SIGNAL PLANS. Z/g- (go APPROVED AUG 09 2019 City of Tukwila PUBLIC Works CaII 3 Working Days Before ' You DIGI o,Q 1-800-424-5555 Rev/Date Issue / 1\ 08/02/2019 Revisions Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite 201, Seattle, 206.725.121101 ti ...% f. 206.973.5344 engineering pllc www.lpdengineedn9.com © 2019 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 06/03/19 PAVING AND Sheet Title HORIZONTAL CONTROL PLAN Sheet C3.1 ARCHITECTS + URBAN DESIGNERS WEINSTEINA+U control notes and details dwg sangp 8/1/2019 570 PM eelslc3.J paving and hommn1 oul tukwilo fire stog lllpd-/slldatallpd engineering pllcIprajec NTS 1 NOT USED 1 ASPHALT CONCRETE OR BITUMNO US. PLANT MIX REPLACEMENT PATCH CUT M,ITH PNEUMATIC CANCRETET 0950E 'SAW CUT PAVEMENT CUTTER E%ISTING DEPTH EXISTING ASPHALT PAVEMENT ([XISTING CONCRETE PAVEMENT $ �� ' € i� :g � �:. � a�ul 5 • ,fig yy3 EsR, $ i�� a `� $ad e�+ roT,b C �1 i1r . N R-� cJF • FACE OF CUTE MATCH ROADWAY q.y ///� LOPE (2%MIN I 1 S ROADWAY FACE OF CURB TOP OF ROADWAY 1 B EXTRA RIGID BASE Se MINUS COMPACTED CRUSHED ROCK UNL E. OTHERWISE ORDERED BY THE CITY _ - - _-_-_-_-_- _ _ _--_ - - - --_- _ - ---- - _ - - _ - - _ - B 5/8MINUS COMPACTED CRUSHED ROCI(UNLESS OTHER WISE ORDERED BY e THE CITY ...-...----_ 59. S - c t 2 " � H -' ` DEPTH DETERMINED BY CITY TYPICAL PATCH FOR RIGID PAVEMENT BY. I cEMENTOONCREME CURB fiNO GtRTER CEMENT CONCRETE TRAFFCCURe �"� s_iI-,, - yD ° "8 8 3y \�i _ 4 ^3 n 3 EL r sK' VARIES - FACE OF CURB VARIES FROM 0,0M MAILMAN RCS �OV SLOPE ON SIDE OF CURB tH iCH ROADWAY I,OPE(2%MIT) �S TOP OF - " . VARIES M BT ` CEMENT CONCRETE o R ASPHALT CONCRETE SIDEWALK PATH SAW CUT EXISTING OIL MAT ASPHALT CONCRETE OR0RVMINOUS PLANT MIX REPLACEMENT PATCH SAW CUT 150,. OF EXISTING DEPTH EXiSTING:ASPHALT PAVEMENT gg d� F W Af L� / r:" u O u f (.r) e S 3 % Z 33yy g GS = \ l J - us m yZy� B N a 4� e '4 b - Nt w rcti �� ROADWAY .-s-, o ' 3t8'PREMOLDEO JO NiFLLER NTTEMENT ` > s05ww w 1B I e.. _ _' CEMEry BDg DEPRESSED CURB SECTION DB' MINUS COMPACTED CRUSHEDRORDERED 55 OTHERWISEOCK UNLESS CY - -_ - - _ - _______= -_ - - - ---- - - - / S8'MINUS COMPACTED CRUSHED ROCK UNLESS NOTES: $ �� h --- � TYPICAL PATCH FOR FLEXIBLE PAVEMENT •N` 1. ALL CEMENT CONCRETE CURBS SHALL BE CONSTRUCTED WITH AIR ENTRAINED CONCRETE CLASS 3000 PSI CONFORMING TO WSDOT STD. SPEC. 6-02 EXCEPT AS SPECIFIED IN NOTE 2. 2. CEMENT CONCRETE CURB OR CURB AND GUTTER ALONG THE FULL WIDTH OF A DRIVEWAY ENTRANCE SHALL BE CONSTRUCTED WITH AIR ENTRAINED CONCRETE CLASS 4000 CONFORMING TO WSDOT STD. SPEC. 6-02. 3. CURB EXPANSION JOINT TO BE PLACED EVERY 15'. 4. REMOVAUREPLACEMENT OF CEMENT CONCRETE CURB SHALL BE FROM EXPANSION JOINT TO EXPANSION JOINT UNLESS OTHERWISE DIRECTED BY THE ENGINEER. 5. FOR CURB AND GUTTER CATCH BASIN SURROUND SEE RS-15. NOT TO SCALE NOTES: 1. ALL WORK TO CONFORM ROAD, BRIDGE, AND MUNICIPAL 2. A MINIMUM OF A ONE YEAR OVERLAYS. 3. CONTROLLED DENSITY FILL CASES OF RECENT PAVEMENT TO THE CURRENT WSDOT/APWA STANDARD SPECIFICATIONS I FOR CONSTRUCTION. GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING AND IN PLACE OF CRUSHED ROCK MATERIAL MAY BE' REQUIRED IN OVERLAY, DR AS DIRECTED BY CITY ENGINEER. NOT TO SCALE (- § .e : 3 u .. 3. . @ aO - _- •. 'A �._ f . __-+� 41.01- . s - `a---r�4 CEMENT CONCRETE CURB DETAIL City Of PAVEMENT RESTORATION SHEET: RS-04 e ® �� 6.I �� SEEM TIM ABNM"BD 64rtL NTS BOLLARD Tukwila FO �LZIZ LAST REVISION: APRIL COIN j ✓ �" SHEET: RS-03 1. J'"`JFO6'-�` APPROVAL: H. PONNEKANTI Tukwila REVISION St: 08.03 i APPROVAL: B. SHELTON NTS 4 CEMENT CONCRETE CURB DETAIL NTS PAVEMENT RESTORATION KING COUNTY ROAD DESIGN AND CONSTRUCTION STANDARDS ROCK FACINGS NOTES: 1. ROCK FACINGS MAY BE USED FOR THE EROSION PROTECTION OF CUT AND FILL EMBANKMENTS, WHICH WILL RESULT IN NO SIGNIFICANT FOUNDATION St. IILEMENT OR OUTWARD THRUST UPON THE WALLS. 2. MATERIALS: 2.1. SIZE CATEGORIES SHALL INCLUDE: TWO -MAN ROCK 200 TO 700 LB., 18 TO 28 IN. THREE-MAN ROCK 701 TO 2,000 LB., 28 TO 361N. FOUR -MAN ROCK 2,001 TO 4,000 LB., 36 TO 48 IN. FOUR -MAN ROCKS SHALL BE USED FOR BOTTOM COURSE ROCK IN ALL ROCK FACINGS OVER 6 FEET IN HEIGHT 2.2. THE ROCK MATERIAL SHALL BE AS NEARLY RECTANGULAR AS POSSIBLE. NO STONE SHALL BE USED WHICH DOES NOT EXTEND THROUGH THE WALL. THE QUARRIES TRAP SHALL BE HARD, SOUND, DURABLE AND FREE FROM WEATHERED PORTIONS, SEAMS, CRACKS AND OTHER DEFECTS. ROCK QUALITY SHALL MEET ALL THE TEST REQUIREMENTS OF SECTION 9-13, "RIPRAP, QUARRY SPALLS, AND SLOPE PROTECTION" OF THE CURRENT WASHINGTON STATE DEPARTMENT OF TRANSPORTATION (WSDOT) STANDARD SPECIFICATIONS." 3. A KEYWAY CONSISTING OF A SHALLOW TRENCH OF MINIMUM 12-INCH DEPTH SHALL BE CONSTRUCTED THE FULL ROCKERY LENGTH, AND SLIGHTLY INCLINED TOWARDS THE FACE BEING PROTECTED. IT SHALL BE EXCAVATED THE FULL ROCKERY WIDTH INCLUDING THE ROCK FILTER LAYER. THE KEYWAY SUBGRADE SHALL BE FIRM AND ACCEPTABLE TO THE COUNTY ROAD ENGINEER. SEE FIGURES 5-003 THOUGH 5-006. UNDERDRAINS: 4.1. A MINIMUM SIX INCH DIAMETER PERFORATED OR SLOTTED DRAINPIPE SHALL BE PLACED IN A SHALLOW EXCAVATED TRENCH LOCATED ALONG THE INSIDE EDGE OF THE KEYWAY. THE PIPE SHALL BE BEDDED ON "GRAVEL BACKFILL FOR DRAINS" (WSDOT/APWA 9-03.12(4)). THE PIPE SHALL BE COMPLETELY SURROUNDED AND COVERED WITH THE GRAVEL BACKFILL TO A MINIMUM HEIGHT OF 18 INCHES FROM THE BOTTOM OF THE TRENCH. NONWOVEN GEOTEXTILE FOR UNDERGROUND DRAINAGE SHALL SURROUND THE GRAVEL BACKFILL AND SHALL HAVE A MINIM ONE -FOOT OVERLAP ALONG THE TOP SURFACE OF THE GRAVEL. THIS REQUIREMENT FOR GEOTEXTILE MAY BE WAIVED BY THE COUNTY ROAD ENGINEER OR DEVELOPMENT ENGINEER, IF SHOWN THAT SOILS AND WATER CONDITIONS MAKE IT UNNECESSARY. 4.2. THE PERFORATED PIPE SHALL BE CONNECTED TO THE STORM DRAIN SYSTEM OR TO AN ACCEPTABLE OUTFALL. CLEANOUTS MUSTY BE PROVIDED AT MAIN ANGLE POINTS. 5. ROCK SELECTION AND PLACEMENT SHALL BE SUCH THAT THERE WILL BE MINIMUM VOIDS AND, IN THE EXPOSED FACE, NO OPEN VOIDS OVER 6 INCHES ACROSS IN ANY DIRECTION. THE FINAL COURSE SHALL HAVE A CONTINUOUS APPEARANCE AND BE PLACED TO MINIMIZE EROSION OF THE BACKFILL MATERIAL. THE LARGER ROCKS SHALL BE PLACED AT THE BASE OF THE FACING SO THAT IT WILL BE STABLE AND HAVE A STABLE APPEARANCE. THE ROCKS}" SHALL BE PLACED IN A MANNER SUCH THAT THE LONGITUDINAL AXIS OF THE ROCK SHALL BE AT RIGHT ANGLES TO THE FACE. THE ROCKS SHALL HAVE ALL INCLINED FACES SLOPING TO THE BACK OF THE FACING. EACH COURSE OF ROCKS SHALL BE SEATED AS TIGHTLY AND EVENLY AS POSSIBLE ON THE COURSE BENEATH. THE ROCKS SHALL BE PLACED SO THAT THERE ARE NO CONTINUOUS JOINT PLANES EITHER HORIZONTALLY OR VERTICALLY. AFTER SEI INCIING EACH COURSE OF ROCK, ALL VOIDS BETWEEN THE ROCKS SHALL BE CHINKED ON THE BACK WITH QUARRY ROCK TO ELIMINATE ANY VOID SUFFICIENT TO PASS A TWO INCH SQUARE PROBE. 6. THE ROCK FILTER LAYER SHALL CONSIST OF QUARRY SPALLS WITH A MAXIMUM SIZE OF FOUR INCHES AND A MINIMUM SIZE OF TWO INCHES. THIS MATERIAL SHALL BE PLACED TO A 12 INCH MINIMUM THICKNESS BETWEEN THE ENTIRE FACING AND THE CUT OR FILL MATERIAL. THE BACKFILL MATERIAL SHALL BE PLACED IN LIFTS TO AN ELEVATION APPROXIMATELY SIX INCHES BELOW THE TOP OF EACH COURSE OR ROCKS AS THEY ARE PLACED, UNTIL THE UPPERMOST COURSE IS PLACED. ANY BACKFILL MATERIAL ON THE BEARING SURFACE OF ONE ROCK COURSE SHALL BE REMOVED BEFORE SETTING THE NEXT COURSE. 7. A CHAIN LINK FENCE OR METAL HANDRAIL SHALL BE INSTALLED WHEN ROCKERY IS 18 INCHES OR GREATER IN HEIGHT OR AS REQUIRED BY THE COUNTY ROAD ENGINEER OR DEVELOPMENT ENGINEER. NTS ROCK FACING NOTES 7 SIDEWALK WIDTHS STOP YIELD 1111601111 MINOR ARTERIAL' PRINICIPAL ARTERIAL* TUKWILA URBAN CENTER (SEE NOTE 1) ® CHAIN UNK FENCE RED POST CEDAR.TREAEOFIR OR OFGALVANIZED POST. AS DIRECTED BY CITY ENDINEER Pp 2:7 M ;y ,`n'•�, ) 5' B' 8' 1 ANDMAMIESTRIP DE MERE REQUIRECTTH ENGINEER _! , ■ {' 1 CURS RAMP MIN.4.LANDING (SEERS-12) A g e v 'ROCK a . 3� 1 Q t' 1 C 12" MIN. THICKNESS OF D \ � x ..•- So et 6 i r 3 w _ r- w < < //////L ///////J/ ' APP 2"-4" QUARRY SPALLS �� SIDEWALK x < scOREJOINTSEVERYS (► s �- I. GRAVEL BACKFILL FOR DRAIN® ➢ ,�\ 0.02 FT./FT. a m Bo < Ne %eA4 STOP & YIELD INSTALLATION II'J6 - J i A a•mDE EDGER FINISH 11� II 1n 3r LI N -I � �`% rim; k ¢�>> � z �iV,%/-/�//24. g o, n n �� W 1�1!!-� irnv < � --z MIN �',,i4yC T FUEL PERFORATED PIPE 6" MIN. <1 ��?�/ '%1��;f�pT�> - GE OF EDGE' 0FSIDEVJALK SsIaC�1Dr"Te Bp : to 1 6 NON -WOVEN GEOTEXTILE FOR UNDERGROUND DRAINAGE® y/T1, KEYWAY 4, 4'-6" 1, I PAY LIMITS EXCAVATION ONLY NOTES: ExGuswx Jo EPTH EXPANSION JaNTs eE00 1su PLAN VIEW a%""'L FACE OF CURE ti FACE OF CURB 6t � O kid CURB sSLmae tsEERsoe� r 1 1•YADExI318`DEEPSCORE JOINTS 5R•MINUS i I CR BHED ROCK C 8 ,a 4' 1. SEE SEC. 5.01. �z WSDOT/APWA STANDARD SPECIFICATION SECTION 9-Os.12[4]. 0 FACE OF ROCKERY OR RETAINING WALL MUST BE A MIN. OF 10 FT. FROM TRAVELED WAY IF ROCKERY OR RETAINING WALL IS BEHIND ROLLED CURB OR ON A RURAL SECTION. ® CHAIN UNK FENCE, TYPE 4 (WSDOT/APWA STANDARD PLANS), REQUIRED WHEN ROCKERY HEIGHT IS 18 IN. OR GREATER. 0WSDOT/APWA STANDARD SPECIFICATION SECTION 9-33. 6. THE ROCK FACING FOUNDATION AND/OR KEYWAY IS TO BE CLEARED OF ORGANIC MATTER AND DEBRIS AND THE UNDERLYING MINERAL SOIL COMPACTED TO A MINIMUM s5x OF THE MAXIMUM DRY DENSITY. NTS ROCK FACING, CUT SECTION 6 THICKENED ON RADIUS R`X 3.3'E%FANSIJOI ON NT 3 SECTIONA-A / l NOTES: ELEVATION 1. SIDEWALKS SHALL BE A MINIMUM OF 8 FEET WIDE AT BUS STOPS AND PULLOUTS, OR WHERE THE SPEED LIMIT IS OVER 35 MPH, OR WHERE ATRAIL AND SIDEWALK ARE COMBINED. 2. PLACE CEMENTCONCRETEOVER2 OF5/@"MINUS CRUSHED ROCK OR AS SPECIFIED IN THE CURRENT APWAIWSDOTSTANDARD SPECIFICATIONS. 3. REMOVE EXISTING CONCRETE CURB, GUTTER OR SIDEWALK TO THE NEAREST JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH NEW. *SEE TMC 9.48.040 NOT TO SCALE ( ( ( ( CURB WI PARKWAY & SIDEWALK CURB WI SIDEWALK W/0 PARKWAY i ® //� / NOTES: !/ ( // V 1. REFER TO MUTCD FOR ADDITIONAL INFORMATION. 2. INSTALL PER CHAPTER 4 OF THESE STANDARDS. 3. USE U-CHANNEL POSTS WHERE NO CURB AND GUTTER: NOT TO SCALE .w TRAFFIC SIGN INSTALLATION 1E 4 SIDEWALK -. City Of FV _ .y� C o ° ♦T,� SHEET: RS-14 SHEET: RS i1 Tukwila REVISION S1: 08.03 . y Tukwila REVISIONCt: 08.03 I LasTnlnsl o 04.08 APPROVAL; B. SHELTON APPROVAL: BOB GIBERSON, CITY ENGINEER NTS 8 TRAFFIC SIGN INSTALLATION NTS SIDEWALK 5 Rev Date Issue A 08/02/2019 Revisions Tukwila Fire Station 52 Project No. 224-17-01 Designed by SWP Drawn by CRL Checked by MJS 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206.973.5344 engineering plic www.ipdengineering.com 02019 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. ' D 0920AO 1 T 1C Works ukwila 19 JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 PAVING AND HORIZONTAL CONTROL NOTES AND Sheet Title DETAILS Sheet C3.2 ARCHITECTS + URBAN DESIGNERS NSTEINA+U sangp 8/1/2019 520 PM sheetsl c33 po✓ing and honzontol control notes and del tokwilo fire station 521de IlPd-/sl I doto Ilpd engineering pllc I praje NTS 1 NOT USED I SIGN INSTALLATION NOTES: METAL POST NOTES: ra z: aa. cpa w a., a m gww a rr q S o W :r 00r 0 1. SIGN SHEETING REQUIREMENTS - 1. METAL POSTS SHALL BE 3M DIAMOND GRADE DG REFLECTIVE TELESPAR QUICK PUNCH POST. SHEETING OR APPROVED EQUAL: STOP, YIELD, KEEP RT, TURN 2. METAL STOP AND YIELD SIGN RESTRICTION, LARGE ARROW, POSTS SHALL HAVE ALTERNATING SITE SIGNS SHALL CONFORM TO THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES CHEVRON, CURVE/TURN WARNING, 1' BANDS OF RED AND WHITE 3M } Ilk PED & ADV PED CROSSING, DIAMOND GRADE SHEETING. ALL DO NOT ENTER R5-1 (30"x30") STOP/YIELD/SIGNAL AHEAD, OBJECT OTHER POSTS SHALL BE MARKERS, END OF ROAD MARKER, UNSHEETED. NO PARKING FIRE LANE* R7-9 MODIFIED PER TUKWILA FIRE REQ ALL STREET NAME SIGNS, ALL MAST TO READ: "NO PARKING FIRE LANE" ARM OR OVERHEAD MOUNTED 3. FOR IN -SIDEWALK INSTALLATIONS, ACCESSIBLE LOADING* R7 10802: MODIFIED TO READ "ACCESSIBLE LOADING" SIGNS. ALL OTHER SIGNS SHALL CORE 4" DIAM. HOLE. ANCHOR HAVE 3M HIGH INTENSITY PRISMATIC LENGTH MAY BE DECREASED TO "AUTHORIZED \OM AUTHORIZED VEHICLES ONLY* R7-10802: MODIFIED TO READ VEHICLES ONLY" SHEETING, OR APPROVED EQUAL. 12". i�a \ 0\ \ m w p z x 1I o 2. SIGN HEIGHT - (EXCLUDING LANE CONTROL SIGN EXCLUDING ADA 4. POST SHALL BE ROLLED CARBON CORNER BOLT SEE NOTE 7 2" SIGNS) SHEET STEEL, ASTM A570 GRADE 7' FROM BOTTOM OF SIGN TO 50 AND BE HOT DIPPED ATTACH SIGN STREET OR SIDEWALK. 6' FROM GALVANIZED AASHTO M-120 YIELD WITH 2 DRIVE BOTTOM OF LOWER SIGN FOR STRENGTH 60,000 PSI MIN. RIVETS. SEE MULTIPLE SIGNS ON ONE POST. POST SHALL HAVE 7/16" NOTE EXCEPTIONS ONLY AS SPECIFICALLY DIE -PUNCHED KNOCKOUTS ON 1" STATED ON PLANS OR APPROVED CENTERS FULL LENGTH, FOUR BY THE ENGINEER. SIDES. SIGN POST 3. FIRE LANE MOUNTING SHALL BE AS 5. ANCHOR SHALL HAVE 4 7/16" FOLLOWS: HOLES ONE EACH SIDE 2' FROM SQUARE 2"x2", A. 60 INCHES TO TOP OF SIGN TOP END. FINISH SHALL BE ZINC 14 GAGE. QUICK WHERE MOUNTED ON BUILDING HOT DIPPED GALVANIZED MATERIAL PUNCH OR NOT LOCATED ADJACENT TO TO MEET ASTM A500 GRADE B. GROUND SURFACE PEDESTRIAN WALKWAY - B. 80 INCHES TO TOP OF SIGN 6. DRIVE RIVETS TO BE TL3806 Ili w =i 2 o u_ 0 w o N Will, z oUJ wv_c z.Ez _ wi -- w z w re a w t 'r" w j L g M v m w ci -' z' v 0 NOT roSCALE 22„ - WHERE LOCATED IN OR 3/8" DIA. ADJACENT TO PEDESTRIAN ANCHOR SQUARE 2.5" X 2.5" O.D. 7 WALKWAY. 7. CORNER BOLTS TO BE TLCB516M. GAUGE, 24" LENGTH 4. ADA SIGN MOUNTING 5' FROM SEE NOTE 5. ELEVATION OF PARKING SPACE 2" MEASURED TO BOTTOM OF SIGN IN 2 CUBIC FT. CONCRETE ACCORDANCE WITH ICC/ANSI A SQUARE METAL POST 117.1-2009 SECTIONS 502 & 503 5. CONTRACTOR SHALL SUBMIT A MOCK UP OF ALL MODIFIED SIGNS TO ENGINEER FOR APPROVAL PRIOR TO ORDER OR PURCHASE OF SIGNS. NTS 4 SITE SIGNAGE UTILITY ADJUSTMENT Ki City of CATCH BASINS AND MANHOLES RS-31 „w .S ukwi a Tukwila p/y REV Ol#1. DI" I LAST REVISION: APPROVu: B. SHELTON NTS UTILITY ADJUSTMENT - CATCH BASINS AND MANHOLES 2 2' 3" 2 LAYERS 4" WHI PAINT STRIPE EXPANSION JOINT ®20' O.C. TOOLED JOINT 3/16"xl 1/2" PREMOLDED 1 4" TOOLED RADIUS CONT MASTIC JOINT STRIP WITH 1/2" MIN DEPTH (SAWCUT JOINT MEDIUM BROOM FINISH WITHOUT CONTRACTOR'S OPTION) SHINERS RESERVED PARKING RESERVED PARKING STA1E OIS.am MOCK MOW IMMO SSTTE my81FD PMICNG PFRifr REQUOIED VAN \ ACCESSIBLE 6-FOOT WIDE SIGN POSTS SHALL PER SIGN POST NOTES INDICATED ON DETAIL 6 THIS SHEET NOTES: 5 1 2 / " ��' `" '/"� ' f �� 24 /��RECYCLED PLASTIC / WHEELSTOP GREY (GREY) PERVIOU WALK � ' 2_1/2" 1'-5, / j� 0.C. EACH PARKING SPACE RESERVED FOR PERSONS) WITH PHYSICAL DISABILITIES SHALL BE IDENTIFIED BY A REFLECTORIZED SIGN PERMANENTLY POSTED;- IMMEDIATELY ADJACENT TO AND VISIBLE FROM EACH STALL OR SPACE CONSISTING OF A PROFILE VIEW OF A WHEELCHAIR WITH OCCUPANT IN WHITE ON DARK BLUE BACKGROUND. THE SIGN SHALL NOT BE SMALLER THAN 70 SQUARE INCHES IN AREA AND SHALL BE CENTERED ON AND JUST BEYOND THE FRONT EDGE OF THE PARKING STALL. SIGNS MAY ALSO BE HUNG ON THE WALL AT THE INTERIOR END OF THE PARKING SPACE. SIGN MOUNTING HEIGHT SHALL BE 60 INCHES ABOVE THE PARKING SPACE FINISHED GRADE. AN ADDITIONAL SIGN SHALL ALSO BE POSTED, IN A CONSPICUOUS PLACE, AT EACH ENTRANCE TO OFF-STREET%�j/� PARKING FACILITIES, OR IMMEDIATELY ADJACENT TO AND VISIBLE FROM EACH STALL OR SPACE. THE SIGN SHALL BE NOT LESS THAN 17 INCHES BY 22 INCHES IN SIZE WITH LLIIERING NOT LESS THAN 1 INCH IN HEIGHT, WHICH CLEARLY AND CONSPICUOUSLY STATES THE FOLLOWING: "UNAUTHORIZED VEHICLES PARKED IN DESIGNATED DISABLED PARKING SPACES NOT DISPLAYING DISTINGUISHING PLACARDS OR LICENSE PLATES ISSUED FOR PHYSICALLY DISABLED PERSONS MAY BE TOWED AWAY AT OWNER'S EXPENSE. TOWED VEHICLES MAY BE RECLAIMED AT OR OR BY a 4 �j� a f G� 4' .. 7 j % 5" j;. 10" EMBED MIN a 0 a 4 a 4 4 ASPHALT p o a PAVEMENT Q' 4 Q a Q - a,,��/ REBAR o a o 4" MIN CRUSHED SURFACING TOP COURSE 4" MIN CONCRETE SIDEWALK NOTE: ��/ 3-1/2" ; � / j /�U//i�j�% �% //f//%i/ / %%; 5' ,��./i//� j 1.4' �5 % �ti/ � �j �, ,� 6„� j�'� Oi �/ i, ¢ ,, , / %�` % p p DOWEL 4 *� CEMENT CONCRETE TRAFFIC CURB FLUSH WITH ASPHALT NT WHEEL STOPS 6 1. MINIMUM CONCRETE 3000 2. SEE LANDSCAPE SITE PLAN EXPANSION JOINT LAYOUT GENERIC EXPANSION JOINT 3. IF WALK IS OVER 8' WIDE, CENTER OF WALK WHERE EXISTING JOINT 0 P.S.I. (5 1/2 SACK) FOR LAYOUT OF TOOLED SHOWN ON LANDSCAPE SITE LAYOUT. PLACE LONGITUDINAL EXPANSION REPLACING EXISTING WALK, / 9.10§,6 q CONCRETE AND EXPANSION JOINTS. PLAN TO SUPERSEDE JOINT ALONG START NEW WALK AT APPROVED AUG 09 2019 City of Tukwila PUBLIC Works WALKWAY NTS 8 '� j /�/// ��A, jj,,,/�� 4 , .., /,j�/i�� 4 � �;'� �' � TWO 1'-4" 8" 11" f� / �; WHITELAYERS��% PAINT ADA SYMBOL (PAINTED WHITE) & BLOCKOUT NTS STRIPING 7 _______ TELEPHONING _�_�_." NTS ADA PARKING STALL SIGN 5 Rev Date Issue / f 1 08102/2019 Revisions Tukwila Fire Station 52 Project No. 224-17-01 Designed by Drawn by Checked by SWP CRL MJS 1932 First Ave, Suite 1, Seattle, WA 0 p. 206.7 5,1211 f. 206.973.5344 engineering pllc SG'w.ipdeTgineering.com © 2019 LPD Engineering pilc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 PAVING AND HORIZONTAL CONTROL NOTES AND Sheet Title DETAILS Sheet C3.3 ARCHITECTS + URBAN DESIGNERS NSTEINA+U 3 station 521designi sheetsIcJ3 panhg and honiontol contra/ notes and detoi/sdwg songp 8/1/2019 520 PM I/pd-/s/IdotoIlpd angineenng ptic 1 2r ASPHALLUSCONTRACTsEaiANDARDPA«:<S.osaconva PAVEMENT CONCRET PER PLAN NOTES M"p�p;F o,ESE CONTRACT PLANS sigx°A«0p EXPANSION v E xo e Ra siA oA „xpxl uvnxs ON s CONTRACT PLANS pox a LANDING � am a m t a wmalna wlmm the wid of i re m waik ma ings. „oiEs CURB t. Al marked uaswatks, Ue mnnecia betrveen Ue landing ant IF e z. W a bere GRopa°in two adjacent surfREAM' is Called ewthe grade Dla planesshall length ba fl the 3. Do not ponceGratings. Junction Boxes. Access Covere, or other ePpude, COMPACT STENCILED LEI I ERING 1 2" O sbEWAu *( CURB ANOcuTTER .1111,1 C s ny part of Ue Cub Ramp ortandvlg, Dr in me Depressed Curb antl Gutter where the Landing connects t° the roadway. s R 6. See Contract Plans for the Cl. design specified. Sa Standard Plan rSIDEWALKfl \�\ � ii' In11l. '� ii 1� BAx F-10.12 for Curb, Curb antl Gutter, Depressed Curb and Gutter, and PedaOian Curb details. FIRE ACCESS NO PARKING STENCILED LEI I STENCILED ERING CURB p.aim puel SURFACE_ s See CO.. P.30.10 for Cement Concrete Sidewalk Damns. SEE c°CURB P B Planar°rwmnand plawmaMarsidewalk. FACE OF acne a D011010DC CURB ANDG R OF CUna DPRESSED.00 q„e DDTrn 8. The Bid item"Cement Concrete Curb Ramp Typ°-"does not include the adlawnt Curb. Cub and Gutter, Depressed CUb and cutter, RDSSW K y Pedestrian Cub, or Sidewalks. LIMITS PER PLAN r- 7. The Curb Ramp length is not required to exceed 15 feet (unless olhernise PLAN VIEW TYPE PARALLEL A TYPE PARALLEL B the running slope of the cub ramp is allowed le exceed 83%. Use a single ° SEESTAxDARDr Np< PPARALL th ermine Cpeofthentract lans).V pisallen tw..ying exceed8.3%. into constant slope from bottom or ramp to Up of ramp to match into the sidewalk ia _ r horizontal distance of 15 fat Do not lade a abutting landing(s) in a NI �\\\\\\\ \\\\\\\\\\\\ \\-\\\\\\\��\\\\\\\\\\\\\\\\\\\\\\\\\\\\ .\\\ \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\�\\\\\\\\\\\\\\\\\\\�\ \\.. cOxmncT pnoE anFax Ue15,bot max measurement Vvhen a ramp Is constructed on a radius, the D Q xi[i Sl-sEE sinx0Aa0 ruoCvcE OUMER SLorE walkway.max. length Is measured on the Insure radius along the back of the rgirdieTNIFi CONTRACTION JOINT E0uALLT SPACED AL, MIN1� *� OAowgv 8 Curb Ramps 111.7ndings shall receive a broom finish.See Standard SpecHlcallona &tb. LIMITS PER PLAN \ \ . \\ \ \\ \\ \ \'\ \\ N \ \\ \ \ \\ \�\ \ \ b{ \ ' L G' \ \ \\\ .. G' yvV-' \ \\ \ �..� v �v ;` \� \ \ \ \ \\• \ \\ \ \\\\\\\\\\\\\\ \\\S\\\\\\\\\\ \\\\\\\\\\\\\\\\Q\\\\\\\\\\\\\\\\\\Q\\\\\\\\\\\\\\\\\\\\\\\\C\\\\\\\\ \\\\\\\\\\\\\\\\\\\\\\\ \\\\\\ �' \ \ \ V \' \ ° .. pP^ - CEMENT DEPRESSED CURB ANO GUTTER - 9 Pedestrian Cub may be omitted f the ground surface at the back of the CURS • SEE NOTE DI PUNF Io.tp Curb Ramp and/or Landing will be at the same elevation as the Cub DGrEa Ramp g SECTION p Ram La. n d there will be no material to reG'n. GenD ° • D e A ° ° ° U JI QQ ��O ��O oo Qoo oo Or qgc�,, (OryYgJJOQc �0r.��jpOQc��, �jOqc��, 011 P5Nr4'j81Te P' "r carrtuae aEExOP' O RA.BREAK D W K *SLOPEwF R DIRECTION Foa AF(z%MM " eL7 6C_7 °O� °° 2OQ e4C.J °OQO O O O 0° CP�� cP 00 OOCoO(�0 Oo O 0 0 O Oo00 00 �00 0 0� /'/////// 0� /v%AAiAA%AA�AAjAAjAAjAAjAA / / /� NOTE s n �o' _ a * i, ** Ir w o ** M EDFOR Des ES./ seE j \/ \% \j \/ \j/\\j/\% \% \% \ O/ \j\////\///\//\\//\\//\\//\\\/\ SIDEWALK/ envE vREnK ° * * * �EBR�K *--* ORM WosiAl 1 NOTE CURB RAMPua A/VA//VA//VA//VA//VA/lVA//V/VAA//VA//VA/VAfjVA/�/A/. \�% /AAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAA/AAjAAjQ/AAjAAjAAjAvYVAjAA/AAjAA/AAjAAjAAjAA S,\\i�\ii\ \ Ai. \ \\i\\\i\\ \�\\\ia i\\\i\��\ 8" MIN /VAA//VA//VA�VA/VAA/AAA/AAA/�A �///////�//�/\ \\i 8" MIN VAA/AAA/AAA/AAA `v\., /ix i�\\�\\i\\i\\ \ \\ _ E p l SEE STANogaoeun a SECTION (ALONG INSIDE U9 AT enCK OF •grin T CorvGRgiVB RAMP TYPE R LA•PAY°MT-SEExOEB raoE oro Exvaxs ory rO xr mPl sEE„oTEa uxauc sEE" tigi°171. cuRa nnMP uxDING SECTION !ALONG INSIDE RADIUS AT BACK OF WALKWAY) A �C M NTC WA AY) pq«ALLELa vqY UMiT-966 x0 i. .'' �"' -- PARALLEL STANDARD GGT zE , . e�� 9 9 V �SY IS1°n,, -:= CURB RAMP PLAN F-4O.12-03 a `ATION ASPHALT NTS 3 -CONCRETE TRANSITION 2 LAYERS 4" YELLOW PAINT STRIPE FOR FIRE ACCESS. 2 LAYERS 4" WHITE PAINT STRIPE FOR ADA PARKING BLACKOUT STRIPING & STENCILED LETTERING DETAIL 1NTS AP'PR°(DFORPSHEET RS-10 ISOMETRIC VIEW ISOMETRIC VIEW -,�,.." TYPE PARALLEL TYPE PARALLEL ww,I" via. ow=,m,wai,e,��e=n.I:.. A PARALLEL CURB RAMP NTS 4 VERTICAL CONCRETE CURB 1'TAPER GINISHED\ SAW -CUT, TACK COAT AND MATCH EX ASPHALT GRADE 12 (pi ocRa000 00 . o•MN1000 0TGMAT<n (1� NOTES KtIiIiMPWTO,-EECOrvrRACTPLA0S tk a awalk U eer nbetw ih b ampandtheroad Y a be a d U Ih tlln fU marks gs N N GRADE BREAK" pea L the entirelfl sth f the grade break RADE BREAK 1IDin SEE CONTRACT PLANS 2.between unof CURB RAMP GRADE \\ ASPHALTSISHING w 9 SEE CONTRACT TPuxs CEMENT CONCRETE a a'Mx. GRADE ORUK b Awe thetw. adjacent surface planesb flush. et 3 D 1pl Gratings, Junction B Aces C other app.., /,i 0 0° Q /\ 0 0 " "0 \v //// //\//j�� /\\/ /\�\ \ Mm SIDEWALK scECEMENT tTCONCRETE sDENNLK - SEE NOTES Paow Tn ir°YP1 W"`K"° SEE CON - , RAcapP *_ ypart of the Cu. Rp Landing. or In front of the Curb Ramp where It connects to the roadway p¢A,E., F-tau for Curb, Club and Gutter Depressed Curb and Gutter, aria Ilp 6. See Contact Plans M the curb design specified S. Standard Plan PedeshlanCubdetails. iRi.00 �o 0'Op '' O O \°p0 O 0 00 Doi 000 ('\ 00:0� O O OM. .:9 O �,Q� O)iPon QO Oq p� O O oQ p` o� � Op o n {� O/ //// \/\/, /, EX UNDISTURBED PAVEMENT / /\\/• i\j SUB -BASE MUST BE �� COMPACTED TO 95% MAX. DENSITY PER ASTM D1557 .,,,iiY.) „s pExPA D 'wer""wx.-aniu Bi^N°^ E BREAK ` * �__ irk * I **EXPANSION RaR MP 3003 RO POxssc±o BREAK RESENT OR K r ai ,47- sAL,� S J I ' BUFFS RnM''''*"x 5 See Standard Plan F-30.10for Cement Concrete Sidewalk Details,See aid Contract Pans for width aria placement Dr sidewalk. p 6. The Bd era Cement Conaele Cub Ramp Type "does not'ndutla the aajawnl cufb, cub aria Goner Depressed cub end Gutter, Peaso-lan Curb or Sidewalks. `� 7. The Curb Ramp length is not required to exceed 15 fat (unless shown �/� >/ :\i i ,0 % \ CLASS 1/2" ASPHALT 0TE4 �� R RB- vvwlainmecao-aawans).When applying metsrootMax, mym, ErOTE,x` is to 8.3%. Uaa SUBGRADE +Lr3\ 9" HMA CONCRETE PAVEMENT ASPHALT PAVEMENT CE ZEE NOTE; 0 SEE Me running slope of the Curb Ramp allowed exceed SEE sins DARo RN.) SUS FA`EwARNiNsuRsl,gle constant slope from bottom Of ramp to top of reran to match into tnelagi10dingInte15,footmontal anworlrement not maudeU° the landingOVER FACE oFcuna FACE OF CUR ( AWARD abutting In Ore 15-root max. measurement 1 " TOCdItaci, SEW LK SEENDTEa UPS AND GUT." C 0� EPRE35EO CURD AND GUTTER S Spu 09,rsgna ainga shall revive a broom finish. See Standard J ° I� O L 0. Peae an Cub maybaommaalr o90 nasuda eat aloe or a COMPACTED TON FIRM AND UNYIELDING 7 CRUSHED SURFACING BASE COURSE PER WSDOT SECTION 9-03.9(3), COMPACT TO 95% MAX DENSITY 2" FINISH GRADE j� J o Rarm Ramp anm°r `aria ng M I oe at the same eleation as the curb por nNng and Uerewll not be material to en. 2110o°E PAN VIEW CONTRACTION UD, EWn DK+o M°Pa PLAN VIEW TYPE PERPENDICULAR A TYPE PERPENDICULARSLEGEND O[ - mnOWN WITH BUFFER) _ sEESTArvDARDpLANF,a,aSLOPE IN * R,X0It,tlig°F°R 1 GanOEONIA CONDITION 12" GRAVEL BORROW PER WSDOT SECTION 9-03.14(1), COMPACT TO 95% MAX DENSITY OR EX SUBGRADE MOISTURE CONDITIONED COMPACTED TO 95% MAX DENSITY PER ASTM D1557 NOTES: I LOPE NDARDmANFa,a -,"yR:..__ �CONTRA. PLANS EE°E' cRAOE °REAM �sp E ** 0 9 GRNEta%M�P;°F°" SON RS-12 NTS CURB TAPER END SECTION 5 NOxG NT 0000000p"C"Re ,� �R ** - CURB RAMP �""° SECTION RpEN"Cq R A rAY M -sEEND Ee,\ DETECTABLE WARNING SEE STANDARDPANN/GAO •/wh EEPRESSEDOTE a CURB DG ER 1 TOpOFRGADwAY ECOMMEND OR *** of:IGNF°R0WOR7t,p%MAx,EO d ° zE� .� DEPRESS. CURB AND GUTTER - SEE STANDARD PLANF-101a r �¢ J9f ISTeetM. r RPENDo° a PATENT-SEENo oNet e �. PERPENDICULAR RAMP STANDARD PLAN F 40.15 03 1. IF EX PAVEMENT SECTION IS THICKER, MATCH EX SECTION. OTHERWISE CONSTRUCT SECTION SHOWN. 2. SAW -CUT FULL DEPTH WHERE NEW PAVEMENT ABUTS EXISTING AND APPLY TACK COAT. 3. PLACE ASPHALT IN ACCORDANCE WITH WSDOT APWA SECTION 5-04. 4. PROOF ROLL AND REMOVE ANY SOFT SPOTS. REPLACE REMOVED MATERIAL WITH GRAVEL BORROW. CONTRACTOR SHALL TEST AND VERIFY SUBGRADE MEETS COMPACTION REQUIREMENTS PRIOR TO PAVING. NTS HEAVY DUTY ASPHALT PAVEMENT SECTION 6 �0,0QV0„NC NOTE _ APPROVED FOR PUBLICATION CURB RADIUS DETAIL B ISOMETRIC VIEW ISOMETRIC VIEW O TYPE PERPENDICULAR TYPE PERPENDICULARS PAY LIMIT Twaal"opo.,,".I.. NTS PERPENDICULAR CURB RAMP FINISHED GRA 5-1/2" ,Dre C 1'til I SOCK h«F-So.10 - e R / SEE coxiw+ci ESTSEE nSt'ano NO E,D °' MATCH SIDEWALK om PANS ad - o o • \WAxDING xG vsON)EXPANSIONJOINTSEE INN Nx /„ O NOTES /I an 1. This plan Is to be Usetl where pedestrian crossing In ono tlireMion Is not pamiiltetl. Pu„s , smF 2. At marked crosswalks, Me connect.n between the Landing aria the roadway must be contained within the width Of the crosswalk markings. jiff3, betwe "GRADE BREAK" is called out the alto length o(the grade break between e two aaiawnt surface ptanea Shan be nosh. P�� ' 9E x 10 a_ 4. D° notplaceGratings, Junction Boxes, AwassCovers, orother appxRen- In thead Depressed - N c s m/ errt of thewhere t Curb Ramding orLandingto the c�maria any whom the Landing wnnemaw,M1a roadway, Eq 5 See Contract Plans for the curb design speclfietl See Standard Plan r J.'R SLOPE VARIES won _ �� r J-{- a b _ F-10.12 for Curb Curb and Gutter Depress. Curb, Gutter and Peaesman cab aele,la °gw e See Standard Plan F-30.10 for Cement Concrete Sidewalk Details See ASPHAL PAVEMENT A D °D D lln 4 % L«- SEE NOTE 6 �r14) 6 Contract Plans for width and placement ofsidewalk. 7'�- , ] The Bid Item "Cement Concrete Cu. Ramp Type -" does not include the gli_a T p ttsceot Cub, CUTb and Gutter Depressed Curb and Gutter Pedestrian coNrw.c 'SEE J' ='�j% O SEE STANDAROpuNF<a10 'fir, �...�� sEEEESTANDARD PLAN F.a,° Cub Orsdewalks. Cj0OOo 0Oo /� (� (� O O` n004W 00 0000 OoUo (DoO° C)opo /� !� /� /'� [� 'OJQ,... n0�� 99n �ai s ER __� SCE NOTE 5 R 8. The Curb Ramp length is not required to exceed l5 feet (unksa shown PE° CLOSURE SIGN Re RAMP PEDESTRIAN0000Escx CURB ROMP (measured from othenyise In ° back of dContact lewalk)the ry ning. When nslhPe et the wbthe 15-foot xramps F CU ramp (o top of 8.3%. Use Into the coewa tov slope FACEt° ofrMe.83%.Use asingle constant slope from bottomof 0 CUR PLAN VIEW `aPLAN VIEW ramp B allowedfrom horizontal distance or 15 feat TYPE SINGLE DIRECTION A TYPE SINGLE DIRECTIONS TYPE 9. Curb Remps and LantllnBs shall receive a broom finish See Standard 3 Sp°cKcatl°ne 6-10. 10. Pedestrian Cub may be omitted if the ground wRaca at the back of the Curb Ramp and/or La.Ing will be at the same elevation as the Curb DI h o•Mnx I xmG SURFACE- M.0,P SEES nnoq«oiuxF>S.1s Ramp or Landing and there will not be material to retain. f�PPR®i1 i D t V lO i�-i /////\//\\ �' ,./ /.,\/, \ ,\\ ., �\/i\/\/\/\\/\\/\\/i\\�� \.\ COMPACTED SUBGRA �\//� \/\ CO fo \//\\%'/ /\\%�/�/�\/��/ ��\�\% 1\\/Is\\ ,,/>,\��/ ,\\��\/\ \ \\i. /\ //// /K//x,/ pl D? :' 1�.�.6��' j.�.r e �[ ilX� ��•�` i •�, .�.,0_�-�j-..i.�.- a�S:ea. ey \ • /�/�/��/�\//\�•I•i e \ /' D A, o GR DEER K SIDEWALK - S E'� Ea R DEa OR DE BR K DE BREAKxOTEa° c OK RSLOPE O W K NOTE O LEGEND m RE EKa �U i�i9 A� \i\\\ ��4 • �� !�' ' u_l� c� 1 CAST -IN -PLACE CONCRETE 7" CEMENT CONCRETE (HEAVY DUTY) 6" CEMENT CONCRETE [CONCRETE PAVEMENT] CLASS 4000 PSI SEE oa *-* EBa 9 �o°w,Y DT * _ *E�NGf`_� 000AUG09 * a F°" RS-13 CURER MP ` a' SECTION 44 S NOTE uNOIxG c[sigxDAROru«F no.1p cuxe „,, PJ qO O coONNNTT`RRACTION JOINTint)- SEE "STTANDARo MPLAN ON x. o°"0E (ALONG RECTIOxA PAY W i STAND Ro RFESE PEDEstRwv tune ........ * * D POR E°ETMOR'''?, MMR�Ia° 2. C l ` CURER Mp `E; TT 1 tea, 2 SECTION O SA INSIDE RAD. AT BACK OF WALKWAY) ep Gxro SCORER MP s „r e p<s\ESIxGLE DIREC rv0 00, gA SINGLE DIRECTION " Gity of Tukwila PUEiLIC Works /� /� / \��\\ /\ /\ / 7-3/4" 4" MIN CRUSHED SURFACING 6" CRUSHED SURFACING BASE COURSE PER WSDOT SECTION 9-03.9(3) COMPACT TO 95% MAX DENSITY NTS CONCRETE PAVEMENT SECTION 9 TOP COURSE 1 CONCRETE VERTICAL CURB 1 0 OEPREasED wRe axD CURB RAMP -'\- cuTTER-SEE xoTES - �-�"'' vo•AxcLE �k� C/crc) RADIUS STANDARD PLAN F-40.1&03 SHEET OF 15HEE7 ISOMETRIC VIEW ISOMETRIC VIEW APPROVED FOR PU.CATION TYPE SINGLE DIRECTION A DETA L OC TYPE SINGLE DIRECTIONS PAY LIMIT PAY LIMIT NTS 1 SINGLE DIRECTION CURB RAMP 1 2 Rev/�Date Issue / 08/02/2019 Revisions Tukwila Fire Station 52 Project No. 224-17-01 Designed by Drawn by Checked by SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA L p 98101 a. 206.725.12 f. 206.973.5344 engineering pllc www.Ipdengineering.EDm © 2019 LPD Engineering pllc-Those documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 Sheet Title PAVING AND HORIZONTAL CONTROL DETAILS Sheet C3.4 xo 1, \ \ / 1 / / I 1 / 1 _-z- / r '/ //III / / / / / / / %„ SSMH RIM= 126.1 B"CP(E) BOTTOM=120.65 EX SSMH RIM 126.10 BOTTOM 120.65 IE 120.65 (8"S) CONNECT TO EXIST l 24LF8" 1 / SS* 6, 48' SSMH RIM 112.50 I I IE 104.96(8" N) IN I ,IE 104.86(8" S) OUT SHALLOW MANHOLE PER ! j COT STD PLAN SS-05 y�`I I I I I / / I! l - /\ / IJr '^-I' -I N / 40LF8"PVC @0.5% i /11 di of / 20' SEWER EASEMENT I � 1 / / l"�nn�u"O�� C4 �RIM 112.36 / IE 104.15(8" N) IN \�/I/��` / IE 104.05(8" E) OUT / 1 ) I II o / / I I 0 SS# 5, 48' SSMH DMH(R) J I 1 / V 1i"\II .�i ,/ lip �� I 1 /--- FIRE HYDRANT ASSEMBLY j " l / - , : (1) 8" X 6" TEE (MJXFL) - J / / / / / /-il_ - (1 } 6" GATE VALVE (FLXRJ) / 1` / / / ;. 8' PLUG --/ //// ° ---? / THRUST BLOCKING i --- - -I- / ------C4.4 C4.4 C4.5 C4.5 / / � � / r / A./ 7i -. // r--: / / -,`'--//, / / \ \ \ // / / _ - \ \ -46 LF- 6" DIP (RJ) PARCEL #4997500025 PARCEL #3597000319 PERMISSION REQUIRED FROM HOME OWNER #3597000319 TO TEMPORARILY DISCONNECT AND RECONNECT SIDE SEWER 1 L PROVIDE CO AT EX SIDE SEWER CONNECTION CONNECT SIDE SEWER - PER MECHANICAL IE 107.00 / /�,�- SS# 3 48' S8MH / ( 1 RIM 110.05 C4.3 IE 102.19(8" S) IN / / / N / IE 102.09(8" E) OUT -//2" 7 / / SHALLOW MANHOLE PER / / COT STD PLAN SS-05 r 1 , /1 (SEEWMECH,ATER SM90R) OR / C4. C4. IE 102.54 _- ` 23 LF 6" SSS @ 2.0% MIN / CONNECT SIDE SEWER / _PER MECHANICAL /IE 103.00 / 1/7 / D'/ // FDC PER FIRE DEPT REQMTS }:F 6" FIRE' SERVIC /(GL�52, RvJ)- f`l . /7 46 LF 6" SSS @ 2.0% MIN / , / ,_ / // CONNECT SIDE SEWER PER MECHANICAL IE 107.00w, // �✓ FF/'111.00,` `� I // FIRE HYDRANT ASSEMBLY /� / / (1) 8" X 6" TEE (MJXFL) / / (1) 6" GATE VALVE (FLXRJ) // / THRUST BLOCKING / // / / PIV WALL MOUNT / ,/ / _ nnCV INSIDE BUILDING--,_ / DOMESTIC WATER METER/// / / i 159 LF 8" DIP / ////////// 3 208 LF 8" PVC @ 0.5% -46 LF 6" SSS @ 2.0% MIN -REMOVE AND REPLACE 8OLF - 6" PVC OR RELINE EX 8" SIDE SEWER PER ASTM F1216. 20 LF 8" PVC @ 0.5% 22 LF 6" SSS @ 2.0% MIN CCO co /--if - -/ ./ hP�® (1) 8" X 6" TEE (FL) �S$f 48' SSM / r / cC4.4 C44(1) 6" GATE VALVE (FLXMJ) RIM 108.42 THRUST BLOCKING II/---IE 103.01(8" W IN f / / /' / IE 102.91 (8" N) OUT / �° I - ( 8" 45' BEND (MJ) , -_ _ -SHALLOW MANHOLE COT STD PLAN LE ,PER / c44/c44 ST BLOCK U HRBLOCK/LNG i ill LEGEND 231 111111111111.111111111110.11111111111.111111 PROPERTY LINE EX CONTOUR (INDEX) EX CONTOUR PROPOSED CONTOUR (INDEX) PROPOSED CONTOUR SPOT ELEVATION FINISHED FLOOR ELEVATION PROPOSED BUILDING CONCRETE PAVEMENT HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT (AC) PAVEME FLEXIBLE POROUS SURFACE TREAD VSEITRETIWCAALLLCURB CURB AND GUTTER TRENCH DRAIN CATCH BASIN TYPE 1 CATCH BASIN TYPE 2 STORM DRAINAGE PIPE STORM DRAIN CLEANOUT FOOTING DRAIN CLEANOUT DOWNSPOUTS SIDE SEWER PIPE SEWER CLEANOUT SIDE SEWER CONNECTION 0 SSMH BOLLARD FIRE HYDRANT WATER SERVICE LINES WATER METER WATER SERVICE LINES FIRE SERVICE LINE FIRE SERVICE VAULT FIRE SERVICE CONNECTION Call 3 Working Days Before You DIGl 1-800-424-5555 Rev Date Issue Tukwila Fire Station 52 Project No. 224-17-01 Designed by SWP Drawn by CRL Checked by MJS 1932 First Ave, Suite 201, Seattle, WA 98101 engineering plic....,pdengineeling.com have been prepared speciPcally for the above named project. They are not suitable for use on other projects or in other locations without ere approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 06/03/19 SEWER AND WATER PLAN 1 1 I I I I 1 I I fl SSt* 2. a8' SSMH C4•3 RIM 107.85 IE 101.66 8" E) IN IE 101.56(8" NE) OUT SHALLOW MANHOLE PER COT STD PLAN SS-05 I ` ) 1 CONNECT TO EX SIDE SEWER PROVIDE CO AT CONNECTION 86 LF 8' PVC CAD 0.5% 1 PARCEL #3597000321 c4.3' RIM 106.8 IE 101.27 (8" SW) IN IE 101.17 (8" E) OUT (CONNECT TO EXISTING) SHALLOW MANHOLE PER COT STD PLAN SS-05 58 LF 8" PVC © 0.5% 8" 45' BEND (MJ) "THRUST BLOCKING 4.4 C4.4 :I i %2- SSMH RIM=105.74 C.O.C.=98.4 "PVC(N),8"CONC(W),8"CONC(E) 5 \' 7 r \ \ "� 7 —\\— 20' PUBLIC :STORM EASEMENT \ \ CB(R)\ I= --'\ \ I Coo,„„—N \9- — \ _- PROTECT EX SSMH 70 zY �B'"R M=75.40 F M L� N- o q N N o J- O L CONNECT TO EX WM (1) 8" 90' TEE (FL) (3) 8" GATE VALVE (FLxMJ) (2) 8" COUPLER (MJ) THRUST2BLOCKING 2.5' BEND (FLXMJ) PAVEMENT RESTORATION INSTALL TEMP 2" BLOW —OFF ASSEMBLY FOR TESTING 00 ADJUST SSMH C� TO GRADE \ \ �\ — \ \ \SDMh\ RIM=�9.56 ��IE=93.11 1 a' PE(W) IE=92.76 1( PE(E) BOTTOM=9 96 SD M RIM=97.24 I6 8.44 12"CMP(E) ITT`9---83. z4\(W) BO OM 172 �T I�� ce(R) 20 LEGEND N 0 10 20 Scale 1=20' — — — PROPERTY LINE --230 EX CONTOUR ONDEX) --23i-- 231_ FF 78.0 w///////////A nnrnrrmmummmurnmm11nmm�nn EX CONTOUR PROPOSED CONTOUR (INDEX) PROPOSED CONTOUR SPOT ELEVATION FINISHED FLOOR ELEVATION PROPOSED BUILDING CONCRETE PAVEMENT HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT (AC) PAVEME FLEXIBLE POROUS SURFACE TREATI SITE WALL VERTICAL CURB CURB AND GUTTER TRENCH DRAIN CATCH BASIN TYPE 1 CDCATCH BASIN TYPE 2 STORM DRAINAGE PIPE STORM DRAIN CLEANOUT FOOTING DRAIN CLEANOUT DOWNSPOUTS ss SIDE SEWER PIPE SEWER CLEANOUT SIDE SEWER CONNECTION Op SSMH BOLLARD FIRE HYDRANT WATER FITTINGS WATER SERVICE LINES WATER METER WATER SERVICE LINES FIRE SERVICE LINE FIRE SERVICE VAULT FIRE SERVICE CONNECTION APPROVED AUG 09 2019 City of Tukwila PUBLIC Works 19_ �/&v Call 3 Working Days Before You DIG! 1-800-424-5888 Rev Date Issue %5\ 08102/2019 Revisions Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206,725.1211 f. 206.973.5344 engineering pllc www.lpdenglneedng.com © 2019 LPD Engineering pile -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 06/03/19 SEWER AND WATER PLAN C4.1 OMNI 130 125 120 115 100 95 90 a fs5Zsewer and water_pro0fe.dwg scngp 8/1/2019 5.24 8 1 SS.:#6..NPE..2.-48" RIM 125.42 IE 104.96 (8" N) IN IE 104.86 (8" S) OUT SEE SECTION A SHEET C2.4 141 LF8"SS ®0.5% ; EXISTING GRADE FINISHED GRADE..... SS #5 TYPE 2;48"' RIM 112.36 1 208 LF 8" SS ® 0.5% • • • • 8" S - 12" SD 145 LF 8" SS CAD 0.5% IE 104.15 (8" N) IN IE 104.05 (8" E) OUT EX SSMH TYPE 2-48" RIM 126.10 SS *4 TYPE 248" RIM 108.42'........:....:........'...'_............._..:: IE 103.01 (8" W) IN IE 102.91 (8" N) OUT IE 120.65 (8" S) OUT W Ili 0 CO O W 99+80 100+00 I r I I I wI w co 1 r 1 N oo CO Cs▪ i 0 W W O b. .Lb 10 t() N m .o0 0 W li 0 101+00 co W 102+00 aD co N 0 W Lo 0 co 125 SS_#2.'TY.PE'.2 .48............. RIM 107.85........ IE 101.66 (8" W) IN IE 101.56 (8" E) OUT 120 115 110 ................................ _:...................... SS #3•TYPE2-48" RIM 110.05 58 LF 8" SS ® 0.5% SS #1 CONNECT TO R M 106.80 EX PIPE IE 101.27 (8" W) IN/our" IE 102.19 (8" S) IN IE 102.09 (8" E) OUT 95 10 of O 0 r, 0 w oo O O u W 0 10 W co w 85 0 0 0 O Lt. 0 N O 0 co W 103+00 u7 O CO 0 SEWER PROFILE O O O W un W oo O 0 til ra 0 0 W 104430 N 0 t2 W I r I I APPROVED AUG 09 2019 City of Tukwila PUBLIC Works rDR-Ogo Rev �Date Issue / / 1 08/02/2019 Revisions Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 0 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206,725.1211 r. 206.973.5344 engineering pllc www.lpdenglneering.=m © 2019 LPD Engineering pllc- These documents have been prepared specifically for the above named project. They are not suitable for use on other projects (NM other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 06/03/19 FOR REFERENCE ONLY ARCHITECTS + URBAN DESIGNERS 106+00 107+00 107+60 SCALE 1 "=20' H 1 "=5' V Sheet Title SEWER PROFILE Sheet C4.2 and water detads.dwg sang B/l/' sgnl sheetsl takwila_/s52 NM RING & COVER NOTES: 4 WEES, 3I4•TH1CK 'r MANHOLE RING AND COVER r -, 1 1 . -'......-_..r I ► T T LABELED C.O.144 z .....►�'"---ACCESS 1 RUBBER GASKET &. GROUT AT ALL JOINTS. GROUT ALL LIFTING za If MAx. Pr %"��IA �� iJ - * �, /vi MAX. VMIN. T026'MRX. STEP 4"MIN. -0"Min.-- A Ia 0 v 1 o I ►ir � 3{__I , ills v „ I ��.,.�,.//►' asoLTHOLEs 9/4^LETTERING -__ \ \ _I B ■ FINISH GRADE EYEHOLES- e•MIN.TO iB'MA 2- STEPS SHALL BE 1.1111101111 ❑ t1.., �� LLWW ❑ j F'• �• '•ti ,4.',/ ',Ir �,. \�.°\� LANE #P-13936. REFER TO SS-13 FOR PRECAST CONCRETE RINGS STEP DETAIL. PRECAST CONE SECTION 12^TrP. . 1 - STEP ■ € E ❑_� PLUG RAISE 4" S/4 -7/6` -1/2' WIDE BORDER 1�� 12'DIA FIBRE JOINT F PACKING PLAN VIEW i CHANNELIZATIIXJ --_ � PIPE Max. as^ DIAMETER FOR M.H. -- 10' ACCESS DETAIL (1)1"DIAMETER 1-174"LETTERING 9' COVER PLAN 834 I 1-114"I 45• BFTID _ zr FRAME PLAN NOTES: \.c..�. �. •sr,'i I I 4,111 IJII!!!11I _ `_ .. : �, 11111112111111 7-3/4• zs' za1t4• e• 44iI INSTALL GU MANHOLE KOR-N-S BASE LINER, AVAILABLE THROUGH PREDL GU LINER SYSTEMS ► GftO� SLOPESHELFTOPIPE:4^6 J GU M ANS �U MANHOLE •, Gao Np s I EA MIN AT C.L. '"7 ELEVATION $�T I% L 1B' J z Ma SECTION A -A j / // aRouM J \ CAST IRON RING AND COVER . / NOTES: f GRAY IRON LOCKING r /' MACHINE SEAr. ,�� (ALDERGROVE, B.C. CANADA {604)607-7755) "�`. \ LINER �� SIDE CHANNEL ;/ �ffr �% / a• MIN. ' COVER } (Y''/ j� 321 ,/ / J/ TM - J= , 1. MAX PIPE DIAMETER ENGINEER. 2, RUBBER GASKET 3. GROUT ALL 4. SEE SS-08 FOR 5. SEE SS-13. FOR 6. INSTALL PER * APPLIES TO 24" MAY BE LIMITED BY PIPE CONFIGURATION OR AS DETERMINED BY AND GROUT AT ALL JOINTS.�� LIFTING EYE HOLES. ACCESS AND CHANNELIZATION. STEP DETAIL. CHAPTER 8 OF THESE STANDARDS. OR SMALLER DIAMETER PIPES, NOT TO SCALE a4-1re INSIDE DROP(MIN.0.1' MAX 1.2I �%� SECTION B B. GRAY IRON FRAME NOTES: { IIII r SIDE SEWER ! ale �_: �✓ 1. FRAME TO BE GROUTED 2. COVER TO BE EJIW CATALOG NUMBER 3717C1PT, AND PRODUCT NUMBER NCR07-2775B, WITH THE SEAL. OF TUKWILA, AND LEGENDS 1908, 2008, AND SEWER. 3. FRAME TO BE EJIW CATALOG NUMBER 3705CPT, OR EQUAL. 4. INSTALL SO THAT BOLT HOLES ALIGN WITH CENTER OF LADDER. NOT TO SCALE 6•MIN. 6-MIN. CRUSHED ROCK"1YMIN. PRECASTP>LSP - _ _ - CHANNELIZAT1ON NOT TO S(`01 E NOT TO SCALE ,"a4 MANHOLE ,. SEWER MANHOLE , MANHOLE SANITARY SIDE SEWER Z of 24" FRAME WITH COVER Q ^ti City of ACCESS AND CHANNELIZATION riy City of 48" AND 54" a ? City of CLEAN -OUT SHEET. SS-11 = N SHEET. SS-0$ ✓ SHEET: SS-04 3 ti"• r� SHEET. SS-03 08.03 LAST Revision: 03.08 } VB Tukwila +#1: 08.03 I LAST REVISION: 04.08TukwilaREVISIONsI: pTukwilaREVISION u1: 08.03 ( ?a�TukwilaREwston n1: 08.03 I APPROVAL: B. GIBER$ON APPROVAL: BOB GIBERSON, CITY ENGINEER APPROVAL: B. SHELTON APPROVAL: B. SHELTON MANHOLE - ACCESS AND CHANNELIZATION DETAIL 3 A SEWER MANHOLE - 24" FRAME WITH COVER DETAIL �i NTS ry MANHOLE - 48" AND 54" DETAIL L SANITARY NTS 1 SIDE SEWER - CLEAN -OUT DETAIL 1 APPROVES AUG Os 2Q1s City Of Tukwila PUBLIC Works /C.:.)U ' 7.. 0 Q NOT USED O / /! 13"CC r o o° ep Qo I 1-3/16" RED REFLECTORS tl °o °a 0 o0 0 \ RING OR FRAMEOw,TEOR„D ASTWWI. % / IN yr a >a = � RAIL 9/16" ROUND BAR o 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 a a a n o 0 0 0° O. O a a o 0 0 0 o C o 0 0 tl s COMPACTION S.U. BE PLAN ' a "CONCRETE ,seas ADJUSTING "w�k� GRAM PING NO EEL MOWEDCNPI - 4 . ( tie I .. I• .i SECTION DETAIL THROUGH STRUCTURE JACK' wo PNEWATIO POGO STIC, MO OUT liAlli AND PASPHALT .1.1. EXTEND 2. BELOW NTT PINGS OR IADJMPS OOOOaMµ"«e I i .e zr.) - �' RUNG 1/2" GRADE 60 3t4" HOLES +'io'`$oe; o. 00� �'�AAI �"Iiia�" +'"f'+'s 00,00,000 "°j la NOTE: 1. COMPACTION METHODS SHALL BE USED UNTIL MATERIAL REACHES A FIRM AND UNYIELDING CONDITION 2. UNPAVED AREAS: BACKFILL WITH NATIVE MATERIAL APPROVED BY THE ENGINEER OR CRUSHED ROCK PER WSDOT 9.03.9. NOT TO SCALE POLYPROPYLENE HANGING LADDER 6" ,0r'°*0041 0. 1/2" GRADE 60 STEEL -.3, �!I11! H H H H *ides , 11 REINFORCING BAR inw �pAi��>�ss+®eA�e, 0d00s"re�ee4ed i isi,04,��,�0i + 000 ATWo4I4.44$0,014 ;,+oi„, 00,00."i i�..014'' `:es,1014 NOTES: 1. POLYPROPYLENE ASTM D4101 2. 1/2" GRADE 60 REINFORCING BAR A615 B. 9/16" COLD DRAWN BAR C1018 4. PATENT PENDING - LANE POLY STEPS 5: 3/8"DIA. BOLT 316-SS, 3-1/2" LONG. 6. 316-SS TYP AT LADDER MOUNTS 6. REFER TO DS-10C FOR STEP DETAIL NOT TO SCALE NOTES: 1. LANE P-13938 CUT OUT OR APPROVED EQUAL NOT TO SCALE �'" , UTILITY ADJUSTMENT a City of , .. MANHOLE MANHOLE o Gz yw City�j f POLYPROPYLENE SAFETY STEP CityQ f LADDER �/ /{��,�� /� TiZir IY LZf.L era} SHEET: SS•13 `►,r,� y SHEET: SS-12 APPROVAL: H. PONNEIMANTI v •.. • �- T Zb Tukwila REVISION S11 08,03 I � ~� Tukwila REVISION 01: DB,Q3 I UTILITY ADJUSTMENT 7 APPROVAL: B. SHELTON APPROVAL: B. SHELTON NTS MANHOLE - POLYPROPYLENE SAFETY STEP DETAIL b NTS MANHOLE - LADDER DETAIL 5 Rev Date Issue A 08/02/2019 Revisions Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, S1, u0 Suite 2�7 5.121 11 1. 206.973.5344 engineering pllc Www.lptlengioeering,mm © 2019 LPD Engineering pllc- These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 06/03/19 Sheet Title SEWER DETAILS Sheet C4.3 INSTEINA+U ARCHITECTS + URBAN DESIGNERS and water detoi/sdwg songp 8/1/2019 524 PM a 42 FINISH GRADE FLANGBLI A4,NI10 /. 36" tl: z IN. '57J66n.-...M2�1•_ 24" ..11: IN. iil�id Imo. 0? '- 1 : J\ 1.... DRAINAGE, COMMUNICATIONS, POWER UTILITY ''• - ;,'.'.%: I BLIND FLAN FLANGE CAPPED CROSS •••« TEE W/ PLUG PLUG 11 TEE W/O PLUG TEE TAP PEDr 2" BRASS PIPES, THREADED I�I-. METER BOX: O © PAVED AREAS: OLYMPIC FOUNDRY SM-30 WITH STEELY"DIAMOND PLATED LID. USE SHALL BE APPROVED BY ENGIN ER. CONCRETE THRUST BLOCK VEHICLE TRAFFIC AREAS: 24"DIAMETER • • • • g" © TO SERVICE /� `f) THRUST BLOCKING SIZE PLUG (SF AREA MEASURED AGAINST NATIVE SOIL) BLIND FLANGE OR SMALLER SZALLE PIPE C C _ 5 ��`� //� © \ UNDISTURBED CAST IN PLACE. SEE WS-10 CAST IRON MANHOLE COVER FOR 24" \ \ \ OPENING FRAME TO READ 'WATER",WITH LRAISEDOADIN .FRAMSKID PATTER LLBE6" EEP,SES-20 GROUND LOADING. FRAME SHALL eE 6"DEEP, SET wMH FLArvGe-sloe DOWN ON 24" CONCREre DONU DONUTS DEPTH OF I2") UNPAVED AREAS. CARSONi]30WITH D.I LID PLAN VIEW 6" MIN. �) 8 J 3/4" & 1" METERS �^ -' ETHAFOAM PAD / / , } FINISH GRADE O POWER, COMMUNICATIONS, DRAINAGE UTILITY CROSSING PIPESIZE A (ft.) C (ft) D (ft.) E (rt.) - 1111C11111411. 1II RESTRAINED AINET �� ' 36"MIN. M...11m.M....M-rc-M-0A,H.i5 r � 1-° 24-MIN. © U-n- it 0 "" iY INIPCN .. s" O kb I1. •• O3"-6-CLEAR.8^1$ r-•••.- ; © 2"X2-1/2' BRASS ADAPTOR (VALVE BOX SCREWED X NATIONAL STANDARD SEE WS-08) HOSE THREADS OTHER UTILITY 4" 4 2 , 1 ENDUNEQUAL 10 5 2DEAD CROSS AVErifW._ atwertirof /1/141.4r, To SERVICE CAP WIH GASKET16"71 ENEO18"90 J</.-C2=p 14"55 30 t5$��"�WATER 39 20 10'I,�� .'�OVER /:: UTILITY. CENTER PIPEL.�. CROSSING . •//) •i-,©TVTT O 49 25 13 IN • I«A`� I R � MAIN 8" MIN 2 2D" ,1, 6O 3, 15 'I,�./� NOTES: EXPOSE VA VE FOR LOCKINGBY CITY WHEN O INSTALLATION IS COMPLETE. © 22"135 73 37 19 • • •- •74,..�` 6• 24" ,6D $7 44 22 /\ + O 2$" 21$ "11$ 60 30 ••••«•« �� • 1-1/2" & 2" METERS MATERIAL LIST 30" 251 136 69 35 WATER UTILITY .:';. 'Irk (\ ) 1. FOR PARTS LIST REFER TO CHAPTER 7.1 - TUKWILA TAPPMG SADDLEJ INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS.OWATER OCORPORATION STOP SERVICE LINE SHALL BE PERPENDICULAR TO THE WATERMAINTri UNLESS OTHERWISE APPROVED BY THE ENGINEER. OANGLESTOPORTAILPIECE 3, ENGINEER SHALL PROVIDE PRESSURE AND FLOW CALCULATIONS 0 METER SETTER. SEE WS.02. WHEN A SINGLE METER IS SERVING BOTH DOMESTIC SERVICE AND 0 SERVICE PIPE A FIRE SUPPRESSION SYSTEM, © METER BOX 4. NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE COMPRESSION FITTINGS OR POSSIBLE. WHERE METERS CANNOT BE PROTECTED FROM COUPLINGS AS REQUIRED TRAFFIC, A TRAFFIC RATED ENCLOSURE IS REQUIRED. METER © TRACER TAPE OR WIRE FOR POLYETHYLENEPIPE(ISUSED) BOXES IN PEDESTRIAN PATHS WITHIN THE RIGHT OF WAY ARE GRAVEL BAOTU. FOR TO HAVE AN ADA COMPLIANT LID. O DRAINS PER W300rs03.120). 5. METER BOX AND SETTER IF APPLICABLE)SHALL BE SUPPLIED BY PERMITTEE. ( 6. METER SUPPLIED AND INSTALLED BY CITY OF TUKWILA UPON APPROVED PERMIT AND FINAL SERVICE INSPECTION. 7. POSITION SERVICE PIPING TO CENTER METER BELOW INSPECTION LID AND PROVIDE ADEQUATE CLEARANCE BETWEEN SERVICE PIPING AND METER BOX TO ALLOW REPLACEMENT, TESTING, AND BYPASS OF METER. 8. BRASS FITTINGS SHALL BE LEAD FREE: 9. THE LID OF A METER BOX INSTALLED IN A PEDESTRIAN PATH SHALL HAVE A SKID RESISTANT LID PER ADA REQUIREMENTS. NOT TO SCALE 36" 361 195 100 50 \MILL -- 491 266 135 6$ •42" �',S-18""' v.'r /2. 0�.,,,. I 48" 641 347 177 89 'I,,,/.1/=THRUST d-� =I [i, .....- I! -I' I \ NO DRAIN HOLE NOTES: ... •• « •« NOTES: .. ' -' �,-' •� ; THREE 2"STREET ELBOWS 2"pipE, THREADED ELEVATION VIEW i. BEARING AREA OF CONCRETE THRUST -BLOCK BASED ON 250 PSI PRESSURE AND SAFE SOIL BEARING LOAD OF 1000 POUNDS PER SQUARE FOOT. SOIL TYPE SAFE BEARING LAOD (PSF) 10' (TYP) SEE NOTE 1 PARALLEL SEW ER UTILITY % SEWER UTILITY J "'IN NO CASE WILL WATER BE ALLOWED TO CROSS SEWER AT LESS THAN 18" SEPARATION WITHOUT ADDITIONAL ISOLATION MEASURES. (WATER MUST PASS OVER SEWER)REQUIRED NOTES: 2. ADJUST BEARING AREA FOR OTHER PIPE SIZES, PRESSURES, AND SOIL CONDITIONS. SEE TABLE THIS SHEET FOR TYPE AND MUCK, PEAT, ETC 0 SAFE BEARING LOAD, 3. CONCRETE BLOCKING SHALL BE CAST IN PLACE AND HAVE A SOFT CLAY t,000 1. ALL PIPE BEYOND 2. INSTALL CAST BOX. PAINT STANDARDS. 3. REFER TO CHAPTER 4, REFER TO WS-10 5. BRASS FITTINGS 6.7, THE LID OF RESISTANT MAIN SHALL BE PAINTED BRASS METAL VALVE MARKER POST AND EXTENSION PIPE ADJACENT TO METER WITH TWO COATS OF NON -CORROSIVE PROTECTIVE PAINT, PER A.W,W,A, 7 OF THESE STANDARDS. FOR BLOCKING, WS-06 FOR VALVE BOX. SHALL BE LEAD FREE, A METERBOX INSTALLED IN A -PEDESTRIAN PATH SHALL HAVE A SKID LID PER ADA REQUIREMENTS. NOT TO SCALE MINIMUM AREA OF 1/4 SQUARE FOOT BEARING AOAIN3T THE FITTING. SAND 2,000 4. CONTRACTOR SHALL INSTALLBLOCKINGOCKING ADEQUATE TO WITHSTAND FULL TEST PRESSURE AS WELL AS TO SAND AND GRAVEL 3,000 WA -TER.& SEWER CROSSING WATER & SEWER NOTE: 1. REFER TO G-1 FOR BACKFILL AND BEDDING STANDARDS. 2. A MINIMUM OF 5' SHALL BE APPROVED BY THE ENGINEER. REFER TO CHAPTERS 7 AND 8 OF THE CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS. 3. VERTICAL SEPARATION LESS THAN 12 INCHES SHALL BE APPROVED BY THE ENGINEER. 4. WHERE 12" VERTICAL SEPARATION IS NOT ACHIEVABLE, 6" OF ETHAFOAM PAD SHALL BE INSTALLED BETWEEN UTILITIES. NOT TO SCALE CONTINUOUSLY WITHSTAND OPERATION PRESSURE UNDER ALL CONDITIONS of SERVICE. 5. HEIGHT THRUST MUST BE EQUAL TO OR LESS SAND & GRAVEL CEMENTED WITH CLAY 4,000 OF BLOCK THAN 1(2 THE DEPTH FROM THE GROUND SURFACE TO THE HARD SHALE 10,000 BLOCK'S BASE. REFER TO CHAPTER 7 OF THESE STANDARDS. 'VALUES BASED ON wsooT STD PLAN e-90.4o-01 NOT TOSCALE 1 a BLOCKING (HORIZONTAL) wt A '�". WATER MAIN w1 UTILITY v sl, ' ik METER '^�` City of �•1' CONCRETE iK � City of BLOW -OFF ASSEMBLY City of SEPARATION AND CROSSING ,�` rr"� �'. City of 3/4", 1", 1.1/2", & 2" ° 'O////y WS-10 (1 OF 3) i1 O SHEET: WS-09 i SHEET: G-5 O ¢d' SHEET: WS-01 +3 I" Tukwila (./� APPROVAL:H:ONNEKANO ,;r h' Tukwila LAST REVISION:APRIL 2019 i Y ukwlla Tukwila LAST REVISION: APRIL 2019 I 1="i Tukwila LAST REVISION: APRIL 2019 v,J ' "JAfb°' APPROVAL: H. PONNEKANTI i.F ""x?d'3 APPROVAL: H. PONNEKANTI •t'i94a''y APPROVAL: H.PONNENANTI `L3p0H �� APPROVAL: H. PONNEKANTI Nis CONCRETE BLOCKING (HORIZONTAL) 4 WATER MAIN BLOW -OFF ASSEMBLY 3 NTS UTILITY TRENCH 1 NTS METER SETTER 2 TWO EPDXY OR ASPHALT COATED STEEL THREADED RODS AND ONE PIPE CLAMP. ROCK WALL WSE HYDRANT PER WS-13 A p 0 i ' m " N m m v, ,P m 'FOR OTHER SOIL (BEARING) PRESSURE CONDITIONS, ADJUST BLOCK SIZING ACCORDINGLY. rMN 6" MAX 0� 4 oo 5'STORTZ .,I BLUE RPM AT ROADWAY CENTERLINE BLOCKING o a 0 n ,� m o N o m m u, v, r m -- vmi, g .- m .- S N N �i m m �, 8 ,o ....••«««• • • «VERTICAL �he MINIMUM DIMENSIONS ��' ( • PIPE SIZE V.B. CU. FT. A D L OOIZE (DEGREES) (FEET) flxcxssl (FEET) 4/.• / / ANGLE ., PLANTINGS. OR OTHER SURFACE. OBSTRUCTIONS GUARD POST - f y S4CL0ARD I` .Ii ODANTTFED SURFACE 0, 11 lil, � S 2 t2' a -- Otz, a o m o0 .- u, .- .- PAVEMENT 6 $ A.... "19 1f4' •' 22.12.8'.'.".'.314.'.'..'.'2.0'.' '.'3D.'.'::.".'.41': ...1.1.114..;..•,16•. :91,:- ,'2,2': '.'3.5':.' .2`6 ..•. "' 3/4 " ".'.314.':..'.'2.0': .••.3f4... .*:?:0;. " .. 2,0 .' A „'�,'_ ... ° ':. �� ....................'.'. % % UNDISTURBED EARTH ) / / \� \\ . � \ \� 3, IIIF! l < O 0 a 0 m P w g N m m o P m PROVIDE THRUST ° OCK S S. MATCH MAIN DEPTH MIN 3 AND MA%50' ,..--- 6 VE BOX DETAIL 6'RESILIANTMI WEDGE GATE VALVE CAST IRON EE F(GEMENt LINED) '� y L ` 4�` �� K. ' PLAN GUARD POST 4'MIN. -THRUST BLOCKING SIZE -ASSUMING 1000PSF SOIL PRESSURE -DESIGN PRESSURE 250 PSI u: ,..., a W a N MI O N N m v 8 n m m m .- (5 .- 8 n --22.i V2....- 47: • 3:6 • - • •374.':..'.:0'-• A 30 70 4 1 3/4 2 5 - VERTICAL BLOCKING FOR SEE WSIO \ S-10 MECHANICAL JOINT - I (/ .H.IXWM i �� 10-12 ' •11 1/4 • • • • 32• • ..3.2. • • • • 3/4 ' ' • 2.0• • CONDITIONS IN SHADED AREA ..; ..;._ 16 18-20 22 1/2 30 111/4 221/2 30 ,1 ,/4 88 132 70 184 275 91 4.5 5.1 4.1 5.7 6.5 4.5 7/8 7/8 11/8 11/4 7/8 3.0 3.0 40 4.0 3.0 FOUR EPDXYORASPHALTCOATEOSTEEL THREADED RODS AND TWO PIPE CLAMPS ° U O O N N N m S v fO h 19 N 2 v f \ .i:;r>r5 v \ : N O.'..\ NOTES: 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. CONCRETE DIM. Mr UNDISTURBED sole REFER TO CHAPTER HYDRANTSER EQUAL TO T 5CD250 WATER MASTER. HYDRANTS SHALL 8E PORT AND SHALL HAVE BOTTOM CONNECTION HYDRANTS SHALL CONFORM HAVE ATWO PIECE BREAKING SELF -OILING DRY BONNET RESERVOIR SHALL BE HYDRANT IS OPERATED. SHACKLE RODS SHALL CITY HYDRANTS BONNET FARWEST CASE YELLOW PRIVATE HYDRANTS WHERE NO CURB AND LINE AND INSIDE THE HYDRANTS INSTALLED, PAINTED.I�%.0/51°ioc HYDRANT SHALL NOT POSTS, PER TMC 14.24.03. MIN. I YARD GRAVEL BACKFILL FOR DRAIN(WSDOT 403.12(4)) BLOCKING ]• e•DIA. DUCTILE TILLEy 7 OF THESE STANDARDS. MUELLER SUPER CENTURION #A-423 EQUIPPED WITH TWO 2-1/2" N.S.T. A 1-114" PENTAGON OPEN LIFT OPERATING AND 5-1/4' MAIN VALVE OPENING. TOA.W.WA. SPECIFICATIONS FLANGE WITH BREAKING WITH FACTORY FILLED RESERVOIR SO DESIGNED AS TO GIVE A COMPLETE THE UPPER STEM SHALL HAVE BE ASPHALT -COATED STEEL OR AND PORT CAPS SHALL BE FARWEST SAFETY X-3472, SHALL BE PAINTED WITH TWO COATS GUTTER IS INSTALLED, FIRE HYDRANT RIGHT OF WAY OR EASEMENT. INSTALL RELOCATED OR OTHERWISE WORKED BE CLOSER THAN 4' TO ANY FIXED 2-3/4. ASPHALT COATED EL THRUST BLOCK SHACKLE ODS SEE WS-10 FLANGEJOINT UNDISTURBED SOIL CLOW MEDALLION #F-2545 M & H 929 OR EJIW HOSE PORTS AND ONE 5" STORTZ PUMPER DISCHARGE NUT. HYDRANTS SHALL HAVE A 6" M.J. C 502-54; SHALL BE COMPRESSION TYPE AND THIMBLE AT THE GROUND LINE OR STEM; SHALL HOLDING APPROXIMATELY 8 OUNCES OF LUBRICATION OF STEMS EACH TIME THE A BRASS SLEEVE. CORTEN STEEL. COMPASS BLUE #4602. BARREL SHALL OF FARWEST CASE YELLOW (#X-3472). SHALL BE LOCATED CLOSE TO THE PROPERTY BOLLARD GUARD POST PER WS-14. UPON AS A RESULT OF A PROJECT SHALL OBJECT, WITH THE EXCEPTION OF HYDRANT GUARD/ \ # SHALL HAVE A OIL. OIL BE BE NOTTO SCALE /�,� LL a NQ W a �, O .- .- N v, n 6- 6- N N m o f0 GUARD POST ELEVATION 22 1/2 225 6.1 11/4 4.0 _1�..1L� O 4w'111I L 2" MIN NOTES: Ei a = O a w m �, o ' • � O1 � c `y.-' `o.° - N N m o v ' ` o 30 330 6.9 1 3/8 4.5 I�'. �� / 24 111/4 22 1/2 128 320 5.0 6.8 1 1 3/8 3.5 4.5 ' 1° ��./ ANGLE /, Ilji] 6^MAX � 1. GUARD POST SHALL BE EITHER CONCRETE FILLED STEEL PIPE 6- ti v, v, w u; u, n u, ,n u, '' N "' "' "' 30 480 7,9 1 5/8 5.5 " .' / " � 0 - 4 w y,� • 1 . �"��'�� 5``O ":•" (MIN. 4" DIA.) OR CONCRETE POST (MIN. 8" DIA,). • ............ « ........ .. ':. ': '•."'.� ; ... .�.�a.. A ':: ':. ,, / UNDISTURBED 6 2.IIIII POSTS SHALL BE AT LEAST FEET 3 FROM THE CENTER OF THE HYDRANT AND SHALL NOT BE IN al DIRECT LINE WITH ANY DISCHARGE PORTS. 3. POSTS SHALL BE 6 FEET LONG; 3-1/2 FEET SHALL BE BURIED. a o,, 8 N 2 aR <2 n N $ w N N 2 `pN' 4 6 ',,45,-,',--',",',30'•",'3,1,'-,'..', ' ' ' ' - ' ' ' ''' Fj$': ','a,1':.' ' 3t4'••„',': '.'.'.3I4'.' ,'. -' '-''"2''O.• EARTH \j : % 8 12 123 232 5.0 6.1 3/4 3/4 2.0 2.5 \� • • (5 • O m n o o m 0 o (5 0 u`S o SS 0 m .- .- N N m m (5 16 478 7.8 1 1/8 4.0 A 4. PAINTED FINISH ON POSTS SHALL BE FARWEST CASE YELLOW #3472. MI (�./ NOT TO SCALE 20 24 560 820 8.2 9.4 1 1/4 1 3/8 4.0 4.5 - VERTICAL BLOCKING FOR CONDITIONS IN UNSHADED AREA NOT TO SCALE r aPOSTSLP 1 m m .- N N N N m m a c NOT TO SCALE w1�: , . BLOCKING (VERTICAL) °�`'�•'"�� ,� t ARE HYDRANT tL ` � a> FIRE HYDRANT +L" BLOCKING o'� A City of CONCRETE ..��cc,, �- >s as ClZ�J Qf GUARD POST �`�.-�� City Of �'- ASSEMBLY AND SETTING i.. City of CONCRETE "$(}�„„a ar SHEET: WS-10 (3 OF 3) a Q SHEET: WS-14 a •� ' SHEET: WS-13 '/ SHEET: WS-10 (2 OF 3) T"K.: i ukwlla - Tukwila LAST REVISION: APRIL 2019 ( '�'•; ,:''y' j ukwila Tukwila LAST REVISION:APRIL 2019 I .^ „2' Tukwila LAST REVISION: APRIL 2019 I T Ws -, i uk-p4, Ala Tukwila LAST REVISION: APRIL 2019 I R45"' APPROVAL: H. PONNEKANTI - 1.9_0'b °' APPROVAL: H. PONNEKANTI <-, JV®S,._ APPROVAL: H. PONNEKANTI APPROVAL: H. PONNEKANTI CONCRETE BLOCKING (VERTICAL) 6 FIRE HYDRANT GUARD PONTS ST 8 FIRE HYDRANT ASSEMBLY AND SETTING 7 NTS CONCREATE THRUST BLOCKING SIZE CHART 5 Rev/�Date Issue /) 08/02/2019 Revisions Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite pSe206.721 5.1211 f 206 973 5344 engineering pllc WWW.Ipde691neering.com 02019 LED Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer, APPROVED AUG 09 MY City o1 Tukwila PUBLIC Works JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 06/03/19 WATER NOTES AND DETAILS C4.4 ARCHITECTS + URBAN DESIGNERS dwg sangp 8/1/2019 5.24 PM 521 design 1 sheets 17akw, 00 11/pd-fs1Idalollpd e WITHIN50'OF WE/ T ______ __- MATERIAL LISTING: NI e c SIMFACE 00 PA4EIAENT OR CURB SPRk1K1ER (LUSH 1n1H 06605 FlNISN CRA➢E 5 Pvc TEE OR ELBOW PVC LATERAL ❑NE DOUBLE CHECK VALVE ASSEMBLY S VALVEFBOX SEEI wS A22 UiPERATE ��RRpp''GG^^ pN �ETE� gip{� pFRIC�'7y p4 RJKw7t� WATER DEPARTMENT STANDARDFS 0 1. 3/4" SHACKLE RODS WITH STAR BOLTS AND ASPHALT EMULSION COATING. 2. 4" MIN. D.I. CLASS 52 PIPE, IIi.1.11�1 3 VAULT WITH HINGED STEEL PLATE COVER, DIMENSION TO VARY pRIG AM TO PRESSURE MAIN CI 0 � IMAINA ] O' 1" QUICK COUPLER VALVE NUB CONNECTION TO PRESSURE MAIN SHALL NOT BE MADE UN11L IRRIGATION MAIN UNE IS PRESSURE TESTED. SEE INSTAUATION DETAIL THIS SHEET. POINT OF CONNECTION ASSEMBLY ( 'TORrz WITH SIZE OFNC ASSEMBLY. 4. 0.S.H.A. APPROVED LADDER IF OVER 30" DEEP. --_____-______-__ ...................... 12' MIN. 0 5. PIPE SUPPORT STAND IN LOCATED INSIDE OF VAULT UNDER EACH CHECK VALVE. 6. COPPER OR BRONZE BYPASS WITH AN APPROVED DCVA AND 314" WATER METER, FINISH GRADE POLYER ENE 1/2' OA n 12' MIN POYEINYLENE FLEX PIPE ' • jvsoo8oX B" a IN11CK COUPLER 2 siNNIE55 STEEL o aMPs a 7. APPROVED DCVA IN MAIN LINE WITH TWO RESILIENT SEATED SHUTOFF VALVES AND 6' MiN. '' TEST COCKS. Q Ile III, 8. 10", 8", 6" OR 4" COUPLING ADAPTER. FL. +r MIN a'MIN. !!� �i► .'.'. ® ■ 9. 10", 8", 6" OR 4° FL'PE D,I. CLASS 52 PIPE LENGTH TO FIT. 10. GROUT INTERIOR AND EXTERIOR ALL AROUND PIPE USING NON -SHRINK GROUT. i t. t0", 8", 6" OR 4" GATE VALVE FL"MJ WITH POST INDICATOR VALVE. a. PO.TEiHttENE '� '4' IcnLVLEXIerEalseR Spa REBAR STAKE 360• PVC TRIPLE MG JOINT PVC PRESSURE MAIN PVC TEE OR ELBOW PATH THREADED OUTLET 0 12. FLANGE TEE ASSEMBLY SIZED ACCORDINGLY. APICAL QUICK COUPLER ON BRASS NIPPLE AND TEE VALVE BOX AS APPROVED By COPPER BACK 311 4oQ Q O� �O DoO ' ■ "' -) 1 13. 74. 4" OR 6" D.I. CLASS 52 PIPE FL'FL. - Q - <} ►4-. Ur 0 To BUILDING - 16. 4' OR 6: D.I. CLASS 52 PIPE, FL FL.. WICK COUPLER TRIPLantis JOINT FWISH GRADE { 3VC PVC 4555 PVC THREADED TEE AT uAINUNE II II t�.l CCx COMPACT BACVOL $CRON TNRWra1 itr MAM IiN FIRM 17 0 it MIN. 18. « ........ «... « ... «..« . «..« .... 19. 6" D.I. CLASS 52 PIPE LENGTH AS REQUIRED FLANGE' THREADED P.E. TO METER ENGINEER. SIZE TO FIT EQUIPMENT. FlN1SN GRADE PVC 4A"`M7 Cf TELESCOPING VALVE COUPLER DETAIL /�QUICK iL " 1 / v 2L SWING TYPE GRAVITY OPERATED CHECK VALVE WITH BALL DRIP VALVE TO BE INSTALLED HORIZONTALLY. X d41EL ONLY SEAL BRION OSLO ar ONE VALVE AIL THREADED TAPE MANUAL ,s 1 :I BOX MTH BLUSH 6 MTh FINISH GRADE BRASS NIPPLE, VALVE OF VALVE, MINNUM 4'LONG II PRESSURE RESSU E MAN DIAMETER BRASS UNION - 4055 SIDES PEA GRAVEL SUMP PER VALVE BOX. JON1S MTH ON MALE iHREAIIs 400504#0054E SHUT OFF VALVE L-II,1 COMPACT BACKFlLL i COPPER UNION AND PIPE Ih �l "r��. " - � \ n-u 11'=1r 11 SHUT OFF VALVE DETECTOR DOUBLE CHECK AND VAULT ASSEMBLY GENERAL NOTES: PLAN VIEW - - - - -------- �j /I•li PRESSURE REDUCING VALVE OF REQUIRED) PRESSURE MAIN CONNECT TO - �Ijil � SHUT OFF VALVE AND METER. 12" MIN. PEA GRAVEL t' I.T:1'I III' IIInt „.*r.'... 4°a+o• " ••'."lO; e. iUl� \ 11 ALL FlTTINGS 'VC IRRIGATION MAIN © CLOSE NIPPLE ( ELBOW DOWN • f. P.E. THREADED ELBOW I PAINT MTH FARWEsr 1. BACKFLOW PREVENTORS SHALL BE ON WSDOH APPROVED LIST. 2, SIZE VAULT BASED ON SIZE OF APPARATUS AND MEETING MINIMUM CLEARANCES. 3. A SEPARATE DETAIL PLAN FOR VAULT INSTALLATION AND SPRINKLER LINE MUST BE SUBMITTED AND APPROVED BY THE FIRE MARSHALL PRIOR TO INSTALLATION. ,i i 00 NOT PAINT ( X-6270 LINK BELT RED Two COATS ' 4. MINIMUM APPARATUS SIZE SHALL BE 4". i as•-ae^ I, P.E THREADED FEMALE I 5. VAULT SHALL BE SEALED TO PREVENT WATER LEAKAGE. 6. LADDERS SHALL BE REQUIRED WHEN DEPTH FROM TOP OF LID TO FLOOR OF VAULT EXCEEDS 30". INSTALLATION OF ALL LADDERS SHALL BE IN COMPLIANCE TO 0.S.H.A. NOTES; _ _ - .-�1'=11.=Ir DOH APPROVED DOUBLE CHECK VALVE. DETAIL DOUBLE CHECK VALVE ASSEMBLY �l��iS�i6�4 0 IIC 0110. '4,(,(We§', END VIEW I !STOW. FITTING WITH KNOX LOCK 1 SIDE PE THREADED MALE I I FL X P.E. THREADED WRAP WITH wINMaRE I TAPE 2' 00 To BELOW GRADE TO f OorroM FLANGE VIEW 7. LOCATE VAULT IN PLANTING AREA AND NOT IN PAVING AREA, UNLESS APPROVED BY THE ENGINEER. 8. FITTINGS SHALL BE IN ACCORDANCE WITH ALL APPLICABLE REQUIREMENTS OF ANSIIAWWA C1101A21.10 AND CEMENT LINED (SEE APWA &AWWA. 9. PIPE SHALL BE DUCTILE IRON MEETING ANSI A21,51, CL52 & CEMENT LINED. 10. TEMPORARY SUPPORT SHALL BE PROVIDED UNDER VALVES AT THE TIME OF INSTALLATION. AFTER COMPLETE INSTALLATION INSTALL PERMANENT PIPE SUPPORT STAND. 11, PROVIDE BALL DRIP VALVES ON F.D.C. CHECK VALVE ASSEMBLY OR AT BOTTOM OF F.D.C. FRIRE DE ARTME CONNECTION 12. FIRE DEPARTMENT CONNECTION TO BE PROVIDED WITH ONE (1) 5' STORTZ CONNECTIONS TION T 5 PROM• 409 NOTES; 1. ALL INSTALLATIONS MUST MEET MINIMUM STANDARDS OF THE UNIFORM PLUMBING CODE AND WSDOH APPROVED INSTALLATIONS LIST. 2. TESTING IS REQUIRED BY A WSDOH CERTIFIED BACKFLOW ASSEMBLY TESTER UPON INSTALLATION AND ANNUALLY THEREAFTER. ASSEMBLY TO BE MAINTAINED BY THE OWNER. NOT TO SCALE 12" MIN. © NOTES: • T . 13. ALL UNDERGROUND PIPING TO 8E INSPECTED, FLUSHED, AND PRESSURE TESTED IN THE PRESENCE OF AN INSPECTOR PRIOR TO COVER AND CONNECTION TO THE OVERHEAD _ 1. DESIGN FOR 4" THRU 10" DDCV. SYSTEM, 14. UPON INSTALLATION, OW PREVENTION ASSEMBLIES ARE TO BE TESTED BY A _i CERTIFIED TESTER ANDD ALL ALL TEST -COCKS ARE TO BE PLUGGED AFTER THE TEST. THEREAFTER, ANNUAL TESTS SHALL BE PERFORMED AT OWNER'S EXPENSE, AND COPIES 6' MIN.f COMPACTED FOUNDATION OF TEST RESULTS SHALL BE PROVIDED. 15. CONCRETE VAULT SHALL HAVE ONE 4' X 4' ORTW03' X 3' STEEL HINGED DOORS. SHALL BE 1. ALL INSTALLATIONS MUST MEET MINIMUM STANDARDS OF THE UNIFORM PLUMBING CODE AND WSDOH APPROVED INSTALLATIONS LIST. NOT TO SCALE GRAVEL UNDER VAULT' ENTIO TRAL ST TIONAND 16: BACKFLOVPROVIDED WITHTAM OR WALL VISIO TONG VALVES PROVIDED UL CENTRAL STATION TAMPER SUPERVISION. NOT TO SCALE NOT TO SCALE a9 P,t IRRIGATION SYSTEM (CITY OWNED) CROSS CONNECTION CONTROL CROSS CONNECTION CONTROL A IRRIGATION SYSTEM (CITY OWNED) a1L Te City (111� DETECTOR DOUBLE CHECK VALVE & VAULT 1z City Of DETECTOR DOUBLE CHECK VALVE AND VAULT ,� .� C Q SYSTEM COMPONETS x, ,. City (�� DOUBLE CHECK VALVE ASSEMBLY .5�, iq SHEET: WS-22 (2 0F2) x _✓ SHEET: WS-15 1 OF 2 X., is . s SHEET: WS-15 2 OF 2 ° c? JJ SHEEr: WS-22 (1 OF2) j]J'�,{' " 'O S ukw la 4"�^ Tukwila LAST REVISION: APRIL 2019 Tukwila �la LAST REVISION: Q u/I'AA14la $ Y7. ll1LL �Y6 bb Tukwila LAST REVISION:APRIL 2019 j '� $� Tukwila LAST REVISION: APRIL 2019 I iY H.:ONNEK019 APPROVAL: H. PONNEKANTI p APPROVAL: H. PONNEKANTI ""39G'A"• APPROVAL: H. PONNEKANTI APPROVAL: H. PONNEKANTI IRRIGATION SYSTEM - SYSTEM COMPONETS 4 CROSS CONNECTION CONTROL 2 IRRIGATION SYSTEM - DOUBLE CHECK VALVE ASSEMBLY NOT USED 5 NOT USED 6 NOT USED 7 APPROVED AUG 09 2O1 City of Tukwila (...b 9 1•10. PUBLIC Workss go NOT USED 8 Rev��Date Issue // l j 08/02/2019 Revisions Tukwila Fire Station 52 Project No. 224-17-01 Designed by Drawn by Checked by SOUP CRL MJS 1932 First Ave, Suite �. Pp.206.Seattle� WA 01 5.1211 f. 206.973.5M4 engineering pllc www•Ipdenglneering.mm © 2019 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use an other projects or in other locations without the approval and participation of Engineer. JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 06/03/19 WATER NOTES AND DETAILS C4.5 N 5 T E I N A+ U ARCHITECTS +URBAN DESIGNERS General Structural Notes THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS CODE REQUIREMENTS STEEL 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2015 EDITION, AND THE LATEST EDITION OF PTI DC-35.1, 'RECOMMENDATIONS FOR PRESTRESSED ROCK AND SOIL ANCHORS". REFERENCE DOCUMENTS 2.TOPOGRAPHIC AND BOUNDARY SURVEY BY BUSH, ROED & HITCHINGS, INC. SURVEY 2017259.01 4/10/2018 3. REPORT ON GEOTECHNICAL INVESTIGATION BY HART CROASER, INC. REPORT 19297-01 10/11/2018 GENERAL REQUIREMENTS 4.ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECIFICATIONS, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ENGINEER AND ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. 5. SHOULD ANY DISCREPANCIES BE FOUND IN THE PROJECT DOCUMENTS, THE CONTRACTOR WILL BE DEEMED TO HAVE INCLUDED IN THE PRICE THE MOST EXPENSIVE WAY OF COMPLETING THE WORK, UNLESS PRIOR TO SUBMISSION OF THE PRICE THE CONTRACTOR ASKS FOR A DECISION FROM THE ENGINEER AND ARCHITECT AS TO WHICH SHALL GOVERN. 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTOR'S WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 7. CONTRACTOR SHALL VERIFY ALL DIMENSIONS OF EXISTING STRUCTURES IN THE FIELD AND SHALL NOTIFY THE ENGINEER OF ALL FIELD CHANGES PRIOR TO FABRICATION AND INSTALLATION OF ANY STRUCTURAL MEMBER. 8.CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 9. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. ALL TYPICAL AND NOTES SHOWN ON DRAWINGS SHALL APPLY, UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL DETAILS ARE NOTED ON THE PLANS, THE SPECIFIED TYPICAL DETAIL SHALL BE USED. WHERE NO TYPICAL DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED. THE CONTRACTOR SHALL SUBMIT ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION AND FIELD USE. 10. THE FOLLOWING ITEMS SHALL BE SUBMITTED IN WRITING FOR APPROVAL TO THE ENGINEER, ARCHITECT AND OWNER PRIOR TO THE COMMENCEMENT OF ANY WORK OR THE FABRICATION OR INSTALLATION OF ANY STRUCTURAL ITEM. THE CONTRACTOR SHALL RETAIN ALL RESPONSIBILITY FOR MEANS AND METHODS OF CONSTRUCTION. SHORING MONITORING PROGRAM: SEE MONITORING SECTION. SHORING SEQUENCING PROGRAM CONCRETE AND GROUT MIX DESIGN 11. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. STRUCTURAL STEEL MISCELLANEOUS METALS GROUTS AND CONCRETES. APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPARTMENT. 12. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE BEEN APPROVED BY THE DESIGN TEAM. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. 13. UTILITY LOCATION: THE UTILITIES INFORMATION SHOWN ON THE PLANS MAY NOT BE COMPLETE. THE SHORING CONTRACTOR SHALL DETERMINE THE HORIZONTAL AND VERTICAL LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO DRIVING PILES, DRILLING PILE HOLES, TIEBACK ANCHORS, OR CUTTING OR DIGGING IN STREETS OR ALLEYS. THIS INCLUDES CALLING UTILITY LOCATE AT 1-800-424-5555 AND THEN POTHOLING ALL UTILITIES PRIOR TO CONSTRUCTION TO CONFIRM DEPTHS AND LOCATIONS AND TO VERIFY THAT THERE ARE NO CONFLICTS WITH THE PILE AND TIEBACK CROSSING ELEVATIONS. PILES AND TIEBACKS, INCLUDING CONCRETE CASING SHALL MAINTAIN A MINIMUM OF 12"CLEARANCE TO ANY EXISTING UTILITIES TO REMAIN. CONTRACTOR SHALL NOTIFY THE ENGINEER OF CONFLICTS. CONFLICTS SHALL BE RESOLVED IN WRITING PRIOR TO PROCEEDING WITH CONSTRUCTION. QUALITY ASSURANCE 14. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND SECTIONS 110 AND 1704 OF THE INTERNATIONAL BUILDING CODE BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS WITHIN TWO WEEKS OF COMPLETION OF EACH PHASE OF WORK. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION IS REQUIRED STRUCTURAL STEEL FABRICATION AND ERECTION CONCRETE CONSTRUCTION SOIL CONDITIONS, FILL PLACEMENT, AND DENSITY CAST -IN -PLACE DEEP FOUNDATION PER TABLE 1705.2 PER TABLE 1705.3 PER TABLE 1705.6 PER TABLE 1705.8 PERIODIC INSPECTION ALLOWS INSPECTION AT INTERVALS NECESSARY TO CONFIRM THAT WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE WITH REQUIREMENTS. CONTINUOUS SPECIAL INSPECTION REQUIRES THAT THE INSPECTOR BE ONSITE AT ALL TIMES THAT WORK REQUIRING SPECIAL INSPECTION IS PERFORMED. 15. INSPECTORS SHALL BRING DEFICIENCIES TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF THE DISCREPANCIES ARE NOT CORRECTED, THE INSPECTOR SHALL BRING THE UNCORRECTED DEFICIENCY TO THE ATTENTION OF THE BUILDING OFFICIAL AND THE STRUCTURAL ENGINEER IMMEDIATELY AND PRIOR TO COMPLETION OF THAT PHASE OF WORK. 16. SOILS INSPECTION: INSPECTION BY THE SOILS ENGINEER SHALL BE PERFORMED FOR PILE PLACEMENT AND TIEBACK PLACING AND STRESSING. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY THE SOILS ENGINEER PRIOR TO PLACEMENT OF PILES. SOIL COMPACTION SHALL BE SUPERVISED BY AN APPROVED TESTING LAB. THE GEOTECHNICAL ENGINEER SHALL ALSO ADVISE ON WATER CONTROL AND SLAB ON GRADE CONSTRUCTION. 17. WET WEATHER INSPECTION: A SITE VISIT FROM THE GEOTECHNICAL SPECIAL INSPECTOR SHALL OCCUR DURING EACH DAY OF ACTIVE GRADING AND IN THE EVENT OF SIGNIFICANT RAINFALL WHICH MIGHT COMPROMISE STABILIZATION MEASURES BETWEEN NOVEMBER 1 AND MARCH 31. THE DETERMINATION OF WHAT CONSTITUTES SIGNIFICANT RAINFALL IS SUBJECT TO THE DISCRETION OF THE GEOTECHNICAL SPECIAL INSPECTOR. HOWEVER, AS A MINIMUM STANDARD, THE GEOTECHNICAL SPECIAL INSPECTOR IS REQUIRED TO CONDUCT A SITE VISIT IF MORE THAN ONE HALF INCH OF PRECIPITATION OCCURS ON ANY GIVEN DAY. ANY RECOMMENDATIONS REQUIRED TO MAINTAIN STABILITY OF EXCAVATIONS AND PROPER FUNCTIONING OF THE SEDIMENT/EROSION CONTROL SYSTEM PROVIDED BY THE GEOTECHNICAL SPECIAL INSPECTOR SHALL BE IMPLEMENTED IMMEDIATELY. SHORING MONITORING 18. A SYSTEMATIC PROGRAM OF MONITORING SHALL BE CONDUCTED DURING THE PROJECT EXECUTION TO DETERMINE THE EFFECT OF CONSTRUCTION ON ADJACENT FACILITIES AND STRUCTURES IN ORDER TO PROTECT THEM FROM DAMAGE. REFER TO REPORT OF GEOTECHNICAL INVESTIGATION FOR RECOMMENDATIONS. FIELD DATA AND MEASUREMENTS ARE TO BE SUBMITTED TO THE STRUCTURAL AND GEOTECHNICAL ENGINEER FOR REVIEW. 19. MONITORING SHALL BE PERFORMED BY A PROFESSIONAL LAND SURVEYOR (PLS) LICENSED IN THE STATE OF WASHINGTON. 20. UNLESS OTHERWISE REQUIRED BY THE GEOTECHNICAL ENGINEER, THE MONITORING PROGRAM SHALL INCLUDE A VIDEO OR PHOTOGRAPHIC SURVEY PRIOR TO THE BEGINNING OF THE SHORING INSTALLATION TO DOCUMENT THE CURRENT CONDITIONS OF THE SURROUNDING FEATURES. THE SIZE AND LOCATION OF ANY EXISTING CRACKS IN ADJACENT SLABS, PAVEMENTS OR BUILDINGS SHALL BE MEASURED AND DOCUMENTED. CONTROL POINTS SHALL BE ESTABLISHED AT A DISTANCE WELL AWAY FROM THE WALLS AND SLOPES, AND DEFLECTIONS FROM THE REFERENCE POINTS SHALL BE MEASURED THROUGHOUT CONSTRUCTION BY OPTICAL SURVEY. A MINIMUM OF 3 MONITORING POINTS SHALL BE ESTABLISHED ON NEARBY ADJACENT BUILDINGS. MINIMUM SURVEY FREQUENCY SHALL BE ONCE PER WEEK. 21. SOLDIER PILE MONITORING PROGRAM: FOLLOWING INSTALLATION OF THE SOLDIER PILES, MONITORING POINTS SHALL BE ESTABLISHED ON THE TOP OF THE PILES PRIOR TO PROCEEDING WITH THE EXCAVATION. ONE MONITORING POINT SHALL BE ESTABLISHED FOR EVERY FOUR PILES. THE MONITORING POINTS SHALL BE READ DAILY DURING EXCAVATION OPERATIONS AND TWICE WEEKLY ONCE THE EXCAVATION IS COMPLETED. THE INITIAL READINGS FOR THIS MONITORING SHALL BE TAKEN BEFORE STARTING ANY DEMOLITION OR EXCAVATION ON THE SITE. NOTIFY THE GEOTECHNICAL AND STRUCTURAL ENGINEERS, SHORING DESIGNER, AND THE BUILDING DEPARTMENT IF .5"OF MOVEMENT OCCURS BETWEEN TWO CONSECUTIVE READINGS. THE ENGINEERS AND DESIGNERS SHALL DETERMINE THE CAUSE OF DISPLACEMENT AND DEVELOP REMEDIAL MEASURES IF WARRANTED. PLEASE NOTE THAT A MAXIMUM OF 1" HORIZONTAL DISPLACEMENT IS REQUIRED ANYWHERE ON SHORING WALL SURFACES THROUGHOUT THE SHORING WALL SERVICE LIFETIME. CONSTRUCTION SHALL BE SUSPENDED IMMEDIATELY AND REMEDIAL PROCEDURES APPLIED AS LONG AS A DISPLACEMENT READING EXCEEDS 1". IF THE TOTAL MEASURED LATERAL DEFLECTION OF THE PILES EXCEEDS 1", REMEDIAL MEASURES MAY BE REQUIRED. 22. EACH SET OF MONITORING DATA MUST BE PROVIDED TO THE GEOTECHNICAL ENGINEER FOR REVIEW. IT MAY BE NECESSARY TO INSTALL ADDITIONAL MONITORING POINTS IF WARRANTED BY THE DATA. RECOMMENDATIONS WILL BE PROVIDED BY THE GEOTECHNICAL ENGINEER DURING CONSTRUCTION IF ADDITIONAL MONITORING POINTS BECOME NECESSARY. 23. SURVEY FREQUENCY MAY BE DECREASED AFTER THE SHORING SYSTEM HAS BEEN INSTALLED AND EXCAVATION IS COMPLETE IF THE DATA INDICATES LITTLE OR NO ADDITIONAL MOVEMENT. CHANGE IN THE SURVEY FREQUENCY SHALL BE APPROVED IN WRITING BY THE GEOTECHNICAL ENGINEER AND THE BUILDING DEPARTMENT. SURVEYING MUST CONTINUE UNTIL THE PERMANENT STRUCTURE (INCLUDING FLOOR SLABS AS BRACES) IS COMPLETE TO FINAL AND STREET GRADES. 24. SUBMIT SURVEY DATA, INCLUDING BASELINE READINGS AND EVALUATION OF SHORING PERFORMANCE BY THE GEOTECHNICAL ENGINEER AT LEAST ON A WEEKLY BASIS TO THE BUILDING DEPARTMENT. GEOTECHNICAL INFORMATION AND CRITERIA 25. INSTALLATION OF SHORING, SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION AND FILLING REQUIREMENTS SHALL CONFORM WITH THE RECOMMENDATIONS CONTAINED IN THE SOILS REPORT AND/OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE SUBSURFACE CHARACTERIZATIONS USED TO DESIGN THE SHORING ARE CONTAINED IN THE SOILS REPORT AS REFERENCED ABOVE. 26. EXCAVATIONS FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE MATERIAL PER THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER EXCAVATED AREAS SHALL BE BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT THE CONTRACTOR'S EXPENSE. EXCAVATION SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE LIMITS SPECIFIED BY LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS. CONTRACTOR SHALL PROTECT CUT SLOPES AS NECESSARY IF CONSTRUCTION OCCURS DURING WET WEATHER, AND SHALL CONTROL AND MANAGE RUNOFF TO MINIMIZE EFFECTS ON CONSTRUCTION. 27. DESIGN SOIL CAPACITIES ARE DETERMINED BY THE GEOTECHNICAL ENGINEER. THE SOIL PRESSURES INDICATED ON THE SOIL PRESSURE DIAGRAM WERE USED FOR DESIGN, IN ADDITION TO THE DEAD AND LIVE LOADS. SEE REPORT OF GEOTECHNICAL INVESTIGATION FOR MORE COMPLETE INFORMATION, INCLUDING RECOMMENDATIONS FOR SHORING IN GENERAL, SHORING MONITORING, EXCAVATION, LAGGING, AND DRAINAGE. 28. SOIL DESIGN PARAMETERS ARE AS FOLLOWS: LATERAL EARTH PRESSURES ACTIVE EARTH PRESSURE (YIELDING) ACTIVE EARTH PRESSURE (AT -REST) TRAFFIC SURCHARGE PRESSURE (UNIFORM LOAD) SEISMIC SURCHARGE PRESSURE (UNIFORM LOAD) PASSIVE EARTH PRESSURE (INCLUDES FS=1.5) ALLOWABLE BEARING PRESSURE 29. SHORING DURATION: PERMANENT CONCRETE E.F.P. 25 PCF 41 PCF 50 PSF 7H PSF 450 PCF 2, 500 PSF 30. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905, 1906, AND ACI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS: f'c Minimum Cement (psi) Per Cubic Yard 3, 000 3, 000 4, 000 Max. Water Per Use 94 LB Cement .5 w/c 5-1/2 sacks .5 w/c 1-1/2 sacks 9 sack pumpable mix ---- 5-1/2 sacks pile & tieback lean concrete pile & tieback structural grout raker foundations foundations and retaining walls 31. THE MINIMUM AMOUNTS OF CEMENT MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 301. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID BY THE GENERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. 32. CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD CYLINDER TESTS, UNLESS APPROVED OTHERWISE. REQUIRED ULTIMATE COMPRESSIVE STRENGTH OF STRUCTURAL GROUT SHALL BE REACHED BY 5 DAYS FOR TIEBACKS AND 28 DAYS FOR PILES AND FOUNDATIONS. 33. STEEL SPECIFICATIONS: DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE AISC MANUAL, AISC 360 AND SECTION 2205 OF THE BUILDING CODE. 34. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER ASTM SPECIFICATION WIDE FLANGE SHAPES OTHER SHAPES, PLATES, AND RODS OTHER SHAPES AND PLATES (NOTED GRADE 50 ON PLANS) A992 A36 A572 (GRADE 50) FY 50 KSI 36 KSI 50 KSI 35. ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS AND SHALL BE PERFORMED BY WABO CERTIFIED WELDERS USING E70XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY AWS) SHALL BE USED. ALL COMPLETE JOINT PENETRATION GROOVE WELDS SHALL BE MADE WITH A FILLER MATERIAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT 20 DEGREES F AND 40 FT-LBS AT 70 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. 36. STEEL PROVIDED FOR PERMANENT SHORING SHALL BE GALVANIZED OR PAINTED BLACK FOR CORROSION RESISTANCE. WOOD 37. FRAMING LUMBER SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: Use Grade Fb (psi, single use) 4X TIMBER LAGGING 4X TIMBER LAGGING HEM -FIR NO. 1 975 HEM -FIR NO. 2 850 (WHERE SPECIFIED) 38. WOOD IN CONTINUOUS CONTACT WITH FRESH WATER OR SOIL SHALL BE TREATED TO A RETENTION OF 0.40 PCF. WOOD FOR USE IN PERMANENT FOUNDATIONS SHALL BE TREATED TO A RETENTION OF 0.60 PCF. SODIUM BORATE (SBX) TREATED WOOD SHALL NOT BE USED WHERE EXPOSED TO WEATHER. PILE AND LAGGING CONSTRUCTION 39. DEMOLITION: SHORING AND SOIL EXCAVATION SHALL BE DONE SIMULTANEOUSLY. 40. DIMENSIONS AND LOCATION OF EXISTING STRUCTURES SHALL BE VERIFIED PRIOR TO FABRICATION AND INSTALLATION OF ANY STRUCTURAL MEMBER. NOTIFY ENGINEER ABOUT ANY DISCREPANCIES PRIOR TO FABRICATION. 41. PILE AND ANCHOR HOLES SHALL BE DRILLED WITHOUT LOSS OF GROUND AND WITHOUT ENDANGERING PREVIOUSLY INSTALLED PILES AND ANCHORS. THIS MAY INVOLVE CASING THE HOLES OR OTHER METHODS OF PROTECTION FROM CAVING. REFER TO REPORT OF GEOTECHNICAL INVESTIGATION FOR RECOMMENDED HOLE DIGGING PROCEDURE. 42. AUGERCAST PILE PLACEMENT: ALTERNATE PILES SHALL BE PLACED AND COMPLETED SO THAT AT LEAST 24 HOURS IS ALLOWED FOR THE CONCRETE TO SET PRIOR TO DRILLING ADJACENT PILES. 43. STEEL PILE PLACEMENT TOLERANCES: 1" INSIDE PERPENDICULAR TO SHORING WALL. 1" OUTSIDE PERPENDICULAR TO SHORING WALL. 3" LATERALLY. 1" IN ANY DIRECTION 44. LAGGING: TIMBER LAGGING SHALL BE INSTALLED IN ALL AREAS. VOIDS BETWEEN LAGGING AND SOIL SHALL BE BACKFILLED WITH PEA GRAVEL OR LEAN MIX FILL. DRAINAGE BEHIND THE WALL MUST BE MAINTAINED. IT IS CONTRACTOR'S RESPONSIBILITY TO LIMIT THE AMOUNT OF EXPOSED SOIL WITHOUT LAGGING TO AVOID LOSS OF SOIL. MAXIMUM HEIGHT OF 4 FEET IS RECOMMENDED. THE CONTRACTOR SHALL TAKE SPECIAL CARE TO AVOID GROUND LOSS DURING EXCAVATION. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 13 2019 City of Tukwila BUILDING DIVISION b19'-o/e) 8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 Shoring Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2,24 Third Avenue - Suite Too - Seattle, WA 9812, p: 2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P: 253.284-947o sstengineers.com JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 6/3/19 Sheet Title GENERAL SHORING NOTES Sheet SH101 Statement of Special Inspections Special inspections shall be provided per the requirements of IBC section 1705 and as noted herein SOILS VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS 1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY X 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL X 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS X 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL X 5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY X CONCRETE AND CONCRETE REINFORCING REFERENCES IBC 1705.6 VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCE 1. INSPECTION OF REINFORCING STEEL INCLUDING PRESTRESSING TENDONS, AND PLACEMENT X IBC 1908.4 ACI 318: Ch. 20, 25.2, 25.3, 26.6.1-26.6.3 2. INSPECTION OF ANCHORS CAST IN CONCRETE X ACI 318: 17.8.2 3. INSPECTION OF POST -INSTALLED ANCHORS IN HARDENED CONCRETE MEMBERS: a. ADHESIVE ANCHORS INSTALLED HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS X SEE ICC-ES ESR REPORT FOR ADDITIONAL REQUIREMENTS ACI 318: 17.8.2.4 b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 3-a X ACI 318: 17.8.2 4. VERIFYING USE OF REQUIRED DESIGN MIX X IBC 1904.1 IBC 1904.2 IBC 1908.2 IBC 1908.3 ACI 318: Ch. 19, 26.4.3, 26.4.4 5. INSPECTION DURING CONCRETE MIXING: a. CONCRETE MIXES PREPARED IN A BATCH PLANT IBC 1705.3.2 b. MIXES WITH fc > 6000psi X 6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE X IBC 1908.10 ASTM C 172 ASTM C 31 ACI 318: 26.4, 26.12 7. INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES X IBC 1908.10 ACI 318: 26.5 8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES X IBC 1908.9 ACI 318: 26.5.3- 26.5.5 9. REINFORCING BAR WELDING: a. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN ASTM A706 X AWS D1.4 ACI 318: 26.6.4 b. INSPECT SINGLE -PASS FILLET WELDS, MAXIMUM 5/Is", OTHER THAN C & D X c. WELDING OF REINFORCING STEEL RESISTING FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES AND BOUNDARY ELEMENTS OF SPECIAL STRUCTURAL WALLS OF CONCRETE AND SHEAR REINFORCEMENT X d. WELDING SHEAR REINFORCEMENT X e. WELDING OF OTHER REINFORCEMENT STEEL X 10. MECHANICAL COUPLERS FOR REINFORCING X SEE ICC-ES ESR REPORT FOR ADDITIONAL REQUIREMENTS STRUCTURAL STEEL VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCE 1. FABRICATED AND ERECTED STEEL: a. COMPLIANCE WITH DETAILS SHOWN ON CONSTRUCTION DOCUMENTS X b. APPLICATION OF JOINT DETAILS AT EACH CONNECTION X AISC 360, SECTION N5.7 2. INSPECTION OF HIGH STRENGTH BOLTING: a. SNUG -TIGHT JOINTS X 3. MATERIAL VERIFICATION OF WELD FILLER MATERIALS: a. IDENTIFICATION MARKINGS TO CONFORM TO AWS SPECIFICATIONS IN THE APPROVED CONSTRUCTION DOCUMENTS X b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED X AISC 360, SECTION A3.5 AND APPLICABLE AWS A5 DOCUMENTS 4. INSPECTION OF WELDING: a. COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELD X IBC 1705.2 AWS D1.1 b. MULTIPASS FILLET WELDS X c. SINGLE PASS FILLET WELDS > 5/16" X d. PLUG AND SLOT WELDS X e. SINGLE PASS FILLET WELDS < 5/16" X MEWEDAil/i 1 7 2D13 REID MIDDLETON, INC. NOTES 1. TESTING AND SPECIAL INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION ITEM ON A DAILY BASIS WHENEVER WORK IS PERFORMED ON THAT ITEM. REPORTS SHALL BE DISTRIBUTED TO OWNER, CONTRACTOR, BUILDING OFFICIAL, ARCHITECT, AND STRUCTURAL ENGINEER. 2. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED BY THE STRUCTURAL ENGINEER OF RECORD OR DESIGNATED REPRESENTATIVE IN ACCORDANCE WITH IBC 1704.6. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED AS FOLLOWS: a. PERIODIC VISUAL OBSERVATION OF STRUCTURAL SYSTEMS FOR GENERAL CONFORMANCE TO CONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTON STAGES b. REVIEW OF TESTING AND INSPECTION REPORTS c. REPORTS SHALL BE PREPARED FOR EACH SITE VISIT AND SHALL BE DISTRIBUTED TO ARCHITECT. 3. WHERE APPLICABLE, SEE ALSO IBC SECTION 1705.11, SPECIAL INSPECTION FOR WIND RESISTANCE AND IBC SECTION 1705.12, SPECIAL INSPECTION FOR SEISMIC RESISTANCE 4."STRUCTURAL STEEL" REFERS TO STEEL CONSTRUCTION DEFINED BY AISC 303, "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES." REVIEWED FOR CODE COMPLIANCE APPROVED AUG 13 2019 City of Tukwila BUILDING DIVISION v Qj 8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 Shoring Project No. 00021-2017-01 i 4 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite 10o - Seattle, WA 98121 p: 206.443.6112 ssfengineers.com 934 Broadway - Tacoma, WA g84o2 p: 253.284.947u ssfengineers.com JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 6/3/19 Sheet Title STATEMENT OF SPECIAL INSPCTIONS ARCHITECTS + URBAN DESIGNERS LU Sheet SH102 P2 P1 P5 P4 P3 fig%/ EXISTING; CONC. BLOCK WALL TO REMAIN:, COORDINATE SHORING WALL INTERSECTION WITH (E) WALL W/;CIVIL, STRUCTURAL, AND ARCHI.TECT Plan Notes P7 iv- Pile Schedule 8" SANITARY SEWER LINE 20/SH301 9/SH36 t5p. P1 PILE PER SCHEDULE IN 24"0 MIN. AUGERED HOLES PILE SPACING IS 8'-0"oc P19 P20 P21 (19) PILES'@ 8'-0"oc = 15-2 - P.T. 4x12 LAGGING PER GENERAL SHORING NOTES P23 P24 \, P25 P26 \, P27 ` P28 ( P2 D 8" CONC. RETAINING WALL H=6'-O" MAX. SEE CIVIL & ARCHITECTURAL SITE DRAWINGS FOR EXTENT. COORDINATE FACE OF WALL W/ ADJACENT SHORING WALL 8/SH301 1. 2. 3. 4. 5. 6. 7. REFER TO CIVIL SITE PLANS AND SURVEY FOR OVERALL AREA OF WORK AND LOCATIONS OF EXISTING ADJACENT STRUCTURES AND SITE FEATURES. FOR GENERAL SHORING NOTES REFER TO SH101. REFER TO GEOTECHNICAL REPORT FOR ADDITIONAL SHORING INSTALLATION REQUIREMENTS. CONTRACTOR SHALL LOCATE ALL SUBGRADE UTILITIES PRIOR TO ANY PILE INSTALLATION OPERATIONS. OBSTRUCTIONS MAY BE ENCOUNTERED DURING EXCAVATION AND SHORING INSTALLATION. NOTIFY ENGINEER OF RECORD IF OBSTRUCTIONS ARE ENCOUNTERED. MAXIMUM EXPOSED VERTICAL SOIL CUT SHALL BE NO GREATER THAN 4'-0" DURING SHORING. WALL INSTALLATION UNLESS OTHERWISE PERMITTED BY THE GEOTECHNNCAL ENGINEER OF RECORD. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. Pile Mark Top of Wall (ft.) Finish Grade (ft.) Bottom of Wall (ft.) Retained Height (ft.) Min. Auger Diameter (in.) Pile Section Pile Height (ft.) Pile Embed (ft.) Total Est. Pile Length (ft.) CD Scale: 1/8"=1'-0" PILE MARK - REFER TO PILE SCHEDULE, THIS SHEET ��;% I_� V `�" WIE Atli 1 2 2013 REID MIDDLETON, INC. P1 132.5 132.5 124.6 7.9 24 W18x35 8.0 12 20.0 P2 132 131.5 124.0 7.5 24 W18x35 8.0 12 20.0 P3 131 130.3 122.3 8.1 24 W18x35 8.8 12 21.0 P4 130 129.2 121.0 8.2 24 W18x35 9.0 12 21.0 P5 129 128.0 118.0 10.0 24 W18x35 11.0 14 25.0 P6 128 127.2 116.0 11.2 24 W18x50 12.0 16 28,0 P7 125.7 125.0 112.8 12.2 24 W18x86 12.9 16 29.0 P8 125.7 125.0 112.5 12.5 24 W18x86 13.2 16 30.0 P9 125.7 125.0 112.3 12.7 24 W18x86 13.4 16 30.0 P10 125.7 125.0 112.2 12.8 24 W18x106 13.5 19 33.0 P11 125.7 125.0 111.0 14.0 24 W18x106 14.7 19 34.0 P12 125.7 124.5 111.0 13.5 24 W18x106 14.7 19 34.0 P13 125.7 124.0 111.0 13.0 24 W18x86 14.7 18 33.0 P14 125.7 123.0 111.0 12.0 24 W18x50 14.7 16 31.0 P15 125.7 122.5 111.0 11.5 24 W18x50 14.7 16 31.0 P16 125.7 121.8 111.0 10.8 24 W18x35 14.7 14 29.0 REVIE4 CODE CO APPF AUG : City of BUILDING ....----D /9...0 /� ({ P17 125.7 122.0 111.0 11.0 24 W18x35 14.7 14 29.0 P18 125.7 121.0 111.0 10.0 24 W18x35 14.7 14 29.0 P19 122 120.8 111.0 9.8 24 W18x35 11.0 14 25.0 P20 122 120.6 111.0 9.6 24 W18x35 11.0 14 25.0 P21 122 120.5 111.0 9.5 24 W18x35 11.0 14 25.0 P22 122 120.3 111.0 9.3 24 W18x35 11.0 14 25.0 P23 121 120.0 111.0 9.0 24 W18x35 10.0 14 24.0 P24 121 119.5 111.0 8.5 24 W18x35 10.0 12 22.0 P25 120 118.8 111.0 7.8 24 W18x35 9.0 12 21.0 P26 120 118.3 111.0 7.3 24 W18x35 9.0 12 21.0 P27 119 117.5 111.0 6.5 24 W18x35 8.0 10 18.0 P28 118 116.6 111.0 5.6 24 W18x35 7.0 10 17.0 P29 117 116.0 111.0 5.0 24 W18x35 6.0 10 16.0 VED FOR MPLIANCE OVED l3 2019 ulcwila DIVISION h, A8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 Shoring Project No. 00021-2017-01 STRUCTURAL ENGINEERING n24 Third Avenue - Suite ,00 - Seattle, WA 98,n p: zo6.443.6ztx ssfengineers.com 934 Broadway - Tacoma, WA 984oz p: 253,284947o ssfengineers.com JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 613/19 Sheet Title SHORING PLAN Sheet S H 201 ARCHITECTS + URBAN DESIGNERS / ! / / / / / f ).;v / / / / ---:/ / / / / / // ,, / // // / / / / / / / / / (: / / /' / 7 / / / / v. / // / / 1 / / / // // !! //' // //' l l / / / / /l /1 / / / i. l l l l l l / /'.I / / / - ,�� / I / 1 / / / / / / // j� / A / //'/' // / / / / / \ / / /_ // \ / / / / 1 1; / / \ 7 / / / ! / / / \ l / / — i /' // // / I / -\ 1 11 // \/ / 1 / / // 11 // /1 \ I // _/ I // ,/ / / /_ ---- /-- ' _ �.,.. / / / 1 / / / / / / 1 / / /" / / (�� / / ( / / 1 / / ./ / / "1 / / ! / / ;i 7 / / '/ / / / / / / // i // �` / / :/ / - // / ( / / / /), . / / / ,`1 / __ / / / / / / / / it , .�. / / ,i% / / / / / / / / / / ,' / 111 \ //- / / / �/ /�' IIl 'f/ /�.// / / / / / / .. I // I I i / } // �� / 1 / 1 i f' 1 F lr'/ I / i / ti. // __ // It. �. /'��/ / i / // / CD /. 71 / / / / / / / / /' / / 1:, '' ! / / / / / \L-- ./ QD / / / / ,- ( ( / / / / / (\ ,/'' ; ;-- / / / i / // // // / // /1 / II - \� // //' // /i ! , // /// // 1 / / (Cr$ // ! / // //I / I / / // / y 7 7 / 7) 7 4.73CI / / / 7 / • / e / // // // // / I l f I / / /�r' / / ,/' // /' // ' ._� ,/ / / / / / / / t j '-1-CI-2- - , / / / / .// / / / / / /, / (' .:; -( — ! _ : /—, 1 1, / / 7 / - v II '� / ✓ / , , / /' /`,,, / ' ! // // PI // / // / / { / ,. _4'/ // / /"i. // / / / / / / / , // / / / / / / ./ / / / / / / // / / / I 1 ,' a' / / / / / /// / / i7._ /... I/ v/J // // • / 1 L 7/ / I 1 / -4 / 1 n /: l / / / / / / / / / / / / / /} / / / / 1' / / / / / I, / / / / r 1 / / / i / / / / 7 — --i - / / / / / / / 7 1- G ' i / /7 /,` ,� / / 7 1/L _ f'__� �, 8/SH301 / // / : / / O�/ ,' hP. ,' / 1 10/SH3©2 South Elevation 7 7 7 , , ,��/ / / 1 / /' 1 777 77/ / / / I / // / 7 7 / / , I ' / / / \ / / / / / , \_ , / / / , / / 7 / / / / 7 / / /, / 7 / // 7 /,; // / // // N O z. j/ / _<' O�� S� - / / , SOW.-/= 109.355 / // tr 7, ' // /' // /_ ,, // //, / , // _ /V, / i /, , /Q , / , , // / /S /' ,/ ,/- ,/ / ,' ,' ,/ /'/ /' , /CI T.O.W. = 109.23' / /// / / / ,' _ // / /..� 7, /,7 ..� 7 / 7 / L // / i__. ,,, ,' ,' ,' , , / , / T.O.W. 109.32 / v / / / // /� �/'/ 7 // �r / / �/ / / 0906 .__ r '� / / I v -/ \ l / / r / \ 1 1 \ 1 I // -\..,. ! ! - /1 // /1 :: ' -\ , / // // / / / / / / / / / / / / / :/,".:7///:/.//://://:///////:////7/7:////: /�/ //(/// // / / / //////////,7::, __ :,J { ___T.O.W.�10$79'/ TO.W.=108.39 1 / 7 /// /'///'TOj.W/ = /07/9/ "// a/—tJrJ(/ !/ ////////'// ,/ // 7 ' iIrl/ vv( / / 77 / I I I / I \1Ai/ / / / / / / \.\' 1 / / / / / 1 1 yv / \// /\ / / /�- /', - // 1 I IAA\\\ \,\ (V \ \ \ \ 4.,1\ \ ` v \ \ \ \ / / / / _/ / / / / /' / / / / / / / / / / / / / / \ / // // I / / / / I / \ 1 / / \ 1 / / \ / \ / \ / Plan Notes / / / \ _/ ,/ / / / / / / , / , , / / / /' / / / / / / �' ' , 95 � `^/ // '- ' // , // , / / / / / // / , / / // I I 1 Retaining Wall Plan 1. REFER TO CIVIL DRAWINGS FOR ALL SPOT ELEVATIONS AND FINAL GRADE ELEVATIONS. 2. SEE 8/SH301 FOR RETAINING WALL INFORMATION AND 6/SH301 FOR TYPICAL STEPPED FOOTING 3. DO NOT SCALE DRAWINGS. REFER TO CIVIL AND ARCHITECTURAL SITE PLANS FOR ALL DIMENSIONS. 4. REFER TO GEOTECHNICAL REPORT FOR SOILS INFORMATION. 5. SEE GENERAL STRUCTURAL NOTES FOR ADDITIONAL INFORMATION. REVIEWED FOR CODE COMPLIANCE APPROVED AUG la 2819 City of Tukwila BUILDING DIVISION oeo 8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 Shoring Project No. 00021-2017-01 STRUCTURAL ENGINEERING als4 Third Avenue - Suite leo - Seattle, WA JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date Sheet Title RETAINING WALL PLAN LLI 6/3/19 ARCHITECTS + URBAN DESIGNERS Sheet O Reinforcing Splice and Development Length Schedule Forf'c = 4000 psi, Grade 60 Reinforcing Minimum Straight Development Length (`d) Bar Size Top Bars Other Bars #3 19" 15" #4 25" 19" #5 31" 24" #6 37" 29" #7 54" 42" #8 62" 48" #9 70" 54" #10 79" 61" #11 87" 67" Minimum Lap Splice Lengths (es) Bar Size Top Bars Other Bars #3 24" 19" #4 32" 25" #5 40" 31" #6 48" 37" #7 70" 54" #8 81" 62" #9 91" 70" #10 102" 79" #11 113" 87" TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER IS NOT GREATER THAN THE DIAMETER OF THE BAR, OR THE CENTER TO CENTER SPACING IS NOT GREATER THAN 3 BAR DIAMETERS, THEN LENGTHS SHALL BE INCREASED BY 50% Minimum Embedment Lengths (gdh) For Standard End Hooks 12db Bar Size Length #3 6" #4 7" #5 9" #6 10" #7 12" #8 14" #9 15" #10 17" #11 19" 1. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 21/2" 2. END COVER FOR 90' HOOKS MUST BE EQUAL TO OR GREATER THAN 2" Reinforcing Splice Length & Development Length (4000psi) 4x12 LAGGING 135' 130' 125'- 120' 115' NORMAL FOOTING REINFORCING ADD BARS TO MATCH NORMAL REINFORCING LINE OF EXCAVATION PR MA 3'-0" min. CONCRETE WALL ADD DIAGONAL IN WALL TO MATCH WALL REINF. NORMAL FOOTING REINFORCING Typical Stepped Footing ,. ,./i �\�� (VIDE FREE —DRAINING ERIAL// • y�\�\< 11/2" @ & • cir. #4's #5's 2" clr. © #6's FOOTING DRAIN BY OTHERS >\/< .J ✓fit\.;, %�/%� Y\r,�/2: n- -- — — 110 - - - __ _______________P3--- 105'— — — 100'— — 90' 95' -P6 P7_ Retaining Wall Schedule H (ft.) B1 is B2 tf Stem Reinforcing Footing Reinforcing Vert. Horiz. Top Longit. 3'-0" 5" 8" 5" 8" #4 ® 18"oc #4 ® 12"oc — (2)#4 4'-0" 5" 8" 1'-0" 8" #4 ® 18"oc #4 ® 12"oc #4 ® 18"oc (2)#4 6'-0" 5" 8" 2'-3" 10" #4 ® 12"oc #4 ® 12"oc #4 ® 12"oc (4)#4 8'-0" 1'-0" 8" 2'-9" 12" #5 ® 12"oc #4 ® 12"oc #5 ® 12"oc (5)0 10'-0" 1'-9" 8" 3'-9" 18" #7 ® 12"oc #4 ® 12"oc #6 ® 12"oc (8)#5 —P10— P13 P11 - -P12 - - - P14- - - -P15 FUTURE WALL FACING TO BE DETERMINED TIMBER LAGGING PER PLAN NOTES /j\////\ WF SOLDIER PILE PER PLAN AUGER SIZE PER PLAN NOTES Typical Pile Plan - Small Auger 4/SH301 BOTTOM OF EXCAVATION PER ELEVATION Cantilever Pile LAGGING PER PLAN WF PER PLAN AUGERED HOLE (typ.) EMBEDDED PORTION OF PILE TO BE GROUND CLEAN OF MILL SCALE, RUST, ETC. — b.o. excavation top 2' neglected 450(D-2) %\,\r Ay CK 25(H+D) WF PILE SIZE PER PLAN TIMBER LAGGING PER PLAN NOTES BLOCKING AS REQUIRED FOR SOLID BEARING FUTURE WALL FACING TO BE DETERMINED Auger Pile - Inside Corner 7H psf SEISMIC SURCHARGE s Passive Pressure Active Pressure 50 psf TRAFFIC SURCHARGE NOTES: 1. ACTIVE PRESSURE ABOVE EXCAVATION ACTS OVER (1) PILE SPACING. ACTIVE PRESSURE BELOW EXCAVATION ACTS OVER (1) PILE DIAMETER. 2. PASSIVE PRESSURE BELOW EXCAVATION ACTS OVER (2.5) CONCRETED PILE DIAMETERS. PASSIVE PRESSURE INCLUDES FACTOR OF SAFETY OF 1.5. 3. TRAFFIC SURCHARGE OCCURS ONLY AT AREAS ADJACENT TO STREETS. 4. PILE DESIGN FOR FLEXURE IS BASED ON 80% LOADING. PILE DESIGN FOR SHEAR IS BASED ON 100% LOADING. 5. LAGGING DESIGN IS BASED ON 50% OF ACTIVE PRESSURE. 6. SEE GEOTECHNICAL REPORT FOR ADDITIONAL SHORING INFORMATION. Pile Loading Diagram 10 — — — _ P28 P2 -- - - _= P24= -- - - -- P25 _P26 _ -- -P16 - - P17 - - Pl8 - -P19- - P20 P21 - P22 P23- - - - - - REVIEWED FOR CODE COMPLIANCE APPROVED AUG 13 2019 City of Tukwila BUILDING DIVISION SANITARY SEWER LINE B.O. EXCAVATION REID MIDDLETON, INC. NOTES: 1. UTILITIES SHOWN IN ELEVATION ARE GRAPHIC DEPICTIONS ONLY AND MUST BE LOCATED IN PLAN AND SUBSURFACE BY CONTRACTOR. REFER TO CIVIL DRAWINGS FOR UTILITY LOCATIONS. A8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 Shoring Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite -me - Seattle, WA 98121 p: ao6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 9840¢ p: 253.284.947o ssfengineers.com JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 6/3/19 ARCHITECTS + URBAN DESIGNERS (?q O/&O Shoring Wall Elevation 20 Sheet Title SHORING WALL ELEVATION & DETAILS Sheet SH301 n" " " " WA SC / T.0 108' .u.vr. = w7. f 105' 100' 95' FOOTING STEP PER 2/SH301, TYP. FINAL GRADE AT FACE OF WALL LL HEIGHT PER HED. 8/SH301 .W. = 109.06' B.O. FTG. Notes 1. REFER TO CIVIL DRAWINGS FOR FINAL GRADE ELEVATIONS. 2. LOCATION OF FOOTING STEPS ARE APPROXIMATE AND MUST BE COORDINATED WITH FIELD CONDITIONS. BOTTOM OF FOOTING SHALL BE 1'-6" MINIMUM BELOW FINAL GRADE. 1 /4' 1 -0 1 0 South Elevation 108' 105' 100' 95' 10'-0" WALL 8'-0" WALL 4"-0" WALL 3'-0" WALL T.O.W. = 109.06' B.O. FTG. FINAL GRADE AT FACE OF WALL iV FOOTING STEP PER 2/SH301, TYP. 0 <V Notes WALL HEIGHT PER SCHED. 8/SH301 T.O.W. = 107.90' 1. REFER TO CIVIL DRAWINGS FOR FINAL GRADE ELEVATIONS. 2. LOCATION OF FOOTING STEPS ARE APPROXIMATE AND MUST BE COORDINATED WITH FIELD CONDITIONS. BOTTOM OF FOOTING SHALL BE 1'-6" MINIMUM BELOW FINAL GRADE. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 13 2019 City of Tukwila BUILDING DIVISION 8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 Shoring Project No. 00021-2017-01 STRUCTURAL ENGINEERING aa4 Third Avenue - Suite too - Seattle, WA 98m p: 206.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 984oa p: 253•a84.947o ssfengineers.com JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 6/3/19 7)/ 0/8-6 1/4" = 1'-0" South East Elevation 2 Sheet Title RETAINING WALL ELEVATIONS Sheet ILL! Detention Vault General Notes THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS Statement of Special Inspections Special inspections shall be provided per the requirements of IBC section 1705 and as noted herein CODE REQUIREMENTS 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2015 EDITION. REFERENCE DOCUMENTS 2. DETENTION DETAILS BY LPD ENGINEERING, PLLS. DATED MAY 9, 2019 3.GEOTECHNICAL REPORT BY HART CROWSER (19297-01) GENERAL REQUIREMENTS 4.DESIGN LOADING CRITERIA A. VERTICAL LOADS ON VAULT LID: LIVE LOADS: HS20-44 PER AASHTO STANDARD SPECIFICATIONS* 150PSF TRAFFIC SURCHARGE* * NOTE: THE LIVE LOAD CONDITIONS GIVEN ABOVE ARE TO BE APPLIED INDEPENDENT OF EACH OTHER, BUT IN COMBINATION WITH OTHER LOADS AS REQUIRED BY AASHTO AND THE IBC. EACH LOAD MUST BE INCREASED BY ANY FACTORS REQUIRED BY AASHTO OR THE IBC UNLESS SPECIFICALLY EXCEPTED. 10.3' 5.5' 1.0' DEAD LOADS: SOIL COVER DEPTHS PER DIAGRAM BELOW. VERIFY WITH PERMITTED CIVIL DRAWINGS. 10.5' T.O. VAULT = 96.04' 10.2' 6.5' 2.0' Soil Cover Diagram VERIFY SOIL COVER DEPTH OVER THE PRECAST PLANKS WITH THE PERMITTED SET OF CIVIL DRAWINGS. NOTIFY THE PLANK MANUFACTURER AND ENGINEER OF ANY DISCREPANCY PRIOR TO CONSTRUCTION. 5. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECIFICATIONS, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE REPORTED TO THE CIVIL AND STRUCTURAL ENGINEERS, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. 6. SHOULD ANY DISCREPANCIES BE FOUND INTHE PROJECT DOCUMENTS, THE CONTRACTOR WILL BE DEEMED TO HAVE INCLUDED IN THE PRICE THE MOST EXPENSIVE WAY OF COMPLETING THE WORK, UNLESS PRIOR TO SUBMISSION OF THE PRICE THE CONTRACTOR ASKS FOR A DECISION FROM THE ENGINEER AS TO WHICH SHALL GOVERN. 7.CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTOR'S WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 8. CONTRACTOR SHALL VERIFY ALL DIMENSIONS OF EXISTING STRUCTURES AND EXISTING GRADES IN THE FIELD AND SHALL NOTIFY THE ENGINEER OF ALL FIELD CHANGES PRIOR TO FABRICATION AND INSTALLATION OF ANY STRUCTURAL MEMBER. 9.CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE CIVIL ENGINEER AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 10. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE CIVIL ENGINEER AND THE STRUCTURAL ENGINEER. ALL TYPICAL AND NOTES SHOWN ON DRAWINGS SHALL APPLY, UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL DETAILS ARE NOTED ON THE PLANS, THE SPECIFIED TYPICAL DETAIL SHALL BE USED. WHERE NO TYPICAL DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED. THE CONTRACTOR SHALL SUBMIT ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION AND FIELD USE. 11. DEFERRED SUBMITTALS: THE FOLLOWING ITEMS SHALL BE SUBMITTED IN WRITING FOR APPROVAL TO THE ENGINEER AND OWNER PRIOR TO THE COMMENCEMENT OF ANY WORK OR THE FABRICATION OR INSTALLATION OF ANY STRUCTURAL ITEM. THE CONTRACTOR SHALL RETAIN ALL RESPONSIBILITY FOR MEANS AND METHODS OF CONSTRUCTION. PRECAST CONCRETE PANELS METAL BAR GRATING 12. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE CIVIL ENGINEER AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. REINFORCING STEEL GROUTS AND CONCRETES APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPARTMENT. 13. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE BEEN APPROVED BY THE DESIGN TEAM. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. 14. BACKFILL MAY BE PLACED AGAINST THE VAULT WALLS 7-DAYS AFTER PLACEMENT OF THE CONCRETE IN THE PLANK VOID FILL AND PERIMETER CLOSURE OF THE HOLLOW -CORE PLANK. BACKFILL MAY BE PLACED PRIOR TO 7-DAYS IF CONCRETE CYLINDER BREAKS INDICATE A MINIMUM CONCRETE COMPRESSIVE STRENGTH OF 3,000 PSI. 15. UTILITY LOCATION: THE UTILITIES INFORMATION SHOWN ON THE PLANS MAY NOT BE COMPLETE. THE SHORING CONTRACTOR SHALL DETERMINE THE HORIZONTAL AND VERTICAL LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO DRIVING PILES, OR CUTTING OR DIGGING IN STREETS OR ALLEYS. THIS INCLUDES CALLING UTILITY LOCATE AT 1-800-424-5555 AND THEN POTHOLING ALL UTILITIES PRIOR TO CONSTRUCTION TO CONFIRM DEPTHS AND LOCATIONS AND TO VERIFY THAT THERE ARE NO CONFLICTS WITH THE PILE AND TIEBACK CROSSING ELEVATIONS. PILES SHALL MAINTAIN A MINIMUM OF 12" CLEARANCE TO ANY EXISTING UTILITIES TO REMAIN. CONTRACTOR SHALL NOTIFY THE ENGINEER OF CONFILICTS. CONFLICTS SHALL BE RESOLVED IN WRITING PRIOR TO PROCEEDING WITH CONSTRUCTION. QUALITY ASSURANCE 16. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND SECTIONS 110 AND 1704 OF THE INTERNATIONAL BUILDING CODE BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE CIVIL ENGINEER, AND RETAINED BY THE BUILDING OWNER. THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS. THE CIVIL ENGINEER, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS WITHIN TWO WEEKS OF COMPLETION OF EACH PHASE OF WORK. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION IS REQUIRED CONCRETE CONSTRUCTION PER TABLE 1704.4 SOIL CONDITIONS, FILL PLACEMENT, AND DENSITY PER TABLE 1704.7 PERIODIC INSPECTION ALLOWS INSPECTION AT INTERVALS NECESSARY TO CONFIRM THAT WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE WITH REQUIREMENTS. CONTINUOUS SPECIAL INSPECTION REQUIRES THAT THE INSPECTOR BE ONSITE AT ALL TIMES THAT WORK REQUIRING SPECIAL INSPECTION IS PERFORMED. 17. INSPECTORS SHALL BRING DEFICIENCIES TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF THE DISCREPANCIES ARE NOT CORRECTED, THE INSPECTOR SHALL BRING THE UNCORRECTED DEFICIENCY TO THE ATTENTION OF THE BUILDING OFFICIAL AND THE STRUCTURAL ENGINEER IMMEDIATELY AND PRIOR TO COMPLETION OF THAT PHASE OF WORK. 8. SOILS INSPECTION: ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY THE SOILS ENGINEER PRIOR TO PLACEMENT OF FOUNDATIONS. SOIL COMPACTION SHALL BE SUPERVISED BY AN APPROVED TESTING LAB. THE GEOTECHNICAL ENGINEER SHALL ALSO ADVISE ON WATER CONTROL AND SLAB ON GRADE CONSTRUCTION. 19. WET WEATHER INSPECTION: A SITE VISIT FROM THE GEOTECHNICAL SPECIAL INSPECTOR SHALL OCCUR DURING EACH DAY OF ACTIVE GRADING AND IN THE EVENT OF SIGNIFICANT RAINFALL WHICH MIGHT COMPROMISE STABILIZATION MEASURES BETWEEN NOVEMBER 1 AND MARCH 31. THE DETERMINATION OF WHAT CONSTITUTES SIGNIFICANT RAINFALL IS SUBJECT TO THE DISCRETION OF THE GEOTECHNICAL SPECIAL INSPECTOR. HOWEVER, AS A MINIMUM STANDARD, THE GEOTECHNICAL SPECIAL INSPECTOR IS REQUIRED TO CONDUCT A SITE VISIT IF MORE THAN ONE HALF INCH OF PRECIPITATION OCCURS ON ANY GIVEN DAY. ANY RECOMMENDATIONS REQUIRED TO MAINTAIN STABILITY OF EXCAVATIONS AND PROPER FUNCTIONING OF THE SEDIMENT/EROSION CONTROL SYSTEM PROVIDED BY THE GEOTECHNICAL SPECIAL INSPECTOR SHALL BE IMPLEMENTED IMMEDIATELY. THE GEOTECHNICAL SPECIAL INSPECTOR SHALL PROVIDE COPIES OF FIELD REPORTS NO LATER THAN 48 HOURS AFTER EACH INSPECTION. THE GEOTECHNICAL SPECIAL INSPECTOR SHALL PROVIDE WRITTEN NOTICE THAT THE SITE HAS BEEN STABILIZED FOLLOWING COMPLETION OF GRADING. 20. EACH SET OF MONITORING DATA MUST BE PROVIDED TO THE GEOTECHNICAL ENGINEER FOR REVIEW. IT MAY BE NECESSARY TO INSTALL ADDITIONAL MONITORING POINTS IF WARRANTED BY THE DATA. RECOMMENDATIONS WILL BE PROVIDED BY THE GEOTECHNICAL ENGINEER DURING CONSTRUCTION IF ADDITIONAL MONITORING POINTS BECOME NECESSARY. GEOTECHNICAL INFORMATION AND CRITERIA 21. SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION AND FILLING REQUIREMENTS SHALL BE AS DIRECTED BY THE GEOTECHNICAL ENGINEER. 22. VAULT FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH OR STRUCTURAL FILL. FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY;THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND GEOTEHCNICAL ENGINEER. BACKFILL BEHIND ALL VAULT WALLS WITH FREE DRAINING GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. 23. EXCAVATIONS FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE MATERIAL PER THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER EXCAVATED AREAS SHALL BE BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT THE CONTRACTOR'S EXPENSE. EXCAVATION SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE LIMITS SPECIFIED BY LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS. CONTRACTOR SHALL PROTECT CUT SLOPES AS NECESSARY IF CONSTRUCTION OCCURS DURING WET WEATHER, AND SHALL CONTROL AND MANAGE RUNOFF TO MINIMIZE EFFECTS ON CONSTRUCTION. 24. DESIGN SOIL CAPACITIES ARE DETERMINED BY THE GEOTECHNICAL ENGINEER. THE SOIL PRESSURES INDICATED ON THE SOIL PRESSURE DIAGRAM WERE USED FOR DESIGN, IN ADDITION TO THE DEAD AND LIVE LOADS. 25. SOIL DESIGN PARAMETERS ARE DERIVED FROM THE GEOTECHNICAL REPORT BY HART CROWSER. ALL VALUES SHALL BE FIELD VERIFIED PRIOR TO CONSTRUCTION AND THE ENGINEER OF RECORD NOTIFIED OF ANY DISCREPANCIES: AT -REST EARTH PRESSURE ACTIVE EARTH PRESSURE SEISMIC SURCHARGE PRESSURE ALLOWABLE BEARING PRESSURE 55 PCF EFD 35 PCF EFD 12H PSF UNIFORM (AT REST) 2, 500 PSF CONCRETE 26. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905, 1906, AND ACI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS: f'c Minimum Cement (psi) Per Cubic Yard Max. Water Per Use 94 LB Cement 3, 000 5-1/2 sacks 3, 000* .5 w/c foundations and walls .53 w/c* plank void fill STRENGTH AND W/C RATIO LISTED ARE A MINIMUM. MIX SHALL MEET PLANK MANUFACTURERS SPECIFICATIONS. 27. THE MINIMUM AMOUNTS OF CEMENT MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH IBC 1905.6. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID BY THE GENERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. 28. CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD CYLINDER TESTS, UNLESS APPROVED OTHERWISE. 29. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, fy = 60, 000 PSI. 30. ALL CONCRETE WITH SURFACES EXPOSED TO WEATHER OR STANDING WATER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND C618. TOTAL AIR CONTENT FOR FROST -RESISTANT CONCRETE SHALL BE IN ACCORDANCE WITH TABLE ACI 318 TABLE 4.2.1 MODERATE EXPOSURE. 31. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI 315-99 AND 318-08. LAP ALL CONTINUOUS REINFORCEMENT #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN ACCORDANCE WITH ACI 318-08, CLASS B. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 32. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#6 BARS OR LARGER). . . 2" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#5 BARS OR SMALLER) . 1-1/2" 4" SLAB ON GRADE 1-1/2" 33. CAST -IN -PLACE CONCRETE: VERIFY WITH CIVIL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF OPENINGS IN ALL CONCRETE WALLS. 34. PLANK JOINT GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL MEET PLANK MANUFACTURER'S SPECIFICATIONS. PRECAST HOLLOW CORE CONCRETE PLANKS 35. PRECAST HOLLOW CORE PLANKS TO BE DESIGNED AND MANUFACTURED BY CONCRETE TECHNOLOGY CORPORATION (OR APPROVED MANUFACTURER). 36. PRECAST HOLLOW CORE PLANKS SHALL BE CONSIDERED A DEFERRED SUBMITTAL. PLANK DESIGN SHOP DRAWINGS AND "CALCULATIONS, INCLUDING DIMENSIONS,' DESIGN LOADS, AND DETAILS SHALL BE STAMPED BY AN ENGINEER REGISTERED IN THE STATE OF WASHINGTON AND SUBMITTED FOR APPROVAL PRIOR TO FABRICATION. 37. THE MANUFACTURER SHALL INSTALL ALL BLOCKOUTS REQUIRED FOR STRUCTURAL CONNECTIONS AS INDICATED ON THESE DRAWINGS. NO OTHER PENETRATIONS ARE PERMITTED WITHOUT PRIOR APPROVAL OF THE PLANK MANUFACTURER. ALL JOINTS SHALL BE GROUTED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. 38. PRECAST HOLLOW CORE PLANKS SHALL BE DESIGNED TO CARRY THE DESIGN LOADS ONLY AFTER VAULT CONSTRUCTION IS COMPLETE, ALL DESIGN CONCRETE AND GROUT STRENGTHS HAVE BEEN ACHIEVED AND ALL COVER HAS BEEN PLACED OVER THE VAULT WITHIN THE SPECIFIED LIMITS. ALLOWABLE UNIFORM LOADS ON THE BARE PLANK MAY BE OBTAINED FROM THE PLANK MANUFACTURER. METAL BAR GRATING 39. METAL BAR GRATING AND SUPPORT BEAM DESIGN SHALL BE PROVIDED BY THE SUPPLIER. SHOP DRAWINGS, AND MATERIAL SPECIFICATIONS SHALL BE PROVIDED FOR REVIEW PRIOR TO INSTALLATION. 40. DESIGN REQUIREMENTS A. LOADING: SEE DESIGN CRITERIA FOR LIVE LOADING REQUIREMENTS B. FINISH: ALL STEEL EXPOSED TO WEATHER SHALL BE GALVANIZED C. END BEARING: DESIGN OF BEARING ANGLE AND EMBED SHALL BE PROVIDED BY THE GRATING SUPPLIER SOILS VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCES 1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY X IBC 1705.6 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL X 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS X 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL X 5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY X CONCRETE AND CONCRETE REINFORCING VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCE 1. INSPECTION OF REINFORCING STEEL INCLUDING PRESTRESSING TENDONS, AND PLACEMENT X IBC 1908.4 ACI 318: Ch. 20, 25.2, 25.3, 26.6.1-26.6.3 2. VERIFYING USE OF REQUIRED DESIGN MIX X IBC 1904.1 IBC 1904.2 IBC 1908.2 IBC 1908.3 ACI 318: Ch. 19, 26.4.3, 26.4.4 3. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE X IBC 1908.10 ASTM C 172 ASTM C 31 ACI 318: 26.4, 26.12 4. INSPECTION OF CONCRETE AND PLACEMENT FOR PROPER APPLICATION TECHNIQUES X IBC 1908.10 ACI 318: 26.5 5. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES X IBC 1908.9 ACI 318: 26.5.3- 26.5.5 NOTES 1. TESTING AND SPECIAL INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION ITEM ON A DAILY BASIS WHENEVER WORK IS PERFORMED ON THAT ITEM. REPORTS SHALL BE DISTRIBUTED TO OWNER, CONTRACTOR, BUILDING OFFICIAL, ARCHITECT, AND STRUCTURAL ENGINEER. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 13 2019 City of Tukwila BUILDING DIVISION IEVOEWED AUG 1 2 2019 REID MIDDLETON, INC. "8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 Shoring Project No. 00021-2017-01 STRUCTURAL ENGINEERING nee Third Avenue - Suite too - Seattle, WeA 98,z, p: a06.443.6,1e ssfengineers.com 934 Broadway - Tacoma, WA 98402 p: 253-284.9470 ssfengineers.com JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 6/3/19 7) lq- o/(y' Sheet Title GENERAL NOTES & STATEMENT OF SPECIAL INSPECTIONS Sheet SV101 61'-4" 14'-6" 4'-0" 8" typ. 8" ii 14'-6" 8" 14'-6" 14'-6" 5'-0" Plan Notes 1. SEE CIVIL DRAWINGS FOR PIPE INLET DIAMETERS, LOCATIONS AND INVERTS. SEE 20/SV301 FOR ADDITIONAL WALL REINFORCING AROUND PIPE PENETRATIONS. 2. REINFORCE GRADE SLAB WITH 6x6 W2.9xW2.9 WELDED WIRE FABRIC PLACED AT THE MID —DEPTH OF THE SLAB. 3. ALL FOOTING SHALL BEAR ON DENSE UNDISTURBED SOILS OR ON STRUCTURAL FILL PLACED AND COMPACTED PER GEOTECHNICAL RECOMMENDATIONS. ALLOWABLE BEARING PRESSURES SHALL BE FIELD VERIFIED PRIOR TO CONSTRUCTION. 4. SEE PLANK MANUFACTURER PLACEMENT PLAN FOR INSTALLATION REQUIREMENTS. Legend ITOV INSIDE TOP OF VAULT IBOV INSIDE BOTTOM OF VAULT a I VAULT INLET OR OUTLET PER CIVIL DRAWINGS F32x12 FOOTING WIDTH (IN) FOOTING DEPTH (IN) ft CORNER REINF. \ PER 19/SV301, TYP. e, THKND. SLAB FTG. TO typ. u.n.o 9/SV301 F50x14 CO BE CAST W/ GRADE SLAB 4" THICK CONC. SLAB ON GRADE REINF. PER PLAN NOTE 2 O Li f / F84x 4 9/SV301 CO N 10/SV301 � \ L F8-141 co 5'-0" L r--J co 0 0 r--i I ( d L �1. F8 14 1 Di) O Li 48'0 SUMP SEE CIVIL DRAWINGS & DETAIL 17/SV301 9/SV301 Czn (546 x 8'-0" TOP IN FTG. CENTERED BELOW 4'-0" OPENING F50x14 (2)#6 VERT. IN WALL EA. SIDE OF OPENING & (2)#4 x 4'-0" DIAG. EA. CORNER CORNER REINF. PER 19/SV301, TYP. 9/SV301 CONTRACTOR'S NOTE: FOUNDATIONS EXCAVATIONS & SUBGRADE PREPARATION SHALL BE IN CONFORMANCE WITH GEOTECHNICAL RECOMMENDATIONS. IF BOTTOM OF VAULT EXCAVATIONS ENCOUNTERS DENSE UNDISTURBED NATIVE SOIL CONTACT ENGINEER OF RECORD FOR POTENTIAL FOUNDATION REVISIONS. Detention Vault Foundation Plan 24"0 OPENING T 48"0 RISERS, LA & LOCKING SOLI' COVER PER CIVII REINF. AT MANH( ACCESS PER 14/ 121/2" THICK PRE HOLLOW CORE LIf POUR SLOTS PER PLANK MANUF. T 12"0 VENT PIPE (typ. 4 corners) REINF. AT VENT PER 15/SV301 a" 8" 14'-6" 8" 14'-6" 8" 14'-6" 8" 14'-6" 8" 3/SV301 5'x10' 19—W-4 DUTY EQUIV. `c' 30"sq METAL BAR GRATING 21/2"x1/4" HEAVY GRATING OR APPROVED W/ INTEGRAL ACCESS HATCH ACCEPT )DER RING, a 1 MANHOLE ❑ } LJ ❑ ❑Li U Et _ ❑ U L ❑ ❑ LJ J ❑ DRAWINGS \� ,— - El ALE ❑ ❑ ❑ ❑ ❑ ❑ ❑ ' NV301 ❑ o❑4 8/SV301 k ❑ ❑V ❑ ❑ ❑ A sim. ❑, ❑ ❑ typ. u.n.o 8/SV301 ❑ ❑ ❑ ❑ n n n n 9 (12) PLANKS @ 4'-0" = 48'-0" ❑ ❑ ❑ ❑ Et cp 7/SV301 ❑ ❑ ❑ CAST I PLANK ❑ ❑ ❑ ❑ ❑ ❑ ❑ . ` � 2/SV301 ❑ ❑ " ❑ ❑ ❑ ❑ ' ❑ ❑ " ❑ ❑ ❑ 4/SV301 ❑ ❑ ❑ ❑ ❑ 2/SV301 ❑ ❑ ❑ ❑ ❑ BOA ❑ ❑ ❑ d ❑ ❑ ❑ ❑ ❑ ❑ ❑ 18/SV301 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑'"❑ ❑ ❑ ❑ 0 ❑ 0 ❑ ❑ ❑ ❑ ❑` ❑ ❑ ❑ ❑ 0 ❑ ❑ ❑ ❑ ❑ ❑ ❑ \ 'IPE (OJJ ❑ ❑ ❑ 0 ❑ ❑ ❑ �a ❑ ❑ ❑ El ❑ ❑ 0 ©---❑ ❑ ❑ ❑ ❑ n r ❑ ❑ n n _ ❑ n ❑ n _ ❑ r n 5/SV301, typ. ❑ ❑ ❑ abv. openings ❑ ❑ n n ❑ ❑ 3/SV.3n1 4'-0"w OPENING IN WALL BELOW, TYP. BLOCKOUTS IN EDGE CELL OF PLANK AS SHOWN Scale: 3/16"=1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED AUG 13 2019 City of Tukwila BUILDING DIVISION pCVII EWE n AUG 1 2 2C19 REID MIDDLETON, INC. Detention Vault Lid Framing Plan Scale: 3/16"=1'-0" Oad Qj 8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 Shoring Project No. 00021-2017-01 i v STRUCTURAL ENGINEERING 2124 Third Avenue - Suite Too - Seattle, WA Om p: 206.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 984o2 p: 253•284.947. ssfengineers.com JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 6/3/19 Sheet Title DETENTION VAULT PLANS ARCHITECTS + URBAN DESIGNERS LU LU Sheet POUR SLOT PER PLANK CONT IN CLOSURE (2) POUR SLOT PER PLANK CONT IN CLOSURE (2) POUR SLOT PER PLANK MANUFACTURER #5 MANUFACTURER #5 MANUFACTURER #5 x 4'—O" EA. VOID GROUT EDGE VOID SOLID #5 x 4' 0" EA. VOID HOLLOW CORE PLANK WITH CLOSURE POUR PER MANUFACTURER HOLLOW CORE PLANK W/ POUR SLOT (2 min. PER MANUFACTURER per plank) HOLLOW CORE PLANK W/ POUR SLOT (2 min. PER MANUFACTURER per plank) HOLLOW CORE PLANK PER MANUFACTURER #5 HAIRPIN w/ 16" WIDTH AND 18" LONG TAILS ®EA 1 r , b VOID BLOCKOUT VOID DAM PER VOID DAM PER (3)#6 CONT. ..04PLANK MI PLANK MFR. 2 Z CONT. --(3)#6 MFR. • iJ # 5 x 61 EA. VOID — • } 1 } -, 1 • W/ POUR SLOT (2 min. B \ HORZ ®TOP OF WALL fper plank) #5 CONT. WITHIN EDGE HORZ ® TOP OF WALL — BEARING STRIP PER min j ' \ (2)#5 HORZ ® TOP OF WALL o O� (2)#5 \ VOID OF PLANK 4111 (2) BEARING STRIP PER PLANK MANUFACTURER (2)#5 HORZ ® TOP OF WALL PLANK MANUFACTURER BACKING ROD AS REQ'D. #5 x 3'—O" ® 12"oc AT J / ' ` • �� #4 VERT 0 6"oc W/ HOOK IN CLOSURE STD AND 2' 0" TYP. AT VOIDS W/ POUR 2" SLOTS. (6" at other voids) clr " #5 x 3'-0" ® 12"oc AT CENTER OF WALL W/ STD HOOK IN CLOSURE 180—DEG STD HOOK AT BOT CENTER OF WALL W/ STD 2' 0" TYP. AT VOIDS W/ POUR 6"0 PVC PRESSURE RELIEF * 8" OF HEADER 8" CONCRETE WALL REINF w/ #4 CI 12"oc HORIZ. AND #6 ® 12"oc VERT. INSIDE FACE. 2 HOOK IN CLOSURE SLOTS. (6" at other voids) SLEEVE SET INSIDE TOP 6" CLEAR FROM OF VAULT. ' '6 x 9' 0" CONT (3) # OVER 4'-0" WIDE OPENING Header Reinforcing CENTERED 5 clr 8" CONCRETE WALL REINF w/ #4 ®12"oc HORIZ. AND #6 0 12"oc VERT. CENTERED IN WALL. EXTEND VERT REINF INTO CLOSURE W/ SPACE AT 8'oc MAX. 8" CONCRETE WALL REINF w/ #4 ®12"oc HORIZ. AND #6 ® 12"oc VERT. INSIDE FACE. Top of Wall at Non -Bearing 3 // STD HOOK NOTE: SEE PLANK MANUFACTURER'S PLACEMENT PLANS FOR FINAL BEARING WIDTH Top of Wall at Interior Bearing 4 NOTE: SEE PLANK MANUFACTURER'S PLACEMENT PLANS FOR FINAL BEARING WIDTH Top // of Wall at Bearing 2 COORDINATE GRATING BLOCKOUT CONCRETE CURB FOR STEEL BEAM COORDINATE GRATING Q 8/2119 Permit Revision Rev Date Issue ANCHORAGE REQUIREMENTS WITH GRATING SUPPLIER ANCHORAGE REQUIREMENTS WITH GRATING SUPPLIER FTG—TO—WALL DOWEL CENTERED IN WALL. MATCH VERT REINF SIZE AND SPACING. EXTEND 2'-6" INTO WALL // 8" CONCRETE WALL w/ #4 0 12"oc HORIZ. #6 ®12"oc VERT. CENTERED IN WALL. REINF AND METAL GRATING PER PLAN. GRATING CLIP 8" GRADE EL. METAL GRATING PER PLAN. GRATING CLIP 8" FINISH GRADE EL. (2)#4 TOP 4" — METAL GRATING AND SUPPORT BEAM PER CONNECTIONS PER SUPPLIER PER CIVIL CONNECTIONS PER SUPPLIER PER CIVIL FINISH GRADE EL PER CIVIL PLAN. PROVIDE 3" MIN. BEAM BEARING. AFINISH WALL REINFORCED PER 2 OR 3/SV301 FREE DRAINING FILL PER GRANULAR GEOTECHNICAL li //\/ ENGINEER //�/�fj�/j�`�/j�/j�/\j\j\\\\j\\j�\,/ EMBED L3i 3i _ �, / / % / / /\ /\\\\/\./\\/ ®12"oc FTG—TO—WALL • i/ �\\/\\/� \//\f\0/ /� ,:: \/� %\ v/\f/\/\//\//\ / 0 ,/x//\/\/\/\/�/, 5 ®8"oc HORIZ. & x x W 2 D I O �" 3" W.H.S. ®12"oc. �• ��/\�\�\�\�\/\/ , /\�j\/\ //� /j\/\/////////\�j \ \ \ \ \ DOWEL CENTERED ON WALL. EXTEND 2'-6" INTO WALL. M. ,\/\\j/ ///\//\//\//\ # #5 ®12"oc VERT. � /i�//i\/%%/%%/i/%/% W/ STD. HOOK IN //i//\//i//i� BENTONITE CLAY OR��PER 4"0 PERFORATED PVC SEE 8/SV301 FOR GRATE EMBED y\\/\\//\\/\\/�// /'' /'' ' /'' / /i ' fq/„.././. FOOTING DRAIN PER SOLIDPROVIDE r#5 II ®8"oc HORIZ. &GROUT #5 ®12"oc VERT., CENTERED EXTERIOR WALLCAST HYDROPHILIC WATERSTOP AT ENGINEER. PLANK MFR. EMBED L3 x 3 x x BLOCKOUT �J I PERIMETER WALLS GEOTECHNICAL // BEAM WIDTH + 2" W/ AS REQ'D BY GRATINGMill` �- 4" THICK CONCRETE GRADE 'sr TIGHILINE ' ♦ STORM TO DOWNSTREAM SYSTEM PER CIVIL. 4" SLAB THICK CONCRETE GRADE REINF PER PLAN HOLLOW CORE PLANK (2)"0 W.H.S. ®6"oc. BEAM BEARING SLAB REINF PER PLAN ; SEAT IN BEAM OR CURB REINF. PER 3/SV301 4 CONT. _� ti (4)#6 TOP & BOT. W/ STD. HOOKS INTO TO ACCOMMODATE TOTAL ASSEMBLY DEPTH CENTERED ON 5'-0° GRATED OPENING (4)#6 x 12'-0" INSIDE FACE01 WALL EA. END #5 ®8"oc HORIZ. & K @ 12"oc VERT. #4 TIES © 5"ac 2' 0"#5 8"THICK CONCRETE WALL REINF w/ #6 ®12"oc VERT CENTERED U REINF FOOTING W/ (5)#5 LONGITUDINAL AND #6 12"oc TRANSVERSE Bottom of Interior Wall 10 Curb and Beam at Grated Opening 7 AND #4 0 12"oc HORZ. HOLLOW CORE PLANK REINF FOOTING W/ (4)#5 PER PLANK MFR. Curb at Grated Opening 8 LONGITUDINAL AND #6 ® 12"oc TRANSVERSE Bottom of Wall 9 Exterior Wall at Grated Opening 6 1 1 2 Section PLANK DOWELS (5)#5 TOP AND BOT 1'-4" 3 0) (4)#6 TRANSVERSE o N I I I I i I I I I I I I C5 I I (4)#6 PLANK DOWELS PLACED AT THE PLACED AT THE MID —DEPTH MID —DEPTH OF THE SLAB (4)#5 OF THE SLAB SIDE TOP OF AND BOT EA MANHOLE OPENING #5 x IN EACH #5 x 3'-0' / VOID ((2) TOTAL) I I ( I I I I I I I I II_ Tukwila Fire Station 52 Shoring Project No. 00021-2017-01 •• I 1 HORIZ. j j (5)#5 TOP AND BOT (2)#4 AT TOP OF WALL I TRANSVERSE 4" I 8" CONCRETE WALL REINF w/ #4 ® 12"oc HORIZ. AND E 1 (4)#5 TOP AND BOT EA #6 ® 12"oc VERT. CENTERED 0 — o V / x\ / /t ‘1- \ / / / // ` \ \ \\\ \ \ i /f / I \ /x SIDE OF MANHOLE OPENING IN WALL. REINF FOOTING W/ (3)#5 LONGITUDINAL AND #5 (M 12"oc TRANSVERSE #6 CENTERED VERT EXTEND FTG—TO—WALL REINF DOWEL IN WALL MATCH SPACING. 2'-6" INTO WALL ) -- STRUCTURAL ENGINEERING P:'� 6'4436�sy 'sui"--,afengi eerscom 934 Broadway -Tacoma, WA gBgo� P'�53''eq.947o ssfengineers.com J \ / I I p 4' 3" JJ 24"0 OPENING TO (1)#6 AT THE MID —DEPTH ACCOMMODATE MANHOLE OF THE SLAB Section NOTE: SEE FOR FOOTING FOUNDATION PLAN DIMENSIONS 12"0 VENT PENETRATION 6.1 2 61" 2 #5 x 1' 0"f IN Plank Reinforcing EACH at VOID ((6) TOTAL) Cut In Vent 1 5 Plan Cast -in -Place Slab and Knee Wall at Manhole 1 6 SLAB ON GRADE PER PLAN GROUT JOINT #5 CORNER BARS �� ®12"oc ON BACKFILL FACE OF WALL (1)#5 HORZ ABOVE AND BELOW OPENING ADD (1)#5 VERT FULL HEIGHT EA SIDE OF OPENING FOR EACH PAIR OF TYP VERT BARS CUT • o,ssl, a W s ,'6 ' PROVIDE EA SIDE DIAGONAL 1"dp x 1/4" (galvanized) ATTACH PER GRATING (2) #5 TOP & BOT'fi48 OF CB AND #5x2'-0" EA CORNER BAR GRATING W/ ACCESS PANEL. TO CONC. BRG MFR. • ry :S �w IF 41. � 0- :'Y S, \ /• ADDITIONAL VERT. JURISDICTIONAL APPROVAL STAMP 2" J J CODE REVIEWED APPROVED FOR COMPLIANCE # 5VERT®12"oc • BAR IN WALL za ��ia��,,i�� _,��„�+Ei,,,__.;�r,,r HOLLOW CORE PLANK PER MANUFACTURER ON BACKFILL FACE OF WALL #5 CORNER BARS TO MATCH HORZ OR LONGITUDINAL REINF LOCATIONS „ Ci'y AUG 13 2019 diukwila o \ • �— • O O Q Q a ae BENTONITE CLAY OR HYDROPHILIC WATERSTOP AT THE FULL , BUIL ING DIVISION EA#C5 x ORNERO" DIAL CONT. BACKER ROD IF REQD Issue PHASE 1 PERMIT Date 6/3/19 Sheet Title VAULT DETAILS Sheet SV301 // TYP VERT REINF #5 VERT ® 12"oc ON BACKFILL FACE OF WALL Typical Corner Bars at Concrete Walls and Footings o�� // 9 Plank -to -Plank Grout Joint 18 ° < 48"0 TYPE 2 CATCH BASIN BASE PERIMETER OF CB ELEV PER CIVIL kIJ _ 4alti 1 2 2019 REID MIDDLETON, INC. ° 4,, ( m O [ /e Wall Reinforcing at Pipe Penetration 20 Catch Basin Base at Control Structure 7 ARCHITECTS + URBAN DESIGNERS dnesday, May 29, 2019 10:08 AM File: BIM Server: WAU - BIM Server 19/17012 - IT L BLDGL\ \ ,r 8 0.00 ROG CDR RESIDENTIAL PROPERTY LLI Q m 0 DEOG CON RESIDENTIAL-PROPER-T-Y- 0.00 BLDG COD RESIDENTIAL -PROPERTY RESIDENTIAL-PROPERTY- 11, 2091 ®: a ra mirrammi. ■•■u,�11111 ��/�it� 44111§1. WINE o �f{JnlYl�t 1111 ySg11 met CITY OF TUKWILA PROPERTY ABBREVIATIONS: J•111111111111 AND 070001pID.D�ON Vt 4TAE9 0/00,08 8oa3 EDGE CITY OF TUKWILA PROPERTY ARCH BS BW CAL CIP CIVIL CLR CONC CRZ DBH DIA DWG EA ELECT EX HP HT MAX ARCHITECTURE BOTTOM OF STAIR BOTTOM OF WALL CALIPER CAST -IN -PLACE CIVIL CLEAR CONCRETE CRITICAL ROOT ZONE DIAMETER AT BREAST HEIGHT DIAMETER DRAWING EACH ELECTRICAL EXISTING HIGH POINT HEIGHT MAXIMUM MECH MIN OC PA PAVE PED PL ROW SF SP SS STRUCT TOS TS TW TYP VIF MECHANICAL MINIMUM ON CENTER PLANTING AREA PAVEMENT PEDESTRIAN PROPERTY LINE RIGHT-OF-WAY SQUARE FEET SPECIES STAINLESS STEEL STRUCTURE TOP OF SLAB TOP OF STAIR TOP OF WALL TYPICAL VERIFY IN FIELD GENERAL SITE NOTES: 4!!/0 0 00 1. SEE SITE SURVEY FOR EXISTING CONDITIONS. 2. SEE CIVIL FOR VEHICULAR PAVEMENTS AND CURBS, VEHICULAR STRIPING, RETAINING WALLS, AND UTILITIES. 3. SEE ARCHITECTURAL FOR BUILDING LAYOUT. 4. SEE NARRATIVE FOR DESCRIPTION OF SITE HARDSCAPE, PLANTING AND AMENITIES. 5. SEE L101 FOR SITE MATERIAL AND LAYOUT NOTES. 2 iimoo GOG' BACK SOUND MENTAL HEALTH PROPERTY SHEET LIST TABLE SHEET NUMBER SHEET TITLE L001 SITE OVERVIEW PLAN L010 TREE PROTECTION PLAN L101 SITE MATERIALS AND LAYOUT PLAN L111 SITE MATERIALS AND LAYOUT ENLARGEMENT PLAN L201 SITE SECTIONS L211 SITE DETAILS L212 SITE DETAILS L213 SITE DETAILS L214 SITE DETAILS L301 IRRIGATION PLAN L311 IRRIGATION DETAILS L401 PLANTING PLAN L411 PLANTING DETAILS L412 SOIL CELL DETAILS :S i I r---, 7 \l 1 l- t y„ =_.II[, I A - 1 \; k "f')-I, COWLITZ TRIBE PROPERTY �� II I SEE L111 - SITE MATERIALS AND LAYOUT ENLARGEMENT PLAN SEE L010 - TREE PROTECTION PLAN, L101 - SITE MATERIALS AND LAYOUT PLAN, AND L401 - PLANTING PLAN 04 10' 20' !filllll 1"= 20'-0" 1 N 40' W 2) aseO 1 8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 15447 65Ih Ave S Tukwila, WA 98188 Project No. 17012 SW I FTCOM PANYLLc 3131 Western Ave., Suite M423. Seattle, WA 98121 TEL 206-632-2038 • FAX 206-632-2048 www,swiftcompany.com info@swlftcompany.com ®2018 Swift Company LLC - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. PRELIMINARY NOT FOR CONSTRUCTION JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 6/3/19 SITE OVERVIEW PLAN L001 FOR REFERENCE ONLY ARCHITECTS + URBAN DESIGNERS z W z Wednesday, May 29, 2019 10:08 AM File: BIM Server: WAU - BIM Server 19/17012 - TFS52/TFS52 Main w co TREE TO BE RETAIN I i)TY z CRZ OF TREE TO BE (RETAINED, TYP. LOCATIO OF TREE PROTEC ION FENCING, TYP.\ 77 •43 09 "1Cta 01 TREE PROTECTION PLAN T# 72 8.52 \6ti 0 L TREE TO BE REMOVED, TYP. / \ s69 949 AO h to 05, S2S 06 95.77 J \' 92.40 PROPERTY LINE, TYP. EASEMENT LINE, TYP. SCALE: 1"= 20' - 0" TREE PROTECTION NOTES: 1. TREE PROTECTION FENCING SHALL BE INSTALLED BEFORE THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES AND SHALL REMAIN IN PLACE THROUGHOUT CONSTRUCTION, PER SPEC SECTION 015639. 2. DASHED CIRCLES INDICATE APPROXIMATE CRITICAL ROOT ZONES (CRZ) FOR PRELIMINARY AREA OF PROTECTION FOR ROOT ZONE AND CANOPY. THE CRZ SHOWN ON THE PLANS IS EQUAL TO ONE FOOT RADIUS FOR EVERY ONE INCH TRUNK DIAMETER AT BREAST HEIGHT (DBH). 3. SEE SPEC SECTION 015639 FOR SPECIFIC REQUIREMENTS FOR WORK IN AND AROUND TREES TO REMAIN. 4. THE EXISTING TREE INVENTORY INFORMATION WAS COMPILED BY WASHINGTON FORESTRY CONSULTANTS, INC. IN A REPORT DATED JANUARY 30, 2019. 5. TREE IDENTIFICATION NUMBERS NOTED ON THIS PLAN CORRESPOND WITH EXISTING TREE INVENTORY SCHEDULE IN THE WASHINGTON FORESTRY CONSULTANTS REPORT. 6. A PHYSICAL BARRIER SHALL BE PLACED AT THE LIMITS OF THE CRITICAL ROOT ZONE WITH A SIGN THAT READS "TREE PROTECTION ZONE. THIS FENCE SHALL NOT BE REMOVED OR ENCROACHED UPON. NO SOIL DISTURBANCE, PARKING, STORAGE DUMPING OR BURNING OF MATERIALS IS ALLOWED WITHIN THE CRITICAL ROOT ZONE. THE VALUE OF THE TREE IS (INSERT $) DAMAGE TO THIS TREE DUE TO CONSTRUCTION ACTIVITY THAT RESULTS IN THE DEATH OR NECESSARY REMOVAL OF THE TREE IS SUBJECT TO THE VIOLATIONS CHAPTER OF THE TUKWILA MUNICIPAL CODE." 7. CITY OF TUKWILA DCD MUST CONDUCT A PRECONSTRUCTION INSPECTION TO FINALIZE TREE PROTECTION CONDITIONS AND APPROVE ALL TREE PROTECTION MEASURES PRIOR TO BEGINNING ANY EARTH MOVING. 8. ANY BRANCHES OUTSIDE THE CRITICAL ROOT ZONE THAT MIGHT BE DAMAGED SHALL BE PRUNED OR TIED BACK BY A QUALIFIED PROFESSIONAL PRIOR TO BEGINNING OF CONSTRUCTION. NO CONSTRUCTION PERSONNEL SHALL PRUNE AFFECTED LIMBS EXCEPT UNDER THE SUPERVISION OF QUALIFIED PROFESSIONAL. 9. POST CONSTRUCTION INSPECTION OF THE PROTECTED TREES SHALL BE DONE BY THE DCD AND PROJECT ARBORIST, AND IF DEEMED NECESSARY CORRECTIVE OR PREPARATIVE PRUNING WILL BE DONE BY A QUALIFIED TREE PROFESSIONAL. CRZ SIGNAGE ELEVATION DRIPLINE CRZ PLAN 02 TREE PROTECTION FENCING CONTINUOUS CHAINLINK FENCING LOCATED AT CRZ OF EX TREE OR AS SHOWN ON PLAN 4" DEPTH WOOD CHIP MULCH OVER EXPOSED SOIL AREAS ABOVE GROUND PRECAST CONC FTGS FOR CHAINLINK FENCE EX GRADE EX UNDISTURBED SOIL ABOVE GROUND PRECAST CONC FOOTING, TYP. LOCKED GATE IN FENCING (ONE PER FENCED AREA) CHAINLINK FENCING, TYP NOTES: 1. SEE TREE PROTECTION NOTES, THIS SHEET. 0 10' 1" = 20'-0" 20' (?- 92.2 N 40' ED 1 8/2219 Permit Revision Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98166 Project No. 17012 SWI FTCOM PANYLLC 3131 Western Ave., Suite M423, Seattle, WA 98121 TEL 206-632.2038. FAX 206-632-2048 www.swiftcompany.com Info@swiftcompany.cam 0 2018 Swift Company LLC • These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. PRELIMINARY OT FOR CONSTRUCTION JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 6/3/19 Sheet Title TREE PROTECTION PLAN Sheet L010 FOR REFERENCE ONL N S T E I N + U ARCHITECTS + URBAN DESIGNERS SCALE: NTS cFa N1 LL Wednesday, May 29, 2019 10:08 AM File: BIM Server: WAU - BIM Server 19/170 r 0,00 FLOG COR RESIDENTIAL PROPERTY 64TH AVE S REAR APRON 0.00 BLO Bloc CO.,. REIDENTIAL-PROPERTY RESIDENTIALP_ROP-ERT_Y_ PLANTING AREA AT EXISTING STAIRS, DETAIL TBD CITY OF TUKWILA PROPERTY SITE MATERIAL AND LAYOUT NOTES: II'iil CITY OF TUKWILA PROPERTY 1. SEE L001 FOR GENERAL SITE NOTES. 2. SEE SHEETS L211 - L214 FOR SITE DETAILS. 3. EXPANSION JOINTS SHALL BE LOCATED BETWEEN ALL HARDSCAPE AND ADJACENT MATERIALS INCLUDING, BUT NOT LIMITED TO WALLS, CURBS, SITE FURNISHINGS, AND BUILDINGS. 4. ALL SURFACES LEVEL AND PLUMB, UNLESS OTHERWISE NOTED. 5. SEE CIVIL FOR LAYOUT OF CURBS, CURB RAMPS, AND VEHICULAR PAVEMENTS. 6. ALL ANGLES TO BE 90°, UNLESS OTHERWISE NOTED. 7. DIMENSIONS TO CURBS ARE MEASURED TO THE BACK OF CURB, UNLESS OTHERWISE NOTED. 8. SEE ARCH FOR BUILDING GRID. 9. LAYOUT OF SITE PAVEMENT, STAIRS, WALLS, FURNISHINGS, AND LIGHT FIXTURES SHALL BE STAKED IN THE FIELD FOR REVIEW AND ACCEPTANCE BY OWNER'S REPRESENTATIVE PRIOR TO INSTALLATION. NOTIFY OWNER'S REPRESENTATIVE IMMEDIATELY OF ANY DISCREPANCIES BETWEEN LAYOUT ALIGNMENT OR DIMENSIONING AND FIELD CONDITIONS. 10. ALL SITE FURNISHINGS INCLUDING BENCHES, BICYCLE RACKS TO BE ADJUSTED AND APPROVED IN FIELD BY LANDSCAPE ARCHITECT PRIOR TO ATTACHMENT. cif /0 0 0 0 L- J SOUND MENTAL HEALTH PROPERTY MATERIALS LEGEND: O CIP PEDESTRIAN CONC PAVING FINISH TYPE 1 - BROOM FINISH W/ SAW -CUT JOINTS, SEE 04/L211 0 0 10 17 C3 C4 C8 EXPANSION JOINT, SEE 02/L211 CONTROL JOINT, SEE 03/L211 SECURITY FENCE, SEE 09/L211 SITE LIGHTTING, SEE ELEC CURB RAMP, SEE CIVIL CIP CONC WALL, SEE CIVIL ASPHALT, SEE CIVIL ROCKERY, SEE CIVIL EXPANSION JOINT, SEE CIVIL MONUMENT SIGN, SEE ARCH LAGGING WALL WITH SHOTCRETE FINISH, SEE ARCH MAIM t \-1, ui / 1 _ RESIDENTIALPROPERTY °7I �. • SEE L111 - SITE MATERIALS AND LAYOUT ENLARGEMENT PLAN Nell LEi, mem _/mow IMAM In.. ' l „jiJ i',' 1 COWL TZ TRIBE PROPERTY 1" 20'-0" N 10'20' 40' (11:) IIIIiIIII q- oiso 1 8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 15447 651h Ave S Tukwila, WA 96166 Project No. 17012 SW I FTCOM PA NYLLc 313t W astern Ave., Suite M423, Seattle, WA 98122 TEL 206-832-2038• FAX 206-632-2048 www.swiftcompany.com info®swiftcompany.com O 2018 Swig Company LLC • These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. PRELIMINARY NOT FOR CONSTRUCTION JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 6/3/19 FOR REFERENCE ONLY ARCHITECTS+ URBAN DESIGNERS D Z W 1- z Sheet Title SITE MATERIALS AND LAYOUT PLAN Sheet L101 IM Server: WAU - BIM Server 19/17012 - TFS52/TFS52_Main Wednesday, May 29, 2019 10:08 AM 2.9 FIREFIGHTER PARKING REAR APRON , — I SS BEGIN 11 MATERIALS LEGEND: 0 0 0 0 0 0 SS FIREFIGHTER "2r1Fii 1 s" 8 -0" T P ARKING / q'� illl;U!�!I10J1?ILPp Y�111uumcwmoliuie 111110111111111 / O ALIGN tbstwarTsierT TYP 4'-0" A0" 2177 a !o • rr1I10 CIP PEDESTRIAN CONC PAVING FINISH TYPE 1 - BROOM FINISH W/ SAW -CUT JOINTS, SEE 04/L211 CIP PEDESTRIAN CONC PAVING FINISH TYPE 2 - MEDIUM SAND BLAST W/ SAW -CUT JOINTS, SEE 04/L211 POROUS PAVEMENT, SEE 07/L211 EXPANSION JOINT, SEE 02/L211 CONTROL JOINT, SEE 03/L211 ROLLED CURB PAVEMENT TRANSITION, TYPE 3 CONC, SEE 05/L211 AT -GRADE PAVEMENT TRANSITION, TYPE 3 CONC, SEE 06/L211 CONC SEAT WALL WITH WOOD TOP, SEE 01/L214 CIP CONC BOLLARD SEAT, SEE 02/L214 10 11 12 13 14 15 0 17 SECURITY FENCE, SEE 09/L211 GUARDRAIL, SEE 01/L212 NOT IN USE NOT IN USE WASTE RECEPTACLE, SEE SPECS BIKE RACK, SEE 08/L211 PROPERTY LINE SITE LIGHTTING, SEE ELEC CONC PAVEMENT, SEE CIVIL CONC CURB, SEE CIVIL CURB RAMP, SEE CIVIL CIP CONC WALL, SEE CIVIL UTILITY, SEE CIVIL DRAIN, SEE CIVIL ROCKERY, SEE CIVIL ASPHALT, SEE CIVIL MODULAR WETLAND, SEE CIVIL ROCKERY, SEE CIVIL EXPANSION JOINT, SEE CIVIL CONC WHEEL STOP, SEE CIVIL BUILDING EDGE, SEE ARCH REFUSE ENCLOSURE, SEE ARCH GENERATOR, SEE ARCH SECURE GATE, SEE ARCH DECK (OVERHEAD), SEE ARCH MONUMENT SIGN, SEE ARCH HYDRANT, SEE ARCH FLAG POLE, SEE ARCH CANOPY (OVERHEAD), SEE ARCH LAGGING WALL WITH SHOTCRETE FINISH, SEE ARCH 14.-0„ 4-0, • 11`l 8'-0" TYP;. SPA GA_ JCSa o .3.7 .o o .VA1�11/T�%: pJ ��`b -" d ' V11y11///iA b / — Uis o ,.. o y f PA 5' 10' lilli 1" = 0 333, rDig--0/ 14 20' it 1 812119 Permit Revision Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 96188 Project No. 17012 SWIFTCOMPANYLLC 3133. western Ave., suite M423, Seattle, WA 96123 Tel tab-632.2o38• FAX 206-632-2048 www.swiftcompany.com info@swiftcompany.com 02018 Swift Company LLC -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. PRELIMINARY NOT FOR CONSTRUCTION JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 6/3/19 Sheet Title SITE MATERIALS AND LAYOUT ENLARGEMENT PLAN Sheet Lill FOR REFERENCE ONLY W E I N 5 T E I N A + U ARCHITECTS + URBAN DESIGNERS esday, May 29, 2019 10:08 AM File: BIM Server: WAU - BIM Server 19/17012 01 SITE SECTION - FRONT OF BUILDING SCALE: 1" = 10' 03 SITE SECTION - BACK OF BUILDING SCALE: 1" = 10' I.Im iiUI■I■I■I11t!ii.th 04 WALL ELEVATION 02 SITE SECTION - WALL & SECURITY FENCE SCALE: 1" = 10' SCALE: 1" = 10' MATERIALS LEGEND: 0 CONC SEAT WALL WITH WOOD TOP, SEE 01/L214 O CIP CONC BOLLARD SEAT, SEE 02/L214 10 SECURITY FENCE, SEE 09/L211 11 GUARDRAIL, SEE 01/L212 16 PROPERTY LINE C2 CONC CURB, SEE CIVIL C4 CIP CONC WALL, SEE CIVIL Al BUILDING EDGE, SEE ARCH 0 FLAG POLE, SEE ARCH 0 CANOPY (OVERHEAD), SEE ARCH LAGGING WALL WITH SHOTCRETE FINISH, SEE ARCH 5' 10' 20' lltl 1"= 10,-0" 1 8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SWI FTCOM PANYLLC 3131 Western Ave., Suite M413, Seattle, WA 98121 TEL 206.632.2038FAX 206-631.2048 www.swiftcompany.com info®swiftcompany.com 02018 Swift Company LLC - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. PRELIMINARY NOT FOR CONSTRUCTION JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 6/3/19 Sheet Title SITE SECTIONS Sheet L201 FOR REFERENCE ONLY esday, May 29, 2019 10:08 AM File: BIM Server: WAU - BIM Server 19/17012 - TFS52/TFS52 Main EXPANSION JOINT CIP CONC PAVEMENT, SEE CIVIL SLOPE TO DRAIN PER CIVIL FINISH GRADE CONTROL JOINT NOTES: 1. SEE PLANS FOR EXTENT OF CONCRETE AND JOINT LOCATIONS 2. SEE CIVIL FOR SUBGRADE DETAILS 3. ALL PEDESTRIAN CONCRETE TO BE BROOM FINISH, UNLESS OTHERWISE NOTED, SEE CIVIL FOR SPEC 01 CIP PEDESTRIAN CONC PAVING SCALE: 1" = 1'-0" 1=III—III—III=III-11 CONC TYPE 3, HEAVY SANDBLAST FINISH, SEE SPECS EXPANSION JOINT PEDESTRIAN CONC PAVEMENT NOTES: 1. SEE PLANS FOR EXTENT OF CONCRETE AND JOINT LOCATIONS SEE CIVIL FOR SUBGRADE DETAILS 3. ALL PEDESTRIAN CONCRETE TO BE BROOM FINISH, UNLESS OTHERWISE NOTED, SEE CIVIL FOR SPEC 05 ROLLED CURB PAVEMENT TRANSITION PLAN SCALE: 1" = 1'-0" 8'-3 3/4" P .w 1111111111111111111 III III II no Hill "rill 1 a 1111/4'J illi I I mi ma II1� I� 111 iIIIIIIIIli II I�� I I A1 TWINBAR FORTRESS PANEL, TYP Or MESH SIZE: 2" x 6" 02 SWEEP BUILDERS SAND OVER JOINT SEALER PRIOR TO DRYING 1/4" RADIUS, TYP. NO SHINERS 3/8" EXPANSION JOINT W/ PREMOLDED FILLER AND SELF -LEVELING JOINT SEALER, TYP AS SHOWN ON PLAN & AT ALL VERTICAL RESTRICTIONS, TYP, SEE SPECS EXPANSION JOINT 06 SCALE: 3" = 1'-0" 1/4 OF SLAB MAX SAW CUT JOINT; EDGES OF JOINTS TO BE CLEAN 90 DEGREE ANGLES JOINT TO BE 1/4 OF OVERALL SLAB THICKNESS AND 1/4" WIDE, NO SHINERS, SMOOTH FINAL FINISH ACROSS GRID CONTROL JOINT 03 CONTROL JOINT CONC TYPE 3, HEAVY SANDBLAST FINISH, SEE SPECS EXPANSION JOINT PEDESTRIAN CONC PAVEMENT NOTES: 1. SEE PLANS FOR EXTENT OF CONCRETE AND JOINT LOCATIONS 2. SEE CIVIL FOR SUBGRADE DETAILS 3. ALL PEDESTRIAN CONCRETE TO BE BROOM FINISH, UNLESS OTHERWISE NOTED, SEE CIVIL FOR SPEC AT -GRADE PAVEMENT TRANSITION SCALE: 1" = 1'-0" NOTES: 1. ALL WIRE ELECTRO-FORGED AT ALL INTERSECTIONS. GALVANIZED AND POLYESTER POWDER COATED FINISH. 2. RETAINING BRACKETS ON INTERIOR OF FENCE, TYP. 3. SINGLE SWING GATE PER MANUFACTURERS SPECS, SEE PLANS FOR LOCATION (7) PLASTIC RETAINING BRACKETS PER POST, TYP, SEE NOTES FRONT ELEVATION 09 SECURITY FENCE EXTERIOR PRESS ON POST CAP TWINBAR FORTRESS PANEL TS2"x2"x14GALVSTL FENCE POST, TYP NTERIOR SECTION A -A SECURITY FENCE FOOTING, SAME AS ARCHITECTURAL SCREEN FOOTING , SEE ARCH DETAIL18/A0003 3/16" DIA 1/4" DIA SCALE: 3" = 1'-0" TREE PLANTING AREAS ADJACENT TO PLANTING BEDS VARIES, SEE PLANS VARIES, SEE PLANS 1/4" WIDE x 1/4" DEEP SAW -CUT CONTROL JOINT AS INDICATED, SEE 03/L211 CIP CONC TYPE 1, BROOM FINISH, SEE PLAN FOR LAYOUT AND ALIGNMENT EXPANSION JOINT AS INDICATED, SEE 02/L211 TYPE 1 - PLAN VARIES, SEE PLANS TYPE 2 - PLAN 04 CIP PEDESTRIAN CONC PAVING FINISH 1/4" WIDE x 1/4" DEEP SAW -CUT CONTROL JOINT AS INDICATED, SEE 03/L211 CIP CONC TYPE 2, MEDIUM SANDBLAST FINISH, SEE PLAN FOR LAYOUT AND ALIGNMENT CIP CONC TYPE 1 EXPANSION JOINT AS INDICATED, SEE 02/L211 SCALE: 1 /2" =1'-0" 6" DEPTH X 1/4" THK PLASTIC EDGE RESTRAINT, SEE SPECS POROUS PAVEMENT, SEE SPECS TREE PLANTING AREAS ADJACENT TO PAVEMENT 07 POROUS PAVEMENT CONC PAVEMENT AGGREGATE BASE, MIN 2" AT EXSITING TREE PLANTING AREAS, 4" AT ON -GRADE PLAZAS PLANTING SOIL SCALE: 1" = 1'-0" FINAL ASSEMBLY ISOMETRIC TWINBAR FORTRESS PANEL ISOMETRIC SCALE: 1/2" = 1'-0 2'-4" NO SCRATCH MATERIAL TOFINO NO -SCRATCH /-- BIKE RACK, SEE SPEC CONC PAVEMENT IMBED MOUNT PER MANUFACTURER SECTION - SIDE VIEW I `II SECTION - FRONT VIEW CV [IO PLAN 08 BIKE RACK AXONOMETRIC VIEW SCALE: 1" = 1'-0" 1 8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SWIFTCOMPANYLLC 3131 Western Ave., suite M423, Seattle, WA 93121. TEL 206-632-2038• FAX 206-632-2048 www.swiftcompany.com Info5swiftcompany.com ®2018 Swift Company LLC - These document have been prepared specifically for the above named project. They are not suitable for use on other projects or m other locations without the approval and participation of the Landscape Architect. PRELIMINARY OT FOR CONSTRUCTION JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 6/3/19 SITE DETAILS L211 FOR REFERENCE ONLY ARCHITECTS + URBAN DESIGNERS Wednesday, May 29, 2019 10:08 AM File: BIM Server: WAU - BIM Server 19/17012 - TFS52/TFS52_Main 1 1/2" DIA SS HANDRAIL WELD TO BRACKET, PAINTED FINISH, TYP 3 1/2", MAX CV 4'-0" O.C. TYP. Li ° I F C SECTION ELEVATION E-E 3/4" THK x 4" W STL FLAT BAR TOP RAIL (ABOVE) GUARDRAIL PANEL, MECHANICALLY FASTEN TO POST WITH TAMPER RESISTANT SCREW, FLUSH MOUNT 1/2" THK x 3" W GALV STL FLAT BAR VERTICAL FACE, (2) PER POST GUARDRAIL PANEL BELOW GUARDRAIL PANEL PICKET 3/4" THK X 4" W ST STL FLAT BAR TOP RAIL WELD TO VERTICAL STIFFENER, GRIND ALL WELDS SMOOTH, PAINTED FINISH, TYP \\.°* 1/2" THK X 3" W ST STL FLAT BAR VERTICAL FACE, (2) PER POST, PAINTED FINISH, TYP 1 1/2" DIA ST STL HANDRAIL WELD TO BRACKET, PAINTED FINISH, TYP 1/2" THK, 2" WIDE ST STL BRACKET WELD TO STIFFENER, PAINTED FINISH, TYP 1/4" THK X 3 1/2" W ST STL FLAT BAR VERTICAL STIFFENER, PAINTED FINISH, TYP. 3/8" THK X 2" W ST STL GUARDRAIL PANEL, BEYOND 3/8" THK X 1-1/2" W ST STL GUARDRAIL PICKET, PAINTED FINISH, TYP 3/8" THK X 2" W ST STL GUARDRAIL PANEL, PAINTED FINISH, TYP MOUNTING PLATE 1/8" THK RUBBER SHIM, TYP THREADED ROD ___---- EDGE OF PAVEMENT 1/8" THK GASKET =\1\ POST MOUNTING PLATE, BELOW 1/4" THK x 2 1/2" W GALV STL FLAT =S.11W FLUSH BAR VERTICAL STIFFENER, TYP. (4) 1/2" DIA x 6 L" THREADED ROD (BELOW) SET INTO CONC PAVING OR FOOTING; EPDXY INTO PLACE /4" 1/4" SECTION -POST PANEL ATTACHEMENT DETAIL C-C: SCALE: 3" = 1'-0" 01 GUARDRAIL 3 1/2" 11 ...N. N.-- 1,-0" a Z 4 2" CLR MIN SECTION F-F, STL POST 1/4" SLT FLAT BAR GUARDRAIL PANEL GUARDRAIL TOP ENLARGEMENT SCALE: 3"=1'-0" 4 ATTACH GUARDRAIL PANEL TO STL POST W/ (3) 7/8" SCREWS GUARDRAIL PANEL SECTION B-B, GUARDRAIL PANEL MOUNT FLUSH WITH STL POST z 2 09 MOUNTING DETAIL ENLARGEMENT: SCALE: 3" = 1.-0" F SECTION ELEVATION G-G 1/2" THK x 3" W GALV STL FLAT BAR VERTICAL FACE, (2) PER POST 1/4" THK x 2 1/2" W GALV STL FLAT BAR VERTICAL STIFFENER, TYP. 6" x 6" x 1/2" THK MILL -FINISH STEEL MOUNTING PLATE; WELD THREADED RODS W/ 1/2" MIN CLR FROM SIDES OF PLATE (4) 1/2" DIA x 4 L" THREADED ROD (BELOW) SET INTO CONC WALL; EPDXY INTO PLACE 3/4" THK X 4" W ST STL FLAT BAR TOP RAIL WELD TO VERTICAL STIFFENER, GRIND ALL WELDS SMOOTH, PAINTED FINISH, TYP 1/2" THK X 3" W ST STL FLAT BAR VERTICAL FACE, (2) PER POST, PAINTED FINISH, TYP 1/4" THK X 3 1/2" W ST STL FLAT BAR VERTICAL STIFFENER, PAINTED FINISH, TYP. 1 1/2" DIA ST STL HANDRAIL WELD TO BRACKET, PAINTED FINISH, TYP 3/8" THK X 2" W ST STL GUARDRAIL PANEL, PAINTED FINISH, TYP 3/8" THK X 1-1/2" W ST STL GUARDRAIL PICKET, PAINTED FINISH, TYP MOUNTING PLATE THREADED ROD CIP CONC CHEEK WALL CIP CONC SITE STAIRS SCALE: 3" = 1-0" /c7-0/8e) 1 8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SWIFTCOMPANY"c 33.31. Western Ave., State M4.23, Seattle, WA 981a]. TEL 2o6-632-2o38 • FAX 206-632-2o48 vvww.swiftconwany.com I nfo@swiftcompany.com 0 2018 Swift Company LLC -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. PRELIMINARY OT FOR CONSTRUCTION JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 6/3/19 SITE DETAILS L212 FOR REFERENCE ONLY N A + U ARCHITECTS + URBAN DESIGNERS FS52/TFS52 Main Wednesday, May 29, 2019 10:08 AM File: BIM Server: WAU - BIM Server 19117012 - 4 fiki. "AA \ PREPARED TOPSOIL /\ V' \' \., / `iV/� ;'\A `v /� \ Vv /V// _ 1 i /\ /'\/\\/\/ /i///;\/ sx' \l'\> j /�\\/\ iAAe? //AA ;(V''2 <<>/ <// / vv/jV//<< < /AA/,AA/ - 1 _ (- v/vv?>'rvv%,v ,%<v ;.>vv/vvA =1I I —I I _ /\/\ ( \ \ \/\/\ // // // / 1 i i i ( / //\\//'` '// //\/�\\/ /\\/\\/\\/\/ - -i i- i l i t-Ili l -1 1-I I -I (1-111-I -1 01 GUARDRAIL ON WALL 5 /7 \ 11=111 III III III SCALE: 1" = 1'-0" PREPARED TOPSOIL 02 GUARDRAIL ON WALL 8 SCALE: 1" = 1'-0" MATERIALS LEGEND: 0 0 11 CIP PEDESTRIAN CONC PAVING, SEE 01/L211 POROUS PAVEMENT, SEE 07/L211 GUARDRAIL, SEE 01/L212 CONC CURB, SEE CIVIL CIP CONC WALL, SEE CIVIL EXPANSION JOINT, SEE CIVIL 1 8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 15447 65Ih Ave S Tukwila, WA 96185 Project No. 17012 SWIFTCOMPANYLLc 3131 Western Ave., Suite M423, Seattle, WA 98m TEL 206-632-2038. FAX 206.632-2048 www.swiftcompany.com Info@rswiftcompany.com © 2018 Swift Company LLC - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. PRELIMINARY OT FOR CONSTRUCTION JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 6/3/19 SITE DETAILS L213 FOR REFERENCE ONLY ARCHITECTS + URBAN DESIGNERS esday, May 29, 2019 10:08 AM File: BIM Server: WAU - BIM Server 19/17012 - TFS52/TF CUSTOM WOOD SEAT ASSEMBLY EXPANSION JOINT, TYP CIP PEDESTRIAN CONC PAVING SECTION B-B 01 CONC SEAT WALL WITH WOOD TOP CIP CONC WALL, SMOOTH FINISH, EASE ALL EDGES AND CORNERS (1/4" RADIUS) LOCATE LED DRIVER BOX IN BLOCKOUT AND CONNECT TO CONDUIT, SEE ELECT FINISH GRADE VARIES, SEE PLANS #4 BAR @ 12" OC #4 BAR @ 12" OC PLANTING SOIL COMPACTED AGGREGATE COMPACTED SUBGRADE CIP PEDESTRIAN CONC PAVING LENGTH / NUMBER OF UNITS VARIES, SEE PLANS PIP11111111111 till Fri pl -111-111-111-111-)11-111-111-111-1,-111-111-/$1-1/1 111-111-11I LENGTH VARIES, SEE PLANS SECTION A -A CUSTOM WOOD SEAT ASSEMBLY CIP CONC WALL, SMO( FINISH, EASE ALL EDG AND CORNERS (1/4" EXPANSION OINT, TYP COMPACTED AGGREG COMPACTED SUBGRA SCALE: 1" = 1-0" EXPANSION JOINT, TYP CIP PEDESTRIAN CONC PAVING A 1 '-6" SECTION B-B 02 CIP CONC BOLLARD SEAT CIP CONC WALL, SMOOTH FINISH, EASE ALL EDGES AND CORNERS (1/4" RADIUS) #4 BAR @ 12" OC #4 BAR @ 12" OC FINISH GRADE VARIES, SEE PLANS PLANTING SOIL COMPACTED AGGREGATE COMPACTED SUBGRADE CIP CONC WALL, SMOOTH FINISH, EASE ALL EDGES AND CORNERS (1/4" RADIUS) EXPANSION JOINT, TYP CIP PEDESTRIAN CONC PAVING COMPACTED AGGREGATE COMPACTED SUBGRADE SCALE: 1" = 1-0" LED STRIP LIGHT W/ MOUNTING BRACKET, SEE ELECT WOOD SEAT ASSEMBLY, 2 x 4 THERMALLY MODIFIED TIMBER, MECHANICALLY FASTENED TO SS FRAME, TYP CUSTOM SS ANGLE FRAME THREADED TAMPER -PROOF SCREW -IN BOLT, TYP NOTCH TOP AND BOTTOM STEEL ANGLE TO PROVIDE PASS - THROUGH FOR LIGHTING CABLES CIP CONC WALL LED STRIP LIGHT W/ MOUNTING BRACKET, SEE ELECT CUSTOM SS ANGLE FRAME 1" x 3" SS ANGLE FRAME ° I-4 3/8", TYP ° / / < 4 1 1/2" TYP 1/4" TYP 4 ° LENGTH VARIES, SEE PLANS ELEVATION A -A l'-6" SECTION C-C 03 CUSTOM WOOD SEAT ASSEMBLY WOOD SEAT ASSEMBLY, 2 x 4 THERMALLY MODIFIED TIMBER, MECHANICALLY FASTENED TO SS FRAME, TYP 1" X 2" STEEL ANGLE THREADED TAMPER -PROOF SCREW -IN BOLT, TYP 1/4" DIA x 3" LONG ANCHOR BOLT, TYP CIP CONC WALL ADJACENT CONDITION BOARD, WITH CHANNEL, TYP, WHEN ADJACENT TO ADDITIONAL PANELS ATTACH LED STRIP LIGHT WITH MOUNTING BRACKET PER MANUF SPECS CUSTOM SS ANGLE FRAME LED STRIP LIGHT, SEE ELECT NOTCH TOP AND BOTTOM STEEL ANGLE TO PROVIDE PASS - THROUGH FOR LIGHTING CABLES 0 1/4", TYP 3'-0 1/2" I-4" I-4" EQ, TYP EQ, TYP 1/4" TYP 1 1/2" TYP Al c 1Ji II Hiii(HA 11 i H L H H J H Hi H JI i Jl 11 3/4" N 1", II, '• 4 H 11,1/2", TYP 4 a a 4 4 4 LENGTH VARIES, SEE PLANS SECTION B-B —1=t— —14 0 3/C 7- END CONDITION BOARD, NO CHANNEL, TYP, BOTH ENDS OF EACH WOOD SEAT ASSEMBLY SCALE: 3" = 1-0" Z19- OV 1 8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SWIFTCOMPANyLLc 3131 Western Ave., Suite M423, Seattle, WA 98121 TEL 206-632-2038 FAX 206-632-2048 www.swiftcompany.com info@swiftcompany.com ef 2018 Swift Company LLC • These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Archfiect. PRELIMINARY OT FOR CONSTRUCTION JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 6/3/19 SITE DETAILS L214 FOR REFERENCE ONLY ARCHITECTS + URBAN DESIGNERS w MPRS MPLS Wednesday, May 29, 2019 10:08 AM File: BIM Server: WAU - BIM Server 19/17012 - TFS52/TFS52_Main 1 1 MPSS MPSS MPSS MPSS MPSS MPSS MPSS MPSS MPSS MPSS MPSS MPSS MPSS MPSS MPSS MPSS MPC MP1 MP1 -116 _.1-1 5- , --1 1 --I 1-2-' - lrl IRRIGATION LEGEND L MPSS MPSS MPSS MPSS MPSS MPSS / /MPLS' r MP1 MP1 'MP1' MP1 SYMBOL MODEL NO. W/ DESCRIPTION PSI RAD GPM O MP3 HUNTER PROS-12-PRS40-CV-MP3000-360 40 30' 3.64 MP3 HUNTER PROS-12-PRS40-CV-MP3000-90 40 30' 1.82 bL MP3 HUNTER PROS-12-PRS40-CV-MP3000-90 40 30' 0.86 0 MP2 HUNTER PROS-12-PRS40-CV-MP2000-360 40 19' 1.48 r'` MP2 HUNTER PROS-06-PRS40-CV-MP2000-90 40 19' 0.77 6- MP2 HUNTER PROS-06-PRS40-CV-MP2000-90 40 20' 0.43 c MP1 HUNTER PROS-06-PRS40-CV-MP1000-90 40 14' 0.42 6. MP1 HUNTER PROS-06-PRS40-CV-MP1000-90 40 14' 0.21 b MPC HUNTER PROS-06-PRS40-CV-MP-CORNER 40 14' 0.19 D MPLS HUNTER PROS-06-PRS40-CV-MPLCS-515 40 5' x 15' 0.22 ❑ MPRS HUNTER PROS-06-PRS40-CV-MPRCS-515 40 5' x 15' 0.22 ❑ MPSS HUNTER PROS-06-PRS40-CV-MPSS-530 40 5' x 30' 0.44 OO ,. 'I0 HUNTER PROS-06-PRS40-CV-MP SERIES ROTATORS # RZWS HUNTER RZWS-10-50, ROOT WATERING SYSTEM POINT OF CONNECTION: GATE VALVE, WATER METER, BACKFLOW PREVENTION ASSEMBLY, BOOSTER PUMP ASSEMBLY, MASTER VALVE, FLOW SENSOR, QUICK COUPLER VALVE I POC I 101 IRRIGATION CONTROLLER ® QUICK COUPLER OF FLOW SENSOR Q FLUSH VALVE ® AIR / VACUUM RELIEF VALVE MAINLINE LATERAL D DRIP LINE PIPE SLEEVE (INT PIPING/WIRE TO NOT EXCEED 50% OF INT VOLUME) -- CONDUIT MPSS MPSS MPSS MPSS MPSS MPSS MPSS MPSS MPSS i PSS MPSS MPSS MPSS MPSS MPSS MP1 MPSS MFS:S -MPSS- MP\SS- MPSS MPSS;-MPSSr MPSS MPSS "MPSS KO 0 .,�t d;eo..,a.�.a , -m.- J;r, n .. MPSS MP1 VALVE SCHEDULE /,/./ 2 /VALVES SHDVVN,I\N ,PAVEMENT AREA FOR I„ GRAPHIC-+ LARIIjy ;, ONLY INSTALL 1 J A ,PLANTING4AREAS. VALVE # SIZE GPM PSI ZONE LOCATION O 1" 9.9 40 BUILDING ENTRY PLANTING O2 1" 7 40 BACK OF BUILDING PLANTING ® 1" 13 40 SOUTH PLANTING ® 1" 4.4 40 PARKING PLANTING Q5 1" 7 40 WEST PLANTING LOWER © 1" 15 40 WEST PLANTING HIGHER 0 1" 13 40 EAST PLANTING ® 1" 18 40 EAST PLANTING O9 1" 18 40 EAST PLANTING 10 1" 16 40 EAST PLANTING 11 1" 10 40 SOUTH PLANTING ALONG DRIVEWAY 12 1" 16 40 NORTH PLANTING ALONG DRIVEWAY 13 1" 18 40 NORTH PLANTING - EAST 14 1" 8 40 NORTH PLANTING - WEST 15 1" 12 40 ENTRY PLAZA PLANTING BUBBLERS 16 1" 8 40 PARKING PLANTING BUBBLERS RAW MPSS MPSS MPSS MPSS SS-, SS /51 +00 Ii H IRRIGATION NOTES: 1. SEE CIVIL SHEETS FOR GENERAL GRADING AND DRAINAGE, DEMOLITION OF EXISTING SITE FEATURES, AND UTILITIES. 2. SEE SHEET L001 - SITE OVERVIEW PLAN FOR GENERAL SITE NOTES AND ABBREVIATIONS 3. SEE SHEET L401 - PLANTING PLAN FOR SITE PLANTING PLAN. 4. ALL NEW PLANTING AREAS SHALL BE WATERED WITH A FULLY AUTOMATIC, UNDERGROUND IRRIGATION SYSTEM. 5. IRRIGATION SYSTEM SHALL USE HIGH -EFFICIENCY SPRAY HEADS AND DRIPLINE TO MAXIMIZE WATER CONSERVATION. 6. IRRIGATION MATERIALS AND INSTALLATION SHALL BE IN ACCORDANCE WITH CITY OF TUKWILA STANDARD SPECIFICATIONS. 7. IRRIGATION PIPES AND CONTROL WIRES SHALL BE INSTALLED IN SLEEVES WHEN PASSING UNDER PAVEMENTS OR THROUGH WALLS. 8. SEE CIVIL FOR WATER SUPPLY / POINT OF CONNECTION IN SITE VAULTS. 9. SEE MECHANICAL / PLUMBING DRAWINGS FOR WATER SUPPLY, BACKFLOW PREVENTION, AND SUB -METERS. 10. THE IRRIGATION SYSTEM SHALL BE DESIGNED USING THE MINIMUM OPERATING PRESSURE AND MAXIMUM FLOW DEMAND OF EACH ZONE. VERIFY STATIC PRESSURE AT POINT OF CONNECTION AND SUBMIT WRITTEN REPORT PRIOR TO BEGINNING WORK. 11. ROUTE COMMON WIRE, CONTROL WIRES AND 2 SPARE WIRES FROM THE IRRIGATION CONTROLLER TO THE CONTROL VALVES. WHERE CONTROL WIRES ARE IN THE BUILDING, INSTALL IN NEW ELECTRICAL CONDUIT IN ACCORDANCE WITH DIVISION 26 ELECTRICAL. 12. IRRIGATION CONTROLLER SHALL BE MOUNTED ON THE EXTERIOR BUILDING FACADE OR LOCATED WITHIN ACCESSIBLE AND SECURE MAINTENANCE AREA. PROVIDE 120 VAC POWER SOURCE. CONTROLLER REQUIRES WIFI CONNECTIVITY TO SYNC W/ WEATHER -BASED SOFTWARE AND MOBILE DEVICE LINK FOR OPERATIONAL MONITORING AND CONTROL. COORDINATE LOCATION AND MOUNTING DETAILS W/ ARCH. P1 MP1 MP1 MP1 MP1 MP1 MP1 MPSS MPSS MPSS MPSS MPSS MPSS M ®SS MP1 M®1 _.. o , ■. �:� MPSS- n .� ,, v �® ii'� ��' M SS `MPSS ,MPSS V� PSS i MPSS IMPSS �VIPSS MPSS MPSS P _ 2 f00 52,4-50 Iq� ct 407ao' MP1 MP1 MP1 MP1 MP1 MP1 \ MP MPLS MPC i MP1 `1' I LIII I I 1 I I I I I I 0 I I I� I I I I PRS MPSS MPSS MASS MPSS\„ I/ MPRS MPSS MPSS MSS �^ MPSS MPSS MPSS MPC MPC 13. REFER TO SPECIFICATIONS FOR REQUIREMENTS INCLUDING, BUT NOT LIMITED TO, PRE -CONSTRUCTION TESTING, MATERIALS, POST -INSTALLATION TESTING AND RECORD DRAWINGS. 14. LOCATE VALVES, HOSE BIBS, AND OTHER ACCESSIBLE VAULTS AND BOXES IN AREAS INDICATED ON THE PLANTING PLAN. IRRIGATION FIXTURES AND FEATURES SHALL BE LOCATED TO AVOID INTERRUPTING THE PLANTING LAYOUT PATTERNS AND ALIGNMENTS. SUBMIT PROPOSED VALVE BOX LAYOUT FOR APPROVAL PRIOR TO INSTALLATION. STAKE IN FIELD FOR APPROVAL OF LOCATION AND ALIGNMENT PRIOR TO INSTALLATION. 15. BASIS OF DESIGN REQUIREMENTS FOR WATER SUPPLY ARE: 60 PSI AND 50 GPM OPERATING PRESSURE = 40 PSI (MAX) OPERATING FLOW = 40 GPM (MAX) 16. MAINTENANCE WATER SUPPLY ASSUMPTIONS SHALL BE DETERMINED IN CONSTRUCTION PHASE. PROPOSED LOCATIONS FOR QUICK COUPLERS ON PLAN SHALL BE COORDINATED WITH OWNER, ARCH AND MECH. ASSUME LOCATIONS ON FACADE WILL BE COORDINATED WITH MAINTENANCE PATHS AND PLANTING. 17. PER TMC 18.52.070-B, IRRIGATION MUST BE DESIGNED TO CONSERVE WATER BY USING THE BEST PRACTICAL MANAGEMENT TECHNIQUES AVAILABLE INCLUDING MOISTURE SENSORS OR BMP'S FOR DAILY TIMING OF IRRIGATION TO OPTIMIZE WATER INFILTRATION AND CONSERVATION. 18. ALL DRIP IRRIGATION TUBING SHALL HAVE 2" TOP SOIL COVER. 19. INSTALL VACUUM / AIR RELIEF VALVE AND FLUSH VALVES IN ALL DRIP IRRIGATION ZONES. 20. THE IRRIGATION DESIGN IS DIAGRAMMATIC. PIPING AND VALVES ARE SHOWN VVITHIN PAVEMENT AREAS FOR GRAPHIC CLARITY ONLY. IRRIGATION PIPING SHALL BE INSTALLED IN PLANTING AREAS OR IN SLEEVES BETWEEN PLANTING AREAS AS SHOWN. MAKE ADJUSTMENTS TO DRIPLINE LAYOUT TO ENSURE COMPLETE IRRIGATION COVERAGE. PIPE SIZING SHALL BE ADJUSTED ACCORDINGLY, AND WATER VELOCITY SHALL NOT EXCEED 5 FEET PER SECOND. AVOID CONFLICTS BETWEEN IRRIGATION SYSTEM AND PLANTING, UTILITIES AND ARCHITECTURAL FEATURES. 10' 20' ll �l�ll� 1„= 20,-0., N 40' D rb /9-- os/�a 1 8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SW I FTCOM PANYLIc 3131 Western Ave., Suite M423, Seattle, WA 98111 TEL 206-632-3038, FAX 206-6E2-2048 wwwswiftcompany.com info®swiftcompany.com ® 2018 Swift Company LLC -These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations whhout the approval and padidpation of the Landscape Architect. PRELIMINARY OT FOR CONSTRUCTION JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 6/3/19 IRRIGATION PLAN L301 FS52/TFS52 Main e: BIM Server: WAU - BIM Server 19/17012 nesday, May 29, 2019 10:08 AM AUTOMATIC CONTROLLER WITH LOCKING ACCESS DOOR, WALL MOUNTED JUNCTION BOX AND CONDUIT FOR POWER CONNECTION TO CONTROLLER TRANSFORMER GROUND WIRE TO GROUNDED CONNECTION CONDUIT FOR LOW VOLTAGE WIRES TO CONTROL VALVES. SIZE CONDUIT TO ACCOMMODATE ALL CONTROL WIRES. ROUTE CONDUIT AND CONTROL WIRING TO LANDSCAPE THROUGH SEALED BUILDING PENETRATION RAIN SENSOR RECEIVER, WIRE TO CONTROLLER, SENSOR NEEDS TO BE PLACED OUTSIDE FLOOR NOTES: 1. ALL WIRES SHALL BE INSTALLED PER LOCAL CODE. 2. SIZE CONDUIT TO ACCOMMODATE ALL CONTROL WIRES. 01 IRRIGATION CONTROLLER AND WALL MOUNT NOTES: 1. SCALE: 1" = 1'-0" _III [I —III II Y III__I I =" I 11 MULCH PREPARED PLANTING SOIL LATERAL TRENCH BACKFILL, SEE NOTE BELOW MAINLINE CONTROL WIRES BACKFILL SHALL BE FREE OF ROCK OR DEBRIS LARGER THAN 1" DIA. NO ROCK OR DEBRIS SHALL BE PLACED DIRECTLY ADJACENT TO PIPE. 05 PIPE TRENCH AND SLEEVE PRESSURE REGULATING VALVE, SEE MECH /! UNION, TYP GATE VALVE, SEE MECH SEE MECH FOR BACKFLOW PREVENTION AT WATER SUPPLY 1" WYE STRAINER 1" MASTER VALVE 1" BALL VALVE NOTES: 3/4" QUICK COUPLER MAINLINE TO WINTER OPERATION ZONE CONTROL VALVES 1" BALL VALVE MAINLINE TO SPRING/SUMMER OPERATION ZONE CONTROL VALVES 3/4" BALL VALVE WITH PIPE TO FLOOR DRAIN 1. REFER TO MECH / CIVIL PLANS FOR LOCATION OF PIPING AND POINT OF CONNECTION. 2. ALL IRRIGATION PIPING IN BUILDING SHALL BE IN ACCORDANCE WITH DIVISION 22, PLUMBING, OR SUBMIT MATERIAL OPTIONS. 3. PROVIDE WALL SUPPORT FOR ALL INTERIOR IRRIGATION PIPING AND EQUIPMENT. 02 POINT OF CONENCTION SCALE: 1" = 1'-0" NOTES: PAVEMENT PAVEMENT SUB -BASE TRENCH BACKFILL, SEE NOTE BELOW SLEEVE, SIZE MIN 2 x DIA OF INTERIOR PIPE 2" CONTROL WIRES 1. BACKFILL SHALL BE FREE OF ROCK OR DEBRIS LARGER THAN 1" DIA. NO ROCK OR DEBRIS SHALL BE PLACED DIRECTLY ADJACENT TO PIPE. SCALE: 1" = 1'-0" FINISH GRADE OF SOIL SET VALVE BOX LID 1" ABOVE FINISH GRADE BEFORE MULCH ISM i< 00 DRIP CONTROL ZONE KIT WIRE SPLICE CONNECTORS PROVIDE A 24" EXPANSION LOOP OF EXCESS WIRE BALL VALVE DRAIN GRAVEL MIN 2" DEPTH PVC SCH 80 NIPPLE PVC SCH 80 UNION MAINLINE NOTES: 1. PROVIDE VALVE BOX EXTENSIONS AS REQUIRED. 2. SUPPORT VALVE BOX WITH 4 BRICKS. 08 DRIP CONTROL ZONE VALVE SCALE: 1" = 1'-0" 4" TYP 118" MIN. i// °a�°s 00 °o oolO'%\\ 00- ° o0 08 NOTES: REMOVABLE END CAP cV DRIPLINE TEE FROM PVC HEADER MULCH FINISH GRADE OF SOIL —DRIPLINE equgeo I I (I- -I 1 NOTES: 1—I 1 1—I I „II=i IN -LINE EMITTER DRIPLINE STAKE @ 3' OC 1. NO DRIPLINE SHALL BE VISIBLE ON SURFACE PRIOR TO INSTALLING MULCH. 2. MIN 2" SOIL COVER OVER DRIPLINE 09 DRIPLINE ROOT ZONE WATERING SYSTEM, PRE -ASSEMBLED W/ INTEGRAL BUBBLER AND CHECK VALVE, INSTALL FLUSH W/ FINISH GRADE BACKFILL AROUND TREE BUBBLER W/ COARSE SAND FILTER FABRIC SLEEVE BUILT-IN SWING JOINT DRIPPERLINE 1. TWO BUBBLERS PER TREE, LOCATED PER PLAN. SCALE: 1"= 1'-0" II I_I 17 III —III — NOTES: VALVE BOX, SET FLUSH WITH FINISH GRADE TRANSITION FROM COPPER PIPE TO PVC AT GATE VALVE FINISH GRADE GATE VALVE MIPT x FS ADAPTER, TYP. EACH SIDE OF VALVE PIPE SLEEVE, TYP FILTER FABRIC AROUND SIDES AND BOTTOM OF VALVE BOX 4 MASONRY UNIT SUPPORTS PEA GRAVEL MIN. 3" DEPTH NOTES: 1. DO NOT REST VALVE BOX ON PIPES. 03 GATE VALVE IN PAVEMENT SCALE: 1" = 1-0" 1" ABOVE FINISH GRADE OF BED BEFORE MULCH QUICK COUPLER VALVE SET 2" MIN BELOW TOP OF BOX SET 1" ABOVE FINISH GRADE BEFORE MULCH IN PLANTING AREAS CARSON 10" ROUND VAULT W/ LOCKING LID #4 REBAR MIN 3' SCH 80 PVC NIPPLE 2 SS HOSE CLAMPS SCHEDULE 80 NIPPLE W/ 2 THREADED STREET ELLS MAINLINE 1. VALVE BOX SHALL NOT REST ON PIPES. 2. VALVE TO BE SET PLUMB & CENTERED IN VALVE BOX. 06 QUICK COUPLER 07 SCALE: 1" = 1'-0" AUTOMATIC FLUSH VALVE AT EACH LOW POINT PVC FITTING, TYP. COMPRESSION ADAPTER EDGE OF PLANTING AREA DRIPLINE SPACED AS NOTED ON DWG AIR RELIEF VALVE INSTALL AT EACH HIGH POINT LATERAL DRIP CONTROL VALVE MAINLINE SUPPLY HEADER 10 DRIPLINE LAYOUT SCALE: 1" = 1'-0" FINISH GRADE WATERPROOF CONNECTORS NOTES: 2" MIN 4" MAX 04 POP-UP SPRINKLER ADJACENT PAVEMENT OR EDGE OF PLANTING AREA SET POP-UP SPRINKLER FLUSH WITH FINISH GRADE REFER TO IRRIGATION DWGS AND SPECIFICATIONS FOR NOZZLE AND BODY TYPE OF POP-UP SPRINKLER USE BOTTOM INLET ONLY 2 THREADED STREET ELLS PVC SCHEDULE 80 NIPPLE THREADED STREET ELL LATERAL PVC TEE OR ELL SCALE: 1" = 1'-0" PROVIDE FOR A 18" EXPANSION LOOP OF EXCESS WIRE SCH 80 UNION SPRINKLER CONTROL VALVE VALVE BOX SCH 80 NIPPLES TYP PROVIDE FOR A 36" LOOP OR TERMINATION AT END OF RUN PLASTIC BALL VALVE 3" DEPTH PEA GRAVEL MASONARY UNIT SUPPORT AT EACH CORNER (4) SPARE WIRE LOOPS AS SPEC SCH 40 PVC MAINLINE TEE SCH 40 MAINLINE 1. ALL WIRE INSTALLATIONS TO BE IN COMPLIANCE WITH APPLICABLE CODES. 2. PROVIDE EXPANSION COILS AT EACH WIRE CONNECTION IN VALVE BOX. 3. COMPACT SOIL AROUND VALVE BOX TO SAME DENSITY AS UNDISTURBED ADJACENT SOIL. 4. VALVE BOX SHALL NOT REST ON PIPES. SEE SPEC. 5. PROVIDE A MIN 1" CLEARANCE BETWEEN CUTOUTS, BOX WALLS, LID, BRICKS AND THE PIPING. SPRINKLER CONTROL VALVE SCALE: 1" = 1'-0" VALVE BOX PVC LATERAL (OR EXHAUST HEADER) AUTOMATIC FLUSHING VALVE PVC REDUCER ADAPTER S X 1/2" F (SIZE AS REQ'D) BRICK SUPPORTS (THREE) \\/\\ \\\ PT \//\\/\ 3/4" GRAVEL SUMP (1 CUBIC FOOT) //// N\\,\\,\\/ 11 AUTOMATIC FLUSH VALVE SCALE: 1" = 1'-0" FINISH GRADE 2" IN BED AREAS CARSON 6" VALVE BOX ADJACENT PAVEMENT OR VERTICAL SURFACE -I I AIR RELIEF VALVE KIT DRIPPERLINE TUBING MIN. 3" DEPTH NOTES: 1. INSTALL AT HIGH POINT OF EACH ISOLATED AREA OF ZONE. 12 AIR RELIEF VALVE SCALE: 1" = 1'-0" cD/?- ()/ 1 8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 15447 65th Ave 5 Tukwila, WA 98188 Project No. 17012 SW I FTCOM PANYLLc 3t3t western Ave., Suite M423, Seattle, WA 98tst TEL 206-632.2038• FAX 206-632.2048 www.swiftcompany.com infa®swiftcompany.com m 2018 Swift Company LLC - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. PRELIMINARY OT FOR CONSTRUCTION JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 6/3/19 >- J Z 0 W 0 Z 1..1� W u_ UJ 13 BUBBLER - ROOT WATERING SYSTEM SCALE: 1" = 1'-0" Sheet Title IRRIGATION DETAILS Sheet L311 3 sday, May 29, 2019 10:08 AM File: BIM Server: WAU - BIM Server 19/17012 - TFS52/TFS52 Main 3 ACE KAR J Cn N i T .. i.T .T i i (. T.{.! 1. i. •. Y.f i .T i. }.Ti itT iif T.T T i i T i T ii T i T i i t-i�i �i�i i T T T T i�i T�i-T�i� .i f i T i i T�T 00 000�00 �00�000OOOOp0000000 00004-000000400 L 00 O O 000000004000040 000090000000400000004.000!OOOOS o@oo:�000.0000a00000 000000000a 0 000@00000@ov�oea000@ooa000000�oao@000aoo�oomo®aoaaa000aoa:aoobos�ooaboboao �,O�OO:gq 0�00008m Op0.0�000O.o0.00;Oo o9®0�0�0.00,@ m000.0.40 Opo0.04,A OP�004A ®tipO.Q40 Od,00.�D!00 Op�o00,0,0 Q09�.�4m �o A� �p �j P. 1 f . �. �D Ti'C�, � ri b'�1 Oi' ,�ti3E'1G`9£� e . :a .. .t . . 2' ri ,. ri , D �' s7 F� F3b'9 . o F3.3F3 f3 �Eif?,�E. �+ JJ 'J '��.+©40©e+ pq�+ ©e� a�. w a�t��3t� �+ ° ��i �'+ + ©:e+43._i�ti� :�3 :4 .4..- 3:c3�'tl3L�.+± :�� D:e+e+++.•��.:c opp,�3� _... .. �, ,. .,-.a .�.... ..-_. ., ra.-�- ., .,. c.. '" o J V V.V V V.V.1 i T.! .T r ... T is r.!.r - �T �T T�t�T t�!-T�T-�i�� T�! T, T� T�:. {. i.� T1 i�T�:�T Y�Y 7�T T�! .s °@°®°O°b°�i°@°@®°°°@°O°r°@@°°6°@°@®°t°@°@°@�6°@@°°.9°@°o@fitr°°b°�@°O@°@°®@@°6°@@°°°@@°O�op@°@@®°@@°5T°@@@°@�9°O@zQz@°@@eetop°O°@°oee_to°•@°ooeoowoi°7 �ouoocm000O000M 0000r000c0000l o0000000�a00® 0000fa000c0000y 000coo''oo©000c00000 ootc000e�7r�®O@0�00�► 0000 oci oo oo oo oo opoo 000 (o ouo op 0000040000000vio 00000 000 o oeop o i000e 000 0j0 Of - .:.� .'+'*"r+•+ . 0 0 0 0 _ or.ro .2 oro rp u gr o OIO F<--t-v -�`+ 5�wj.� �✓,,. m �{.F, ��'a v�'v.f v'45' .='1.5- a'c l , f'�;:-i 3 .'+.1 illy®=IIIIII® M=WJ?AP//®� ��` S„' _NAIINEE ■M� r40.........�� wa ■M�N� �I /',tom —'� o�� IIIIIIIIIIIIIIIIMOP=IEGEENBMI=MIFMN.IIWMrvwPVr �,"�4 ce\. RMIN inillirdWANIMINIONTIO111111Q�v �1.�"1�, 1111,4111111 0004., 80° illl 000�i .t? . �°� IMMINEINIO °o 0.8 1KA[Fm • 11 LON PIL � 4 ACE B05- � LON PI ��+t+�+++y+*�� \��p� ei CHA GRA �`CED D�� I` ��°°o oo@000RF011 4o� cats P 6/0p'�i�ar%�0-0 -Ver O� rodo-0 000'00croVii 0 ikkolk is-ow000OC+0000m ows $3491 oW` teoo0 0000 0000 Ioir /W iirej�10,1� ti.'r/,�SMVII /Irill;_roaoo 7 PLANT SCHEDULE 1AMEE>G ?1 G/4U SHA I i I Ij' 1l\ 1- — TREES CODE QTY ACE RUB 2 ACE B05 7 ACE KAR 19 AME GRA 14 BET DUR 8 CED DEO 3 CHA GRA 33 LIR TUL 2 MET GLY 1 PIN CH2 10 PIN SYL 19 QUE RUB 7 STE PSE 4 BOTANICAL NAME Acer rubrum Acer rubrum 'Bowhall' Acer rubrum 'Karpick' Amelanchier x grandiflora 'Autumn Brilliance' Betula nigra 'Duraheat' COMMON NAME Red Maple Bowhall Maple Karpick Red Maple 'Autumn Brilliance' Serviceberry Duraheat River Birch Cedrus deodara Deodar Cedar Chamaecyparis obtusa'Gracilis' Liriodendron tulipifera Metasequoia giyptostroboides CONT B&B,3"Cal. B&B,3"Cal. B&B,3"Cal. B&B,3"Cal. B&B,3"Cal. B&B,12'HTMIN Slender Hinoki Cypress B & B, 6' HT MIN Tulip Tree B & B, 3" Cal. Dawn Redwood B & B, 3" Cal. Pinus cembra'Chalet' Chalet Swiss Stone Pine Pinus sylvestris Quercus rubra Stewartia pseudocamellia Scotch Pine Red Oak Japanese Stewartia B&B,6'HTMIN B&B, 12' HT MIN B & B, 3" Cal. B&B,3"Cal. SHRUBS e O C) VINES (1. //: \''':: SS8)L7E'X /0IC SSE L412<.i% 7'r:T'1:17:1_ 2 CIR TUL yn L CODE QTY COR KEL 76 GAU SHA 843 LON PIL 835 ROS OFF 23 TAX DEN 304 WOO POL 126 CODE QTY PAR HEN 20 PAR QUI 12 GROUND COVERS QTY 24 BOTANICAL NAME Cornus stolonifera 'Kelseyi' Gaultheria shallon Lonicera pileata Rosmarinus officinalis Taxus x media 'Densiformis' Woodsia polystichoides BOTANICAL NAME Parthenocissus henryana Parthenocissus quinquefolia BOTANICAL NAME COMMON NAME 16,778 sf Eco Lawn 2,763 Fragaria chiloensis 18,025 sf Urban Meadow Mix 1,218 Vinca minor Beach Strawberry Common Periwinkle COMMON NAME Kelsey Dogwood Sala! Privet Honeysuckle Rosemary Dense Yew Holly Fern Woodsia COMMON NAME Silvervein Creeper Virgina Creeper CONT seed 4" POT seed 4" POT ±'Y11111/111011MmIlIMMINIMI11.11111111111ffillpt °O°O°O°O°rs0°O°O°°O°O°O°oveo°Oeooe° 000040000000. — 7 CONT #3 CONT #3 CONT #2 CONT #3 CONT #3 CONT #2 CONT CONT #3 CONT #3 CONT SPACING 12" o.c. 12" o.c. 10' IIIIII N 20' 40' CD 1"= 20'-0" PLANTING NOTES: 1. PLANT MATERIALS AND INSTALLATION SHALL BE IN ACCORDANCE WITH CITY OF TUKWILA STANDARD SPECIFICATIONS. 2. ALL PLANTING AREAS TO RECEIVE SOIL PREPARATION INCLUDING IMPORTED TOPSOIL AND ORGANIC AMENDMENT TO A DEPTH OF 36" FOR TREE AND SHRUB PLANTING AND 18" FOR GROUNDCOVER PLANTING. MULCH IN ALL PLANT BEDS TO BE A MINIMUM DEPTH OF 2". 3. PLANTS SHALL BE NURSERY GROWN, WELL -ROOTED, OF NORMAL GROWTH AND HABIT, AND FREE FROM DISEASE OR INFESTATION. TREES SHALL HAVE UNIFORM BRANCHING, SINGLE STRAIGHT TRUNKS, (UNLESS SPECIFIED AS MULTI -STEMMED), AND THE CENTRAL LEADER INTACT AND UNDAMAGED. CONTAINER STOCK SHALL BE FULLY ROOTED BUT NOT ROOT -BOUND. PLANT MATERIAL WITH DAMAGED ROOT ZONES OR BROKEN ROOT BALLS WILL NOT BE ACCEPTED. CONIFEROUS TREES SHALL BE NURSERY GROWN, FULL AND BUSHY, WITH UNIFORM BRANCHING AND A NATURAL NON -SHEARED FORM. ORIGINAL CENTRAL LEADER MUST BE HEALTHY AND UNDAMAGED. MAXIMUM GAP BETWEEN BRANCHING SHALL NOT EXCEED 9 INCHES, AND LENGTH OF TOP LEADER SHALL NOT EXCEED 12 INCHES. 4. CONTRACTOR SHALL BE RESPONSIBLE FOR CONFIRMING LOCATION OF ALL UTILITIES. 5. CONTRACTOR SHALL REMOVE ALL INVASIVE VEGETATION IN AREAS OF NEW CONSTRUCTION. 6. CONTRACTOR SHALL INSTALL A 3'-0" 0 MULCH RING FOR ALL TREES PLANTED IN GRASS AREAS. MULCH RING SHALL BE CENTERED ON TREE TRUNK OR AS SHOWN ON PLANS. IN AREAS WHERE LAWN STRIP IS TOO NARROW TO ACCOMMODATE A 3'-0" 0 RING, MULCH SHALL BE INSTALLED IN A 3' LONG RECTANGLE SPANNING THE WIDTH OF THE PLANTING STRIP, CENTERED ON TREE TRUNK, AS SHOWN ON PLANS. eD!9-oea 1 8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SW I FTCO M PANYLLC 3i31 Western Ave.. Suite M423, Seattle, WA 98121 TEL 206-632-203E' FAX 206-632-2048 www.swiftcompany.com Infotgswiftcompany.com 02018 Swift Company LLC -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. PRELIMINARY NOT FOR CONSTRUCTION JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 6/3/19 PLANTING PLAN L401 FOR REFERENCE ONLY Wednesday, May 29, 2019 10:08 AM File: BIM Server: WAU - BIM Server 19/17012 - TFS52/1FS52_Main STAKE TREE WITH (2) TREATED 2" DIA. WOOD TREE STAKES; STAKE LOCATIONS SHALL NOT INTERFERE WITH PERMANENT BRANCHES LOOP EACH TREE TIE AROUND STAKE AND TREE LOOSELY TO PROVIDE 1" SLACK FOR TRUNK GROWTH; PLACE TIES AT 2/3 HEIGHT OF MAIN TRUNK; NEVER PLACE TIES DIRECTLY BELOW FIRST SET OF BRANCHES TREE TIE MATERIAL, REFER TO SPECIFICATIONS 2" MULCH DEPTH; TAPER AT TRUNK NO MORE THAN 1" DEPTH ON TOP OF ROOTBALL FINISHED GRADE LOOSENED SOIL. DIG TREE PIT VVITH SLOPED SIDES; DIG AND TURN THE SOIL TO REDUCE COMPACTION TO THE AREA AND DEPTH SHOWN PRIOR TO MULCHING, LIGHTLY TAMP SOIL AROUND THE ROOT BALL IN 6" LIFTS TO BRACE TREE. DO NOT OVER COMPACT. WHEN THE PLANTING HOLE HAS BEEN BACKFILLED, POUR WATER AROUND THE ROOT BALL TO SETTLE THE SOIL UNDISTURBED SUBGRADE OR COMPACTED FILL; REST BOTTOM OF ROOTBALL ON EXISTING OR RECOMPACTED SOIL 01 TREE PLANTING PLAN *-1111E-111 111E1 7-111 111= 111,=_111 egiiviiktl:iiii:01V I 1E-111= 1:7=-111-E- 1=11= = =111 11E111 111-7E111 111=1111=111:=111=- 1:_=_11 — = 1=111=1117-111=111 H.F-1 3 x DIA OF ROOTBALL OR 5'-0", WHICHEVER IS GREATER SECTION TREE CANOPY TREE ROOTS TREE TRUNK TREE TIE MATERIAL, REFER TO SPECIFICATIONS TREATED 2" DIA. WOOD TREE STAKES (8.-0" LENGTH) PREVAILING WIND NOTES: 1. TREES SHALL BE OF QUALITY PRESCRIBED IN DETAILS AND SPECIFICATIONS. 2. TREE PIT DEPTH = ROOTBALL DEPTH (MEASURE BEFORE DIGGING TO AVOID OVEREXCAVATION) 3. STAKE TREES ONLY UNDER CONDITIONS NOTED IN SPECIFICATIONS. INSTALLATION INCLUDES REMOVAL OF STAKES ONE YEAR AFTER INSTALLATION, OR DURATION AS REQUIRED TO ACHIEVE TREE STABILITY. ROOT FLARE REMOVE EXCESS SOIL TO EXPOSE ROOT FLARE; SET TOP OF ROOT CROWN 2" ABOVE ADJACENT FINISH GRADE CONSTRUCT 4" HIGH X 8" WIDE SOIL BERM AROUND ROOT BALL AT SOIL SURFACE AS WATERING RING. BERM SHALL BEGIN AT ROOT BALL PERIPHERY REMOVE ALL BURLAP FROM ROOTBALL; REMOVE ALL WIRE AND STRING DRIVE STAKES 2" FROM ROOTBALL EDGE, 6" TO 1'-0" INTO UNDISTURBED SOIL BELOW ROOTBALL SCALE: 1/2" = I-0" NOTES 1. REMOVE STAKES AT END OF WARRANTY PERIOD. 2. TREE PIT DEPTH = ROOTBALL DEPTH (MEASURE BEFORE DIGGING TO AVOID OVEREXCAVATION). 3. MIN. BRANCH CLEARANCE ABOVE ADJACENT PAVEMENT TO BE 7'-0" TYP. 4. STAKING REQUIRED FOR 5'-0' HT AND TALLER TREES ONLY. 5. CONDUCT TREE PIT DRAINAGE TEST ON PRESENCE OF INSPECTOR PRIOR TO PLANTING. 05 EVERGREEN TREE PLANTING 5" 'CHAINLINK' PLASTIC TREE TIES. LOOP EACH TIE AROUND HALF TREE LOOSELY TO PROVIDE MIN 2 SPARE LINKS FOR TREE GROWTH TOP OF ROOT CROWN AT SOIL FINISHED GRADE REMOVE BURLAP FROM ROOTBALL; REMOVE ALL WIRE AND STRING. PLANTING BACKFILL FOR ENTIRE TREE PIT AREA X ROOTBALL DEPTH. THOROUGHLY WATER SETTLE. MOUND SOIL TO FORM 4" HT. WATERING BASIN AROUND TREE. 2" DEPTH MULCH (NO MULCH WITHIN 6" OF TRUNK) PREPARED PLANTING SOIL STAKE 'CHAINLOCK' GUY SUFFICIENTLY TO WITHSTAND WIND VELOCITIES UNDISTURBED NATIVE SOIL OR COMPACTED FILL SCALE: 1/2" = 1-0" 11111111/1111111111111111111111111 6" OF ROOTBALL REMOVE EXCESS SOIL TO DEPTH OF ROOT FLARE AND SET TOP OF ROOT FLARE AT SOIL FINISH GRADE TAPER MULCH TO ZERO DEPTH 3" FROM ROOT FLARE 2" DEPTH MULCH FINISH GRADE ROUGHEN EDGES TOPSOIL COMPACTED TOPSOIL TO 95% TRANSITION LAYER NATIVE SOIL OR FILL SOIL NOTES: 1. PROVIDE PEDESTAL TO SUPPORT WEIGHT OF SHRUB IF PLANT IS BALLED AND BURLAPPED OR GREATER THAN 5 GALLON CONTAINER SIZE. 2. ENSURE SHRUB ROOT FLARE DOES NOT SETTLE BELOW TOP OF SOIL. 02 SHRUB PLANTING SCALE: 1 PREPARED PLANTING SOIL INCORPORATE IN LIFTS PER SPECS FOR A BLENDED SOIL HORIZON WITH PREPARED SUBGRADE PREPARED SUBGRADE, SCARIFY TO SPECIFIED DEPTHS SUBGRADE NOTES: SEE SOIL PREPARATION MATRIX FOR MATERIAL DEPTHS. SEE SPECS FOR SOIL PREPARATION. TYPICAL SOIL INCORPORATION SOIL PREPARATION MATRIX MINIMUM DEPTHS OF PLANTING SOIL UNLESS NOTED OTHERWISE ITEM DEPTH ON GRADE DEPTH ON FILL MULCH 2" 2" PREPARED PLANTING SOIL FOR LAWN 12" 12" FOR GROUNDCOVERS 18" 18" FOR SHRUBS 18" 36" FOR TREES 24" 36" PREPARED SUBGRADF 12" 12" 06 SOIL PREPARATION MULCH PREPARED PLANTING SOIL PREPARED SUBGRADE SUBGRADE NOTES: 1 SEE SOIL PREPARATION MATRIX FOR MATERIAL DEPTHS. 2. SEE SPECS FOR SOIL PREPARATION. TYPICAL PLANTING BED th �IlIuIil LAWN LAWN, TYP. PREPARED PLANTING SOIL, TYP. PREPARED SUBGRADE, TYP. SUBGRADE, TYP. NOTES: 1. SEE SOIL PREPARATION MATRIX FOR MATERIAL DEPTHS. SEE SPECS FOR SOIL PREPARATION. Itumult1/4.-.... .4ar........Z.vograttatataii > / / / //\ \ \ \ > / \ / , \ ' 03 GROUND COVER PLANTING PROVIDE 1" MIN MULCH UNDERNEATH ALL STEMS AND RUNNERS 2" MULCH THROUGHOUT PLANTING BED AND TAPERED TO NECK OF GROUNDCOVER PLANT FINISH GRADE HAND LOOSEN ROOT BALL TOPSOIL TRANSITION LAYER NATIVE SOIL, OR FILL SOIL SCALE: 1" = 1-0" CONTINUOUS OUTER ROW AT X FEET ON CENTER 2/3 X FEET SETBACK FROM EDGE OF PLANTING BED WITH TRIANGULAR SPACING INSIDE BED, TYP 69 AREA R/ ED — //AADJUSTMEN I "-' ED—ED ED ED ED ED ED ED ED- x- ED ED ED ED ED e e ED EDGE OF PLANTING BED OR PAVEMENT 2/3X PLANT SPACING TYP 04 PLANT SPACING X = RECOMMENDED SPACING (SEE LANDSCAPE DETAIL ON DRAWING) iED= ACTUAL PLANT LOCATIONS SCALE: 1" = 1'-0" HARDSCAPE EDGE MULCH TAPER ZONE MEET SPECIFIED DEPTH WITHIN 12" OF EDGE MULCH PREPARED PLANTING SOIL PREPARED SUBGRADE SUBGRADE NOTES: • SEE SOIL PREPARATION MATRIX FOR MATERIAL DEPTHS. . SEE SPECS FOR SOIL PREPARATION. PLANTING BED AT HARDSCAPE EDGE • HARDSCAPE EDGE LAWN, TYP. PREPARED PLANTING SOIL, TYP. PREPARED SUBGRADE, TYP. SUBGRADE, TYP. NOTES: 1. SEE SOIL PREPARATION MATRIX FOR MATERIAL DEPTHS. SEE SPECS FOR SOIL PREPARATION. LAWN AT HARDSCAPE EDGE SCALE: NTS 1 8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SWIFTCOMPANyLLc 3131 Western Ave., Suite M423, Seattle, WA 38122 TEL 206-632-2038 • FAX 206-632-2048 www.swiftcompany.com info@swiftcompany.cam © 2018 SWirt Company LLC - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. PRELIMINARY OT FOR CONSTRUCTION JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 6/3/19 FOR REFERENCE ONLY N A+ U ARCHITECTS+ URBAN DESIGNERS w /9- /36 Sheet Title PLANTING DETAILS Sheet L411 FS52)TFS52 Main Wednesday, May 29, 2019 10:08 AM File: BIM Server: WAU - BIM Server 19/17012 LENGTH AND NUMBER OF CELLS VARY, SEE PLANS CONC PAVING ABOVE, TYP 01 SOIL CELL PLAN SOIL CELLS SOIL CELL BRIDGE PER MANUFACTURER, TYP 4" DIA PVC INSPECTION RISER W/ REMOVABLE GRILL CAP EDGE OF PAVEMENT, ABOVE PROPOSED TREE FLEXIBLE POROUS PAVEMENT, OR MULCH, SEE PLANS SCALE: 1"= 1'-0" CIP PEDESTRIAN CONC PAVING FLEXIBLE POROUS PAVEMENT, OR MULCH, SEE PLANS CRUSHED AGGREGATE BASE PLANTING SOIL SOIL CELL BRIDGE PER MANUFACTURER, TYP SOIL CELLS 4" DIA PERFORATED DRAIN PIPE COMPACT SUBGRADE FLEXIBLE POROUS PAVEMENT, OR MULCH, SEE PLANS 4" DIA PVC INSPECTION RISER W/ REMOVABLE GRILL CAP 1-111-1 -- 11=111- I EEI I I=111-111 lu —1 11-111I-11 I1 -1 11=1 I I _ I 11=111=111-III= IIIIII-- II III= =11 e111=III-111- 111=111 111-_ IIIIII=1 I I 1 - 11 111 1—TI 11 I- I-� 11 1 111-11 111=1 11-111=- 11 I 11- 11=111=111= I 1=1 =I - II 1 1--1 1- 02 SOIL CELL LONGITUDINAL SECTION 1=111=111 LENGTH AND NUMBER OF CELLS VARY, SEE PLANS 1 1-1 1 1—I 1 I-1 —1 1 1—I 1 I —I 11 —1 I I III-1I1—III III III SCALE: 1" = 4" DIA PVC INSPECTION RISER W/ REMOVABLE GRILL CAP CIP PEDESTRIAN CONC PAVING CRUSHED AGGREGATE BASE PLANTING SOIL SOIL CELL BRIDGE PER MANUFACTURER, TYP SOIL CELLS 4" DIA PERFORATED DRAIN PIPE COMPACT SUBGRADE ;nc 6 jai el ..ate�Io.,� ..•.o e• a `d 61` ►V dime oaa► e„ r . "WC. it wi g Nawko eg, O.ioLa im �/�r I /�' -I�lill N, lill III III—� IIII I ( ‘ \ III-_�—_ \III III I LI 11-1� - -1-111 111 1�1 I1I 111-11 03 SOIL CELL CROSS SECTION 1-11I—III-III-1II 1I—I1I 1I I—I1 II —I III -- WIDTH AND NUMBER OF CELLS VARY, SEE PLANS SCALE: 1" = 1'-0" (9- 0/F0 1 8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SW I FTCOM PANYLLC 3131 western Ave., Suite M423, Seattle, WA 98121 TEL 206-632-2038 , FAX 206-632-2048 www.swiftcompany.com Info5swiftcompany.com 0 2018 Swift Company LLC • These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. PRELIMINARY OT FOR CONSTRUCTION JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 6/3/19 Sheet Title SOIL CELL DETAILS Sheet L412 FOR REFERENCE ONLY W E I N S T E I N A+ U ARCHITECTS + URBAN DESIGNERS \' RESIDENTIAL PROPERTY ,011 cavo 4iiii (E) CEDAR FENCE TO REPLACED AT W PROPERTY L LINE BE EST (1% RESIDENTIAL PROPERTY CO CO r—I (E) CEDAR FENCE AT NORTH PROPERTY LINE TO BE REMOVED EAST Of EXISTING GATE, RETAINED WEST OF GATE \t�� 0 If t►1{a / J 4,11 r-/ IF NNW\ 7' H GALV CHAIN LINK SECURITY FENCE 4 RESIDENTIAL PROPERTY I �� RESIDENTIAL':OPERTY BE(REMOV DATNORT `,��'._ PROPERTY LINE E) CEDAR FENCE TO 335'•61 I g®rlIIIIIIIIMIIIIIIIIIIIIEJ l�rt�•i'/��1��i��t�e�� .�0 :��Milk 771.11.1\1111/11111111%,A�.i�7 ,. �lliir A �1�J/trl��.� I�a1•�'J��..JL�.d�i..■ ■11■11■■■11■■■ INN RESIDENTIAL PROPERTY lommommsommommmpimmmisswAmm IMMENNIIIMIEINEMINEMININV ■ 1■ immmmmiumnimmmoloom iimmmmmiummmmwAwiemomr mmmmmumprimmoomFmNimmirr ■■■■11■11V ■1■■►■11■1111: a '1■iii1 ��I■�l11� Fr- 'H ARCHITECTURAL SCREEN 111111Wapirommommfiwoosuoria..fai J. r q 1 ova, 11-� 115 2 7'H ARCHITECTURAL SCREEN ON CIP CONCRETE RETAINING WALL 9,1. OFTU LA PROPER �/� s,�.:- ./ r.� BUILDING LAYOUT POINT NE PROP CORNER lirdP141411110 0o1111u1un2Ml♦:4 AIamuni■■■ailuNommiti��Ir� • 11111 ?> \. IM �,__11 MAINTA N (E) DRIVEWAY TO s�Ntittifirtell COWLITZ PROPERTY ►� �ii�l limo oII MONUMENT SIGN PROJECT WILL SEEK EASEMENT TO ALLOW SIGN IN SETBACK DUE TO LIMITED R.O.W. FRONTAGE *hinittniiissa 90 �a 10'-0118"SETBACK' ENE 411, ►NE ENTRY & EGRESS DRIVEWAY COWLITZ TRIBAL HEALTH SERVICES E) B-1 EASEMENT 8203030259 DRAINAGE MAINT. EASEMENT, SEE CIVIL " N88° .)19 ell I all& Mil II 111 VAatag `►.ir 1 Meg r /84 WILWAIry .,1.191111.11"141 fk FO U ND TAL HEA PROPERTlirY ?11641;141111F-- 1 8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Westem Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com 492019 Weinstein A+U -These documents have been prepared specifically forte above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. JUR/SD9CTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 6/3/19 N A+ U ARCHITECTS + URBAN DESIGNERS LLI 11 z ARCHITECTURAL FULL SITE PLAN SCALE: 1" =20' 0 10' 20' 40' Sheet Title ARCHITECTURAL FULL SITE PLAN Sheet A001 (mai O l9fld) S 3 RESIDENTIAL PROPERTY SINGLE-FAMILY RESIDENCE EXISTING CHAIN LINK FENCE (LOCATION APPROX) RESIDENTIAL PROPERTY 0 k NEW SECURITY FENCE TO REPLACE (E) CEDAR FENCE ENCLOSING SOUTH END OF YARD HT TO MATCH EXISTING CHAIN LINK FENCE 0-7„ ,�i,r' �.` � �.� _... — - � ...._ ��M��rEBL41;e��r�ftlilmmr�� iiiiiiiiiiiiiiii��r��i�r�_ rrrrrrrr� rr\N '0"4 • Cr, a �s • LOCKABLE ERSON-GATE IN FENCE 1 I IPC RETAINING WALL DEMO (E) CONC STAIRS EGRADE AND PLANT SEE CIVIL & LANDSCAPE � �_ ��O�� 83'-351: ��CIPRETA1Nl .WALL `'' �' �� / IrliwigLPAWCOA6 �� '%�OVERALLBUIH G ��'7�� -�I 1 �. .. �� rim.- �.a 5 !✓� , k�t ", l�r i4a^kv�s* s;;t 5.drv+rv".-•`z•�.+,t J4 ' � kx"t.•, FStC , j<"�T',' vvY . !� rmz=: a r3z k+ L ,t 1 `f 11.111111111111 11111 10x30 LOADING SPACE 11.111111Mil- / •` • PAVE:: FLUSH CONCRETE•• � �„■��„ IGHTED FLAG POLE,■r ` ®/ `•� � ■■-=MIMI ONC PLINTH ■ FRONT APRON ■■-�-■■� ■■ter �R■ OOFOVERHANGABV--■■-■■_�- \\ VAA1I1111// i ha Ei• ••■■M■■- 111.-11111111.1111111� \\\\\IIIII OST-MTD FDC 1111111.111111 SEE 1/ A101 N & 11 A20N �r 19'-0 SHORING WALL FACED W/ SHOTCRETE FIREFIGHTER PARKING (2) RETAINING WALL CIPC REAR APRON PTD STL F XED OL ROOF OVERHANG ABV► SEE 1/ A101N & 11 A201N SEE 1/A101S & 1/A201S FIRE HYDRA ON CONC PAD (CITY OF TUKWILA PROPERTY 2'-0 3/:" 11111111 1111111 ME rill ANOPYABV EMI ill ,�t. LA •� 5 Imo .� _I ! UTILITYENCLOSUR 1 iuuui11 11110 SCREEN W/ ELEC SECURITY GATE mire CANOPYABV LINE OF DECKABV / FIREFIGHTER PARKING (14) 96'-3 5/8" OVERALL TRASH BATCH BASIN PER CIVIL, TY SEE 11 A101 S & 11 A20't$/• LIGHTED BENCH, .SEE LANDSCAPE VISITING APPARATUS URN AROUND PTD GALV STL ASSEMBLY - •. FOR MTG ELEC GATE + ' - SECURITY KEYPAD. , COORD W/ ELEC VISITOR & ADMIN PARKING (14 + 1 ACCESSIBLE ROLLED CURB SEE LANDSCAPE' GUARDRAIL _--SEE LANDSCAPE OLE-MTD PIGHT FIXT EE ELEC / ///%l I I I1 ��/atl 11VAAvv BELOW GROUND DETENTION VAULT, SEE CIVIL 00 19 98 EMORIAL GARDEN 111111110110s" i rn� _ 93 iniamiti witrammiraimirdiiiiisil/ ...7__ 92 J a- 1 � -� 90_ _ ......._ 89___ 88 - 10- 016 ii /// / /— PEDESTRIAN CONNECT ON TO CITY HALL PROPERTY 9,-0„ 9'-0" 9'-0" GENERATOR 0 HOUSEKEEPING SLAB �P�&'- POLE LIGHT, TYP RMER VEQ rS 47frAllr • `bh ....••►----� SOUND MENTAL HEALTH PROPERTY \ \ t 1 8/2/19 Permit Revision Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Westem Ave Seattle, WA 98121 206 443 8606 206 443 1218 www.weinsteinau.coln © 2019 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. JURISDICTIONAL APPROVAL STAi -P Issue Date PHASE 1 PERMIT 6/3/19 Sheet Title ENLARGED ARCHITECTURAL SITE ENLARGED ARCHITECTURAL SITE PLAN SCALE: 3/32" = 1'-0" 16' 24' R) 19 oa Sheet AOb`2 LU 3 ABBREVIATIONS GRAPHIC SYMBOLS PROJECT DATA DIRECTORY DRAWING INDEX 0 AB ABE ABV ACT ACW AD ADJ AFF AHJ AHU ALT ALUM/AL AP APPD APPROX ARCH ASF AVG BAL BD BE BEL BEY BLDG BLK BM BO BOT BRK MTL BTWN C to C CAB CAP CG CHT CIP CJ CL CLG CLKG CLO CLR CMU COL CONC COND CONN CONST CONT CONTR CORR CPT CT CTR CUST CWP D DE DEPT DETIDTL DF DIA DIAG DICA DIM DIR DIV DN DP DO DOM DR DS DW DWG (E) E EA EL ELEV ELEC EMER EMR EQ EQJ EQPT EPL EST EW EXC EXH EXIST EXP EXPAN EXT AT DIAMETER OR ROUND POUND OR NUMBER ANCHOR BOLT AVERAGE BUILDING ELEVATION ABOVE ACOUSTIC TILE ALUMINUM -CLAD WOOD AREA DRAIN ADJUSTABLE, ADJACENT ABOVE FINISH FLOOR AUTHORITY HAVING JURISDICTION AIR HANDLING UNIT ALTERNATE ALUMINUM ACCESS PANEL APPROVED APPROXIMATE ARCHITECTURAL ABOVE SUBFLOOR AVERAGE BALANCING BOARD BATH FAN EXHAUST BELOW BEYOND BUILDING BLOCK, BLOCKING BENCH MARK BOTTOM OF BOTTOM BRAKE METAL BETWEEN CENTER TO CENTER CABINET CAPACITY CORNER GUARD BABY CHANGING TABLE CAST -IN -PLACE CONTROL JOINT CENTERLINE CEILING CAULKING CLOSET CLEAR CONCRETE MASONRY UNIT COLUMN CONCRETE CONDITION CONNECTION CONSTRUCTION CONTINUOUS CONTRACTOR CORRIDOR/CORRUGATED CARPET CERAMIC TILE CENTER CUSTOM CLEAR WALL PANEL DEEP (DIM)/DRYER DRYER EXHAUST DEPARTMENT DETAIL DRINKING FOUNTAIN DIAMETER DIAGONAL DRILLED -IN CONC ANCHOR DIMENSION DIRECTION DIVISION DOWN DAMPROOFING DITTO DOMESTIC DOOR DOWNSPOUT (EXTERIOR) DISHWASHER DRAWING EXISTING EAST EACH ELEVATION ELEVATOR ELECTRICAL EMERGENCY ELEVATOR MACHINE ROOM EQUAL EARTHQUAKE JOINT EQUIPMENT EMERGENCY PATHWAY LIGHTING ESTIMATE; ESTIMATED EACH WAY EXCAVATED EXHAUST EXISTING EXPOSED EXPANSION EXTERIOR FAB FABRICATED FB FLUSH BEAM FC FIBER CEMENT COMPOSITE FD FLOOR DRAIN FE FIRE EXTINGUISHER FF FINISH FLOOR/ FACTORY FINISHED FG FINISH GRADE FP FACTORY PRIME PAINTED FS FEDERAL SPECIFICATION FEC FE CABINET FIN FINISH(ED) FLASH FLASHING FLEX FLEXIBLE FLR FLOOR FOC FACE OF CONCRETE FOF FACE OF FINISH FDIC FURNISHED BY OWNER, INSTALLED BY CONTRACTOR F010 FURNISHED BY OWNER, INSTALLED BY OWNER FOM FACE OF MASONRY FOS FACE OF STUD GENERAL NOTES FP FPHB FRM FRP FRDT FRZR FS FSD FT FTG GA GAL GALV GEN GFI GFRC GL GND GOVT GR GSM GWB GYP HB HC HD HDR HDWD HWVP HDWR HE HM HOL HOR/ HORIZ HP HR HT HWH BC D N NCL NCR NSUL NT NTM NTUM NV JST JT L LAM LAV LE LH LIN LOCN LP LT LTG LVL MATL MAX MC MDF MECH MEMB MFR MIN MISC MLDG MO MOT MTD MET/MTL N (N) NAT NEG NIC NO or# NOM NTS OA OC OD OFD OH OHW OPNG OPP OVHD OWSJ OZ (P) P PAR PART PC PERF PERP PKG PL PLAM PLYWD/ PLY PNL PNT POL PPL PR PREFAB PRELIM PROJ PROP PROX FIREPROOF FROST PROOF HOSE BIB FRAMING FIBERGLASS REINFORCED PANEL FIRE RETARDANT FREEZER FULL SIZE FIRE SEPARATION DISTANCE FOOT OR FEET FOOTING GAUGE GALLON GALVANIZED GENERAL GROUND FAULT INTERRUPTER GLASS FIBER REINFORCED CONCRETE GLASS GROUND GOVERNMENT GRADE GALVANIZED SHEET METAL GYPSUM WALL BOARD GYPSUM HOSE BIB HANDICAP/HOLLOW CORE HEAD/HEAVY DUTY HEADER HARDWOOD HARDWOOD VENEER PLYWOOD HARDWARE HOOD FAN EXHAUST HOLLOW METAL HOLLOW HORIZONTAL HIGH POINT HOUR HEIGHT HOT WATER HEATER NTERNATIONAL BUILDING CODE NSIDE DIAMETER NCHES NCLUDE (D) (ING) NCREASE NSULATION NTERIOR NTERMEDIATE NTUMESCENT NVERT JOIST JOINT LONG/LENGTH LAMINATE LAVATORY LAUNDRY FAN EXHAUST LEFT HAND LINEAR/LINEAL LOCATION LOW POINT LIGHT LIGHTING LEVEL MATERIAL MAXIMUM MEDICINE CABINET MEDIUM DENSITY FIBERBOARD MECHANICAL MEMBRANE MANUFACTURER MINIMUM MISCELLANEOUS MOLDING MASONRY OPENING MOTORIZED MOUNTED METAL NORTH NEW NATURAL FINISH NEGATIVE NOT IN CONTRACT NUMBER NOMINAL NOT TO SCALE OVERALL ON CENTER OUTSIDE DIAMETER OVERFLOW DRAIN OPPOSITE HAND/OVERHEAD ORDINARY HIGH WATER OPENING OPPOSITE OVERHEAD OPEN -WEB STEEL JOIST OUNCE PROPOSED FIELD PAINTED (NOT FACTORY FINISHED) PARALLEL PARTITION PRECAST PERFORATED PERPENDICULAR PARKING PLATE/PROPERTY LINE/PLASTIC PLASTIC LAMINATE PLYWOOD PANEL PAINT(ED) POLISH/POLISHED POLISHED PLATE PAIR PREFABRICATE(D) PRELIMINARY PROJECT/PROJECTION PROPERTY PROXIMITY PSI PT PTD PTN QTR QTY R RB RD REC REF REFR REINF REQD RET REV RF RFG RH RIGID RL RM RND R/O RO ROW RUB RWL S SALV SAM SBC SC SCHED SCW SD SECT SF SH SHT SHTG SID SIM SL SLNT SPEC SPRT 5Q SST STC STD STIFF STL STOR STFNT STRUCT SUB SUSP SYM SYS T T&G TSTAT TC TD TEL TEMP THK THRU TO TOC TOIL TOP TOSF TOW TP TRANSL TRTD TV TWP TYP POUNDS PER SQUARE INCH POINT/POINT OF TANGENCY PRESSURE TREATED FIELD PAINTED (NOT FACTORY FINISHED) PARTITION QUARTER QUANTITY RISER/RADIUS/RESISTANCE RUBBER BASE ROOF DRAIN RECEIVE REFERENCE REFRIGERATOR REINFORCED REQUIRED RETURN REVERSE/REVISED/REVISION ROOF ROOFING RIGHT HAND RIGID INSULATION RAIN LEADER (INTERIOR) ROOM ROUND RANGE/OVEN ROUGH OPENING RIGHT-OF-WAY RUBBER RAINWATER LEADER (INDOORS) SOUTH SALVAGE (D) SELF-ADHESIVE MEMBRANE IBC w/ SEATTLE AMENDMENTS SOLID CORE SCHEDULE SOLID CORE WOOD SMOKE DETECTOR SECTION SQUARE FEET/STOREFRONT SHELF SHEET SHEATHING SIDING SIMILAR SLOPE SEALANT SPECIFICATIONS SPORT FLOORING (RUBBER) SQUARE STAINLESS STEEL SOUND TRANSMISSION CLASS STANDARD/STUD STIFFENER STEEL STORAGE STOREFRONT STRUCTURAL SUBSTITUTE SUSPENDED SYMMETRICAL SYSTEM TOP/TREAD/TOILET/TEMPERED TONGUE&GROOVE THERMOSTAT TOP OF CURB TRENCH DRAIN TELEPHONE TEMPORARY/TEMPERATURE/ TEMPERED THICK(NESS) THROUGH TOP OF TOP OF CONCRETE TOP OF CURB TOILET TOPPING/TOP OF PLATE TOP OF PARAPET TOP OF SUBFLOOR TOP OF WALL TOP OF PAVEMENT TRANSLUCENT TREATED TELEVISION TRANSLUCENT WALL PANEL TYPICAL UL UNDERWRITERS LABORATORY UNFIN UNFINISHED UNOIUON UNLESS NOTED OTHERWISE VAP VAR VB VCT VENT VERT VEST VFY VIF VG VOC VOL VS VTR W W/ WIO WAIN WC WD WDW WSEC WGL WH WIND WP WR WRB WS WT WWM YD VAPOR BARRIER VARIESNARIABLE VINYL BASE VINYL COMPOSITION TILE VENTILATION VERTICAL VESTIBULE VERIFY VERIFY IN FIELD VERTICAL GRAIN VOLATILE ORGANIC COMPOUNDS VOLUME VINYL SHEET/SHEET VINYL VENT THROUGH ROOF WEST/WIDE/WASHER WITH WITHOUT WAINSCOT WATER CLOSET WOOD WINDOW WASH. STATE ENERGY CODE WIRE GLASS WALL HUNG WINDOW WATERPROOF(ING) MEMBRANE WATER REPELLENT WEATHER RESISTANT BARRIER WEATHERSTRIP WEIGHT WELDED WIRE MESH YARD DRAIN A 1 I A -( $13 etratatallallaSSIMMIS-21 DETAIL INDICATOR DETAIL NUMBER SHEET NUMBER ELEVATION INDICATOR DETAIL NUMBER SHEET NUMBER ENLARGED ELEVATION INDICATOR DETAIL NUMBER SHEET NUMBER INTERIOR ELEVATION INDICATOR DETAIL NUMBER SHEET NUMBER ELEVATION BUILDING SECTION INDICATOR DETAIL NUMBER SHEET NUMBER WALL SECTION INDICATOR DETAIL NUMBER SHEET NUMBER EXTERIORITHERMAL ASSEMBLY INDICATOR PARTITION TYPE INDICATOR FLOOR ASSEMBLY INDICATOR WINDOW INDICATOR DOOR INDICATOR LAYOUT GRID GRID LINE PROPERTY LINE OVERHEAD LINE CENTERUNE 1-HR FIRE RATED INTERIOR AIR BARRIER AIR BARRIER CONCRETE BRICK GWB RIGID INSULATION FIBER INSULATION SEMI -RIGID INSULATION ALL WORK SHALL BE IN COMPLIANCE WITH THE REQUIREMENTS OF THE 2015 INTERNATIONAL BUILDING CODE (IBC), 2015 WA STATE ENERGY CODE, 2015 INTERNATIONAL FIRE CODE, AND ALL OTHER APPLICABLE CODES 2. CONTRACTOR SHALL FIELD CHECK ALL DIMENSIONS AND VERIFY LOCATION OF WORK WITH THE ARCHITECTS. NO SCALE MEASUREMENTS SHALL BE USED AS DIMENSIONS FOR WORK. LARGER SCALED DETAILS AND DRAWINGS SHALL TAKE PRECEDENCE OVER SMALLER. NOTIFY THE ARCHITECT WHENEVER DIMENSION DISCREPANCIES ARISE. 3. 4. 5. CONTRACTOR IS SOLELYAND COMPLETELY RESPONSIBLE FOR CONDITION OF THE JOB SITE, INCLUDING SAFETY, PROTECTION OF THE PROPERTY, AND THE LIKE DURING PERFORMANCE OF THE WORK. CONTRACTOR SHALL PROVIDED METHODS, MEANS, AND FACILITIES REQUIRED TO PREVENT CONTAMINATION OF SOIL, WATER OR ATMOSPHERE. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE WITH THE OWNERS WORK AND/OR SUPPLIED ITEMS THAT ARE FURNISHED BY OWNER AND INSTALLED BY CONTRACTS OR ARE NOT IN CONTRACT, BUT ARE ATTACHED TO THE CONTRACTOR'S WORK. 6. BUILDING IS TO BE FULLY SPRINKLERED. 7. ALL FURRED WALLS SHALL HAVE VERTICAL AND LATERAL DRAFTSTOPS PER IBC. 8. GRADING MUST BE STABILIZED BY OCTOBER 31. NO EXCAVATION TO BE PERFORMED BETWEEN OCTOBER 31 ANDAPRIL 1 WITHOUT AN APPROVED DRY SEASON GRADING EXTENSION LETTER FROM THE DEPARTMENT OF COMMUNITY DEVELOPMENT. 9. DESTINATION OF EXCAVATION SOILS TO BE DETERMINED. THE DEPARTMENT OF COMMUNITY DEVELOPMENT WILL BE NOTIFIED OF DISPOSAL SITE AFTER CONFIRMATION BY EARTHWORK SUBCONTRACTOR. 10. DRAWINGS ISSUED FOR CONSTRUCTION PRIOR TO FINAL PERMITTING APPROVAL ARE SUBJECT TO REVISIONS. VERIFY CONSTRUCTION DOCUMENTS CONFORM TO PERMIT DRAWINGS BEFORE PROCEEDING WITH WORK. NOTIFYARCHITECT WHENEVER DISCREPANCIES ARISE. 11. SEPARATE PERMITS ARE REQUIRED FOR PLUMBING, ELECTRICAL, MECHANICAL AND SIGNAGE WORK. 12. DIMENSIONS ARE TO: FACE OF MASONRY (FOM), FACE OF CONCRETE (FOC), OR FACE OR STUD (FOS) UNLESS NOTED OTHERWISE (UNO) DIMENSIONS INDICATED AS CLEAR (CLR) OR FINISH (FIN) ARE TO FINISH FACE. 13. THE UNDERSIGNED HAS PROVIDED BUILDING ENCLOSURE DOCUMENTS THAT IN MY PROFESSIONAL JUDGEMENT ARE APPROPRIATE TO SATISFY THE REQUIREMENTS OF RCW 64.55.005 THROUGH 64.55.090. PROJECT LOCATION 15447 65TH AVE S TUKWILA, WA98188 LEGAL DESCRIPTION: LOT 17 OF THE INTERURBAN ADDITION TO SEATTLE, ACCORDING TO PLAT RECORDED IN VOLUME 10 OF PLATS AT PAGE(S) 55, IN KING COUNTY, WASHINGTON; EXCEPT THAT PORTION LYING NORTH OFA LINE DESCRIBED AS FOLLOWS: BEGINNING ATA POINT ON THE WEST LINE 210 FEET NORTH FROM THE SOUTHWEST CORNER; THENCE NORTH 89°47' EAST 630 FEET, MORE OR LESS, TO THE INTERSECTION OF THE WEST LINE OF 65TH AVENUE SOUTH; AND EXCEPT THAT PORTION THEREOF CONVEYED TO THE CITY OF TUKWILA BY DEED RECORDED UNDER RECORDING NO. 7108120423; AND EXCEPT THAT PORTION LYING WITHIN M.W. ADDITION, ACCORDING TO THE PLAT RECORDED IN VOLUME 53 OF PLATS AT PAGE 48, IN KING COUNTY, WASHINGTON; AND EXCEPT THAT PORTION OF SAID LOT 17 DESCRIBED AS FOLLOWS: COMMENCING AT POINT ON THE CENTERLINE OF RENTON-THREE TREE POINT ROAD NO. 2649AND THE WEST LINE OF SAID SECTION 23, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, SAID POINT BEING ENGINEER'S STATION 135+29.92 FROM WHICH THE SOUTHWEST CORNER OF SAID SECTION 23 BEARS SOUTH 0°11'42" EAST, 2044.06 FEET; THENCE SOUTH 84°51'48" EAST 1647.24 FEET; THENCE ON ACURVE TO THE RIGHT HAVING A RADIUS OF 955.37 FEET, 360 FEET; THENCE SOUTH 63°15'48" EAST 359.18 FEET; THENCE ONACURVE TO THE LEFT HAVINGA RADIUS OF 5729.65 FEET, 370 FEET; THENCE SOUTH 66°57'48" EAST 1162.53 FEET; THENCE ON A CURVE TO THE LEFT HAVINGA RADIUS OF 716.34 FEET, 442.40 FEET; THENCE NORTH 77°38'42" EAST, 201.68 FEET; THENCE LEAVING SAID CENTERLINE OF SAID ROAD AND RUNNING NORTH 00°14'00" EAST, 272.03 FEET; THENCE SOUTH 00°14'00" WEST, 87.94 FEET, MORE OR LESS, TO THE NORTHWESTERLY MARGIN OF VACATED MACADAM ROAD (ALSO KNOWN AS JAMES CLARK ROAD NO. 2); THENCE SOUTH 49°0'00" WEST ALONG SAID NORTHWESTERLY MARGIN 106.38 FEET; THENCE NORTH 00°14'00" EAST, 312.55 FEET, MORE OR LESS, TO THE SOUTH LINE OF LOT 17 IN SAID INTERURBAN ADDITION AND THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 00°14'00" EAST, 150 FEET; THENCE SOUTH 88°24'47" EAST PARALLEL WITH THE NORTHERLY LINE OF SAID LOT 17,170 FEET, MORE OR LESS, TO THE SOUTHWESTERLY MARGIN OF 65TH AVENUE SOUTH; THENCE SOUTHEASTERLY ALONG SAID MARGIN TO THE SOUTHEAST CORNER OF SAID LOT 17; THENCE NORTH 89°09'00" WEST ALONG THE SOUTH LINE OF LOT 17 TO THE TRUE POINT OF BEGINNING. KING COUNTY ZONING OFFICE PROJECT# 18.0037 PROJECT DESCRIPTION REDEVELOPMENT OF EXISTING SITE IN ANTICIPATION OF THE CONSTRUCTION OF ANEW HQ FIRE STATION. CURRENT WORK INCLUDES SHORING WALLS, RETAINING WALLS, AND AN UNDERGROUND STORMWATER DETENTION TANK. GRADING AND DRAINAGE TO BE REVIEWED UNDERASEPARATE PUBLIC WORKS PERMIT. BUILDING WILL BE SUBMITTED FOR REVIEW AT A LATER DATE. RENDERING OWNER City of Tukwila Public Works Department 6200 Soulhcenter Blvd, Suite 100 Tukwila, WA98188 Rachel Bianchi T: 206 454 7566 E: Rachel.Bianchi@TukwilaWA.gov OWNER'S REPRESENTATIVE Shiels Obletz Johnsen (SOJ) 800 5th Ave, Suite 4130 Seattle, WA98104 Justine IOm & Julie DeDonalo T: 206 409-8086 E: jd@ancoraprojects.com ARCHITECT WeinsteinA+U 2200 Western Ave, Suite 301 Seattle, WA 98121 Emma Nowinski & Lauren Rock T: 206 443-8606 E: emman@weinsteinau.com CIVIL ENGINEER LPD Engineering 1932 First Ave, Suite 201 Seattle, WA 98101 Marc Servizi T: 206 725-1211 E: mares@Ipdengineering.com LANDSCAPE ARCHITECT Swift Company, LLC 3131 Western Ave, M423 Seattle, WA98121 Shawn Stankewich T: 206 632 2038 E: shawn@swiftcompany.com STRUCTURAL ENGINEER Swenson Say Faget 2124 Third Ave, Suite 100 Seattle, WA98121 Dan Morrow T: 206 443 06212 E: dmorrow@ssfengineers.com MECHANICAL ENGINEER The Greenbusch Group, Inc. 1900 W Nickerson St, Suite 201 Seattle, WA98119 John Greenlaw T: 206 378-0569 E: johng@greenbusch.com ELECTRICAL ENGINEER TFWB Engineers, Inc. 1200 Westlake N, Suite 509 Seattle, WA98109 Kevin Wartelle T: 206 285-7228 E: kevin@tf-wb.com FIRE STATION SPECIALIST ARCHITECT TCAArchitecture 6211 Roosevelt Way NE Seattle, WA98115 Brian Harris T: 206 522-3830 E: brian@Ica-inc.com GENERAL G001 COVER SHEET G002 SIGNATURE SHEET SURVEY CIVIL C0.1 COVER SHEET C1.0 TESC & DEMOLITION PLAN - FOR REFERENCE ONLY C1.1 TESC AND DEMOLITION PLAN - FOR REFERENCE ONLY C1.2 TESC AND DEMOLITION DETAILS- FOR REFERENCE ONLY C1.3 TESC AND DEMOLITION NOTES - FOR REFERENCE ONLY C2.0 GRADING AND DRAINAGE PLAN - FOR REFERENCE ONLY C2.1 GRADING AND DRAINAGE PLAN - FOR REFERENCE ONLY C2.2 DRIVEWAY PROFILE - FOR REFERENCE ONLY C2.3 STORM PROFILE - FOR REFERENCE ONLY C2.4 SECTIONS - FOR REFERENCE ONLY C2.5 SECTIONS - FOR REFERENCE ONLY C2.6 SECTIONS - FOR REFERENCE ONLY C2.7 SECTIONS - FOR REFERENCE ONLY C2.8 GRADING AND DRAINAGE NOTES & DETAILS - FOR REFERENCE ONLY C2.9 GRADING AND DRAINAGE DETAILS - FOR REFERENCE ONLY C2.10 GRADING AND DRAINAGE DETAILS - FOR REFERENCE ONLY C2.11 GRADING AND DRAINAGE DETAILS- FOR REFERENCE ONLY C2.12 MSE WALLS DETAILS & NOTES C2.13 MSE WALLS DETAILS & NOTES C3.0 PAVING AND HORIZONTAL CONTROL PLAN - FOR REFERENCE ONLY C3.1 PAVING AND HORIZONTAL CONTROL PLAN - FOR REFERENCE ONLY C3.2 PAVING AND HORIZONTAL CONTROL NOTES AND DETAILS - FOR REFERENCE ONLY C3.3 PAVING AND HORIZONTAL CONTROL NOTES AND DETAILS - FOR REFERENCE ONLY C3.4 PAVING AND HORIZONTAL CONTROL DETAILS - FOR REFERENCE ONLY C4.0 SEWER AND WATER PLAN - FOR REFERENCE ONLY C4.1 SEWER AND WATER PLAN - FOR REFERENCE ONLY C4.2 SEWER PROFILE - FOR REFERENCE ONLY C4.3 WATER DETAILS - FOR REFERENCE ONLY C4.4 WATER NOTES AND DETAILS - FOR REFERENCE ONLY C4.5 WATER NOTES AND DETAILS - FOR REFERENCE ONLY SHORING & DETENTION VAULT SH101 SHORING GENERAL STRUCTURAL NOTES SH012 STATEMENT OF SPECIAL INSPECTIONS SH2O1 SHORING PLAN SH301 SHORING ELEVATIONS AND DETAILS SV101 GENERAL STRUCTURAL NOTES & STATEMENT OF SPECIAL INSPECTIONS SV201 DETENTION VAULT PLANS SV301 VAULT DETAILS LANDSCAPE FOR REFERENCE ONLY L001 SITE OVERVIEW PLAN L010 TREE PROTECTION PLAN L101 SITE MATERIALS AND LAYOUT PLAN L111 SITE MATERIALS AND LAYOUT ENLARGEMENT PLAN L201 L211 L212 L213 SITE SECTIONS SITE DETAILS SITE DETAILS SITE DETAILS L401 PLANTING PLAN L421 PLANTING DETAILS ARCHITECTURAL - FOR REFERENCE ONLY A001 ARCHITECTURAL FULL SITE PLAN A002 ENLARGED ARCHITECTURAL SITE PLAN SEPARATE UIFOR: rvf, Mechanical d Electrical (� Plumbing Gas Piping City of Tukwila BUILDING DIVISION REVISIONS No c' °noes s' ail be 'na°e to the scope or workwltnout p. J' approval of;ne Tukwila Building D v,sion NOTE: Revisions will require a new plan submittal and may include additional plan review. VICINITY MAP sN 11 V 01.D Permit No.. Plan review approval is subject to errors ana omissions Approval of construction aocuments does Tot authorize the violation of any adopted code or ordinance Receipt of approve° Feld Copy and mons is 3afingwtedgeo: By Date Cay of Tukwila BUILDING DIVISION These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. _ Date: / By: 6/2.GA9 E-Roilorl Cot317t SCTE UTtt_t ,( $Eyto)/ RoVuGH GO'Abt0G/ 4 Re{,MgtoG tt- u.. RECEIVED JUN 05 2019 TUKWILA PUBLIC WORKS RECE1VEO CITY OP TUKWILA JUN 04 2019 PERMIT CENTER bLCt%OI8b 111, c) © M co C LIIL w a. • W 0 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA98121 206 443 8606 206 443 1218 www.weinsteinau.com 02019 Weinstein MU -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. JURISGCTIOR,IL APFROIAL-31;v1t1? Issue Date Sheet Title Sheet PHASE 1 PERMIT 6/3119 COVER SHEET G001 ARCHITECTS + URBAN DESIGNERS W 1- trt z STRUCTURAL ENGINEER: SWENSON SAY FAGET RECEIVED CITY OF TUKWILA JUN 04 2019 PERMIT CENTER o Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Westem Ave Seattle, WA98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A*U - These documents have been prepared specifically for the above named project, They are not suitable for use on other projects or In other locations without the approval and participation of the Architect. REV EWED FOR CODE COMPLIANCE APPROVED JUL 17 2019 City of Tukwila DIVISION JUr^.iSDICTIO AL APPROVAL SIPSR Issue PHASE 1 PERMIT Date 6/3/19 Sheet Title SIGNATURE SHEET ARCHITECTS + URBAN DESIGNERS Sheet G002 \C3D\2017 Vol 7259\SURVEYING\DWG\ISSUE\2017259.01 \2019-03-05\XS—SUR-01.DWG 22"x34" 3/7/2019 O ABAN/RET B100 ER [xxx>I EASEMENT DETAIL LEGEND ABANDONED/RETIRED ASPHALT (ASPH) BOLLARD BRICK SURFACE BUILDING UNE BUILDING CORNER BIKE RACK CANOPY L i (0) CATCH BASIN (co) cW/9W C cc/o W X� aOW CS/WS 00 DEC CMP DOT DWy ECD ED ENH OOi DA FOMH FFE GET GM 3- 0 0 GP SD o 0 coI " IV E ❑ n o-a LSCAPE/PA 00 141 04/OiT OHG/0HR P.S. (P) PE 0s PS/PSS PS0 01) RE SF -CB SCL/CU4H SO CO s1M/V SSS TC/SL TCHD ID TV RAH TS 10 E TOP 0 UP e14 vo WE � L ASH ASH SIR CH CEO CT COT FIR HAW HEM HOL JUN MAD MAC MUL OAK PINE SPR WAL B-1 EAST PORTION ESMT REC. N0. 0203030259 'RE ; 20303,0259E PCL 000320-0003 17 j CONCRETE SURFACE CONCRETE/BRICK RAW CONCRETE/WOOD RETAINING WALL CONCRETE/EXTRUDED CURB CONCRETE/IRON PIPE CHAIN UNK FENCE (CLF) CABLE TV COLUMN CENTERUNE/MONUMENT UNE 00000E1E/W00D STAIRS H/C PARKING SPACE CONIFEROUS TREE DECIDUOUS TREE CORRUGATED METAL PIPE CENTER OF CHANNEL DOLPHIN DEPT. OF INFO. TECHNOLOGY DRIVEWAY ELECTRICAL CONDUIT ELECTRICAL DUCT ELECTRICAL HANOHOf ELECTRICAL MANHCLE ELECTRICAL METER ELECTRICAL VAULT/TRANSFORMER FOUND SURVEY MONUMENT (AS NO110) FIRE HYDRANT FIRE DEPT. CONNECTION (FOC) FIBER OPTICS FIBER OPTIC MANHOLE FINISH ROOK ELEVATION GRADE BREAK CAS MAIN GAS METER GAS VALVE GAS VAULT GUY ANCHOR HANDRAIL GUY POLE STRAIN POLE IRRIGATION CONTROL BOX IRRIGATION VALVE IRON FENCE CAW) INVERT ELEVATOR UWE POLE (METAL) UGiT POLE WIND) LIGHT POE (FIBERGLASS/GONG) STRAIN POLE W/ 00HT UGHT POE (DECORATIVE) LANDSCAPE/PLANTER MANHOLE MAILBOX (FEDERAL/PRIVATE) MONITOR W1L OVERHEAD POWER/1ETEPHONE OVERHEAD GUYWARE/BUS (TROLLEY) PARKING SPAOE(S) PILING PROPERTY UNE (PL) PAINTED UTILITY LOCATION PIPE FLOW DIRECTION POLYETHYLENE PARKING PAY STATION POST INDICATOR VALVE COMBINED/SANITARY SEWER STORM DRAIN PRIVATE CATCH BASIN PEDESTRIAN PUSH BUTTON (PPS) PEDESTRIAN SIGNAL/PEDESTAL RECORD DATA GRAVEL SURFACE ROCKERY ROOF ATION 510440 FILTER CB BY CONTEN (PIPES NOT NOBLE OR MEASURED) SEATTE CITY LIGHT HANDHOLE SERVICE DRAIN (STORM) CLEANOUT STEAM UNE/VAULT SANITARY SIDE SEWER (RECORD) SIGN/STREET NAME SIGN TEST PIT/SOIL BORING TRAFFIC CONTROL/STREET LIGHT HANOHOLE TRAFFIC CONTROL CABINET (1RSCC) TRENCH DRAM TEMPORARY BENCHMARK (IBM) TELEPHONE CONDUIT (BURIED) TELEPHONE DUCT TELEPHONE VAULT TELEPHONE MANHOLE TELEPHONE SENTRY TRAFFIC FLOW DIRECTION TRAFFIC SIGNAL TRAFFIC SIGNAL CONDUIT (BURIED) TRANSFORMER ON POLE TOE OF SLOPE TOP Cf BANK UTILITY POLE (WOOD) WATER VAULT WATER MAN WATER METER WATER VALVE WATER BLOWOFF VALVE WATER GATE VALVE/CHAMBER VACATION/CONDEMNATION ORDINANCE WANE ELEVATCN WOOD FENCE (WO WETLAND FUG OIL FILL CAP YARD UDHT ALDER TREE ASH TREE BIRCH TREE CHERRY TREE CEDAR TREE CHESTNUT TREE COTTONWOOD TREE FR TREE HAWTHORN TREE HEMLOCK TREE HOLLY TREE JUNIPER TREE MADRONA TREE MAGNOLIA TREE MULBERRY BUSH OAK TREE PINE TREE SPRUCE TREE WALNUT TREE 00032th-,-, • 4 WF IS 0.4' S&1.2'E OF PROP COR p �x 6'CLF .143.76 8 "3 1 > 2.0' z5 x142 rn O Q 0 O� Ulq Woz U h 0) 0 U WF IS 0.7'W OF PROP COR 40 x 136.63 134.25 134.25 66 yio, .r1f OWNER: CITY OF TUKWILA 359700-0282 6200 SOUTHCENTER BLVD 1 ® VICINITY MAP N SCALE OWNER: MICHAEL HILL 499750-0040 15325 64TH AVE S 132.95x V3341 132. x 132.08 SITE NOTES .132.73 SSMH RIM=126.10 132.70 8"CP(E) BOTTOM=120.65 3 .132 .09 128 05 ROOF PEAK EL:143.75 SITE ADDRESS: 15447 65111 AVENUE S. TUKWILA, WA TAX ACCOUNT NO.: 359700-0320 ZONING: 0 .130.57 RBA ENC O'8.86 Bo 107.43 ROCKERY ZONING AGENCY: CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 SOUTH CENTER BOULEVARD TUKWILA, WA 98188 (206) 431-3670 FAX (206) 431-3665 SE 1/4 SECTION 23, TOWNSHIP 23N, RANGE 4E, W.M. OWNER: JOHN RICHARDS M W • PpO� A6 50-0025 15320 499764TH AVE S VO1-• 53 125.65 x 124.43 S(,DMH(R),, P00, ALONG PL • CB TYPE 1 RIM=99.98 OWNER: CITY OF TUKWILA IlE=97. 8 12"PE(W) 000320-0005 IE=928 CONC(E) 6300 SOUTHCENTER BLVD IE=97BO OM=95.88 BOTTOM=95.88 .123.28 HOUSE ' 123.84 • 126.76 ROOF PEAK EL•145.52 0/ I 124.13 24.31 CB TYPE 1 RIM=110.52 IE=107.53 12"PE(W,E),12"PVC N LOT 5 BOTTOM=10 .122.52 WF MEANDERS REBAR a2 ps?N URE SETBACKS: CURRENT StI0ACK REQUIREMENTS SUBJECT TO SITE PLAN REVIEW. CURRENT SETBACKS MAY DIH-LN FROM THOSE IN EFFECT DURING DESIGN/CONSTRUCTION OF EXISTING IMPROVEMENTS. THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY BY THE GOVERNING JURISDICTION INDICATES THAT STRUCTURES ON THIS PROPERTY COMPUED WITH MINIMUM SETBACK AND HEIGHT REQUIREMENTS FOLLOWING CONSTRUCTION. FLOOD ZONE THIS SITE APPEARS ON NATIONAL FLOOD INSURANCE RATE MAP, DATED MAY 161H, 1995, COMMUNITY PANEL NO. 53033C0959F, AND IS SITUATED IN ZONE 'X", AREA DETERMINED TO BE OUTSIDE THE 500-YEAR FLOODPLAIN. HORIZONTAL DATUM: VERTICAL DATUM: NAD 83/91 NAVD 88 AREA: SITE AS SHOWN CONTAINS 108,681 SQUARE FEET 0R 2.4950 ACRES, MORE OR LESS. PARKING SPACE COUNT: PARKING SPACES TOTAL 69 INCLUDING 0 DISABLED PARKING SPACES. 4 95.42 93 OWNER: HARVINDER KAUR 359700-0319 15313 65TH AVE S 'RS x107.51,6j LOT 1 PE(W)\ IE=101.11 12"P€(S) - BOTTOM=99.31 e 103.�0 16'002-p 1.40 73 sroo 2� LI5319o0 R�� N�• O E LINE WEST PORTION OF B-1 EASEMENT REC. NO. 8203030259 (SEE DETAIL) P.Sl _ m' x91.72 0 3 PE 1 RIM=100.31 '5 p5PN =97.01 12"PE(W,N) IE=96.81 12"PE(E) BOTTOM=95.81 A-1 PORTION OF EASEM NT _ REC. NO. 8203030259 7 " itl�8• ' (SEE DETAIL) SUBSTRUCTURES: BURIED UTIUTIES ARE SHOWN AS INDICATED ON RECORDS MAPS FURNISHED BY OTHERS AND VERIFIED WHERE POSSIBLE BY FEATURES LOCATED IN THE FIELD. WE ASSUME NO UABIUTY FOR THE ACCURACY OF THOSE RECORDS. FOR THE FINAL LOCATION OF EXISTING UTIUTIES IN AREAS CRITICAL TO DESIGN CONTACT THE UTILITY OWNER/AGENCY. TELECOMMUNICATIONS/FIBER OPTIC DISCLAIMER: RECORDS OF UNDERGROUND TELECOMMUNICATIONS AND/OR FIBER OPTIC UNES ARE NOT ALWAYS AVAILABLE TO THE PUBUC. BRH HAS NOT CONTACTED EACH OF THE MANY COMPANIES, IN THE COURSE OF THIS SURVEY, WHICH COULD HAVE UNDERGROUND LINES WITHIN ADJACENT RIGHTS -OF -WAY. THEREFORE, BRH DOES NOT ACCEPT RESPONSIBIUTY FOR THE EXISTENCE OF UNDERGROUND TELECOMMUNICATIONS/FIBER OPTIC UNES WHICH ARE NOT MADE PUBLIC RECORD WITH THE LOCAL JURISDICTION. AS ALWAYS, CALL 1-800-424-5555 BEFORE CONSTRUCTION. UTIUTY PROVIDERS: SANITARY, STORM SEWERS & WATER: CITY OF TUKWILA PUBLIC WORKS DEPARTMENT 6300 SOUTHCENTERBOULEVARD TUKWILA, WA 98188 (206) 433-0179 GAS AND POWER: PUGET SOUND ENERGY 355 110TH AVENUE NE BELLEVUE, WA 98004 (206) 425-2000 (888) 225-5773 TELEPHONE: CENTURY UNK 1600 7TH AVENUE SEATTLE, WA 98191 (800) 244-1111 DESCRIPTION: LOT 17 OF THE INTERURBAN ADDITION TO SEATTLE, ACCORDING TO PLAT RECORDED IN VOLUME 10 OF PLATS AT PAGE(S) 55, IN KING COUNTY, WASHINGTON; EXCEPT THAT PORTION LYING NORTH OF A UNE DESCRIBED AS FOLLOWS: ay 30 0 5 30 (IN FEET ) 1 man = 30 ft. OWNER: HARVINDER KAUR 359700-0321 15415 65TH AVE S SSMH RIM=105.74 C.O.C.=98.4 6"PVC(N),8"CONC(W),8"CON x 109.39 108.58 � s '" • 79.74 0.1 OWNER: SOLING MENTAL HEALTH 000320-0003 6400 SOUTHCENTER BLVD BEGINNING AT A POINT ON THE WEST UNE 210 FEET NORTH FROM THE SOUTHWEST CORNER; THENCE NORTH 89'47' EAST 630 FEET, MORE OR LESS, TO THE INTERSECTION OF THE WEST UNE OF 65TH AVENUE SOUTH; AND EXCEPT THAT PORTION THEREOF CONVEYED TO THE CITY OF TUKWILA BY DEED RECORDED UNDER RECORDING N0. 7108120423; AND EXCEPT THAT PORTION LYING WITHIN M.W. ADDITION, ACCORDING TO THE PLAT RECORDED IN VOLUME 53 OF PLATS AT PAGE 48, IN KING COUNTY, WASHINGTON; AND EXCEPT THAT PORTION OF SAID LOT 17 DESCRIBED AS FOLLOWS: COMMENCING AT POINT ON THE CENTERUNE OF RENTON-THREE TREE POINT ROAD N0. 2649 AND THE WEST UNE OF SAID SECTION 23, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, SAID POINT BEING ENGINEER'S STATION 135 + 29.92 FROM WHICH THE SOUTHWEST CORNER OF SAID SECTION 23 BEARS SOUTH O11'42" EAST, 2044.06 FEET; THENCE SOUTH 84'51'48" EAST 1647.24 FEET; THENCE ON A CURVE TO THE RIGHT HAVING A RADIUS OF 955.37 FEET, 360 FEET; THENCE SOUTH 63'15'48" EAST 359.18 FEET; THENCE ON A CURVE TO THE LEFT HAVING A RADIUS OF 5729.65 httl, 370 FEET; THENCE SOUTH 66'57'48" EAST 1162.53 FEET; THENCE ON A CURVE TO THE LEFT HAVING A RADIUS OF 716.34 httl 442.40 FEET; THENCE NORTH 77'38'42' EAST, 201.68 FEET; THENCE LEAVING SAID CENTERUNE OF SAID ROAD AND RUNNING NORTH 0014'00' EAST, 272.03 FEET; THENCE SOUTH 0014'00" WEST, 87.94 FEET, MORE OR LESS, TO THE NORTHWESTERLY MARGIN OF VACATED MACADAM ROAD (ALSO KNOWN AS JAMES CLARK ROAD N0. 2); THENCE SOUTH 49'0'00" WEST ALONG SAID NORTHWESTERLY MARGIN 106.38 FEET; THENCE NORTH 00'14'00" EAST, 312.55 httl, MORE OR LESS, TO THE SOUTH LINE OF LOT 17 IN SAID INTERURBAN ADDITION AND THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 0014'00" EAST, 150 FEET; THENCE SOUTH 88'24'47" EAST PARALLEL WITH THE NORTHERLY UNE OF SAID LOT 17, 170 httl, MORE OR LESS, TO THE SOUTHWESTERLY MARGIN OF 65TH AVENUE SOUTH; THENCE SOUTHEASTERLY ALONG SAID MARGIN TO THE SOUTHEAST CORNER OF SAID LOT 17; THENCE NORTH 89'09'00' WEST ALONG THE SOUTH UNE OF LOT 17 TO THE TRUE POINT OF BEGINNING. RT \\ \ \` ALL \ MUNICIPAL COU CITY H CB TYPE 1 RIM=97.55 POLICE IE=93.95 12"PE(S) SIGN BOTTOM=93.75 30 x,o2.80 WF IS 0.5' N OF PL .101.12 x 96.94 4'WF MH RIM=99.56 IE=93.11 12"PE(W) IE=92.76 12"PE(E) MUNICIPAL 'p BOTTOM=90.96 AT COURT CITY TBM"A" SETOF HALL POLICE CHISELEDFACE SQUARE SIGN ALLK U EL=97.45 W LINE EAST PORTION OF B-1SIGN POST EASEMENT NEC. NO. 8203030259 CB RIM=75.40 (SEE DETAIL) SDMH RIM=97.24 1% mF IE=877.99 12"PVC(W) OTTOM=83.74 %2 S x FOUND 1 r BRASS DISC `IN CASE W/ PUNCH DowN 0.7' COWLITZ INDIAN TRIBE 000320-0004 15455 65TH AVE S W UNE EAST PORTION OF 8-1 EASEMENT REC. NO. 8203030259 (SEE DETAIL) SDMH RIM=93.95 88.55 IE=88.95 12"PE(W,E) OWNER: COWLITZ INDIAN TRIBE 86,33 IE=88.65 12"PVC(N) PCL #000320-0004 BOTTOM=88.65 15455 66TH AVE S FOUND 1 r BRASS DISC IN CASE W/ PUNCH DOWN 0.8' TITLE REPORT REFERENCE: THIS SURVEY WAS CONDUCTED ACCORDING TO THE DESCRIPTION SHOWN, FURNISHED BY FIRST AMERICAN TITLE INSURANCE COMPANY, COMMITMENT NO. NCS-883280-WA1, DATED DECEMBER 11, 2017. THE EASEMENTS SHOWN OR NOTED HEREON RELATE TO THIS COMMITMENT. NOTE: EASEMENTS CREATED OR RESCINDED Al-IIJ1 THIS DATE ARE NOT SHOWN OR NOTED HEREON. TITLE REPORT SCHEDULE B EXCEPTIONS: ITEMS CIRCLED ARE SHOWN ON MAP. • EASEMENT, INCLUDING TERMS AND PROVISIONS CONTAINED THEREIN: RECORDING INFORMATION: 5683679 IN FAVOR OF: CITY OF TUKWILA FOR: SEWER UNE O RIGHT TO MAKE NECESSARY SLOPES FOR CUTS OR FILLS UPON SAID PREMISES FOR STREET AS GRANTED BY DEED RECORDED AUGUST 12, 1971 UNDER RECORDING NO. 7108120423. 6. THE TERMS AND PROVISIONS CONTAINED IN THE DOCUMENT ENTITLED 'CITY OF TUKWILA ORDINANCE NOS. 1230 AND 1231' RECORDED OCTOBER 1, 1981 AS 8110010599 AND 811010600 OF OFFICIAL RECORDS. SURVEYOR'S NOTE: NOT PLOTTABLE. 70. NE TERMS AND PROVISIONS CONTAINED IN THE DOCUMENT ENTITLED AMENDED AND RESTATED RECIPROCAL EASEMENT AGREEMENT" RECORDED MARCH 3, 1982 AS 8203030259 OF OFFICIAL RECORDS. 8. RESTRICTIONS, CONDITIONS, DEDICATIONS, NOTES, EASEMENTS AND PROVISIONS, IF ANY, AS CONTAINED AND/OR DELINEATED ON THE FACE OF THE SURVEY RECORDED APRIL 19, 1991 AS 9104199008, IN KING COUNTY, WASHINGTON. SURVEYOR'S NOTE: NO ADDITIONAL EASEMENTS SHOWN ON SURVEY. 9. THE TERMS AND PROVISIONS CONTAINED IN THE DOCUMENT ENTITLED 'PARKING AGREEMENT' RECORDED DECEMBER 14, 1994 AS 9412140117 OF OFFICIAL RECORDS. SURVEYOR'S NOTE: NOT PLOTTABLE 10. EASEMENT, INCLUDING TERMS AND PROVISIONS CONTAINED THEREIN: RECORDING INFORMATION: 20020617001463 FOR: INGRESS AND EGRESS AFFECTS: AS DESCRIBED THEREIN SURVEYOR'S NOTE: DOES NOT AFFECT SUBJECT PROPERTY. tip 3P A .46 REVIEWED FOR CODE COMPLIANCE • APPROVED JUL 172019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 04 2019 PERMIT CENTER o 30 (D 0 N CO 0) Gli 04 2 M 0) co N CO N 04 co 4 b CO N ADDED SPOT ELS TO NW COR ADDED TOPO TO SOUTH LL AT NE CO REVISED RET STERLY PARKING ADDED POND AREA TOE O M) M N 0 TOPOGRAPHIC SURVEY FIRE STATION 52 WASHINGTON KING COUNTY drawn by HAK/JRM checked by TEC scare 1 "=30' date 4/10/18 job no. 2017259.01 sheet 1 of lion 521designlsheetsltukwilo_fs52_crouer.dwg can/ 6/3/2019 11 pd-fsl) dotol pd engineering plicl proj, T WILA I' ATI N 5 TUKWILA, WASHINGT*IN I LJ I > o Ism: ICO OW* 0 0 t r*S"' 0 :Kid,011r lil rairea rakeliiC i%Id 01162%111- w . AV Sre,/, 4111 � ��1 dig 50 0 trt 25 50 100 Scale V=50' J APPROVED JUN 262019 'ity of Tukwila LPUBLIC Works NOTES SITE ADDRESS:15447 65TH AVENUE S, TUKWILA, WA TAX ACCOUNT NO.: 359700-0320 ZONING: 0 SETBACKS: CURRENT SETBACK REQUIREMENTS SUBJECT TO SITE PLAN REVIEW. CURRENT SETBACKS MAY DIFFER FROM THOSE IN EFFECT DURING DESIGN/CONSTRUCTION OF EXISTING IMPROVEMENTS. THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY BY THE GOVERNING JURISDICTION INDICATES THAT STRUCTURES ON THIS PROPERTY COMPLIED WITH MINIMUM SETBACK AND HEIGHT REQUIREMENTS FOLLOWING CONSTRUCTION. FLOOD ZONE: THIS SITE APPEARS ON NATIONAL FLOOD INSURANCE RATE MAP, DATED MAY 16TH, 1995, COMMUNITY PANEL NO. 53033C0959F, AND IS SITUATED IN ZONE "X", AREA DETERMINED TO BE OUTSIDE THE 500-YEAR FLOODPLAIN. HORIZONTAL DATUM: NAD 83/91 VERTICAL DATUM: NAVD 88 AREA: SITE AS SHOWN CONTAINS 108,681 SQUARE FEET OR 2.4950 ACRES, MORE OR LESS. OWNER CITY OF TUKWILA PUBLIC WORKS DEPARTMENT 6200 SOUTHCENTER BLVD, SUITE 100 TUKWILA, WA 98188 OWNER'S REPRESENTATIVE SHIELS OBLETZ JOHNSEN (SOJ) 800 5TH AVE, SUITE 4130 SEATTLE, WA 98104 JUSTINE KIM & CARRIE HOLMES T: (206) 838-3706 E: JUSTINEK©SOJSEA.COM ARCHITECT WEINSTEIN A+U 2200 WESTERN AVE, SUITE 301 SEATTLE, WA 98121 EMMA NOWINSKI & LAUREN ROCK T: (206) 443-8606 E: EMMAN©WEINSTEINAU.COM CIVIL ENGINEER LPD ENGINEERING, PLLC 1932 FIRST AVE., SUITE 201 SEATTLE, WA 98101 PHONE: (206) 725-1211 CONTACT: MARC SERVIZI LANDSCAPE ARCHITECT SWIFT COMPANY, LLC 3131 WESTERN AVE, M423 SEATTLE, WA 98121 BARBARA SWIFT & SHAWN STANKEWICH T: (206) 632-2038 E: SHAWN©SWIFTCOMPANY.COM EARTHWORK QUANTITIES CUT: 6,758 CY FILL: 5,445 CY DISTURBED AREA: 92,800 SF (2.2 Ac) THE ABOVE QUANTITIES ARE BASED ON COMPARING THE FINISHED GRADE TO EXISITING GRADE AND ARE FOR PERMITTING PURPOSES ONLY. CONTRACTOR TO VERIFY QUANTITIES. PROJECT DESCRIPTION- CIVIL NEW FIRE STATION WITH DRIVEWAY, FRONT AND REAR APRONS, PARKING, WATER (FIRE AND DOMESTIC), SEWER, AND STORM DRAINAGE, INCLUDING DETENTION VAULT, WATER QUALITY TREATMENT AND CONVEYANCE SYSTEM. LEGAL DESCRIPTIONS SHEET LIST TABLE SHT NO DESCRIPTION CO.1 COVER SHEET C1.0 TESC AND DEMOLITION PLAN C1.1 TESC AND DEMOLITION PLAN C1.2 TESC AND DEMOLITION DETAILS C1.3 TESC AND DEMOLITION NOTES C2.0 GRADING AND DRAINAGE PLAN C2.1 GRADING AND DRAINAGE PLAN C2.2 DRIVEWAY PROFILE C2.3 STORM PROFILE C2.4 SECTIONS C2.5 SECTIONS C2.6 SECTIONS C2.7 SECTIONS C2.8 GRADING AND DRAINAGE NOTES AND DETAILS C2.9 GRADING AND DRAINAGE DETAILS C2.10 GRADING AND DRAINAGE DETAILS c2.11 GRADING AND DRAINAGE DETAILS C2.12 MSE WALLS DETAILS AND NOTES C2.13 MSE WALLS DETAILS AND NOTES C3.0 PAVING AND HORIZONTAL CONTROL PLAN C3.1 PAVING AND HORIZONTAL CONTROL PLAN C3.2 PAVING AND HORIZONTAL CONTROL NOTES AND DETAILS C3.3 PAVING AND HORIZONTAL CONTROL NOTES AND DETAILS C3.4 PAVING AND HORIZONTAL CONTROL DETAILS C4.0 SEWER AND WATER PLAN C4.1 SEWER AND WATER PLAN C4.2 SEWER PROFILE C4.3 SEWER DETAILS C4.4 WATER NOTES AND DETAILS C4.5 WATER NOTES AND DETAILS LOT 17 OF THE INTERURBAN ADDITION TO SEATTLE, ACCORDING TO PLAT RECORDED IN VOLUME 10 OF PLATS AT PAGE(S) 55, IN KING COUNTY, WASHINGTON; EXCEPT THAT PORTION LYING NORTH OF A LINE DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE WEST LINE 210 FEET NORTH FROM THE SOUTHWEST CORNER; THENCE NORTH 89'47' EAST 630 FEET, MORE OR LESS, TO THE INTERSECTION OF THE WEST LINE OF 65TH AVENUE SOUTH; AND EXCEPT THAT PORTION THEREOF CONVEYED TO THE CITY OF TUKWILA BY DEED RECORDED UNDER RECORDING NO. 7108120423; AND EXCEPT THAT PORTION LYING WITHIN M.W. ADDITION, ACCORDING TO THE PLAT RECORDED IN VOLUME 53 OF PLATS AT PAGE 48, IN KING COUNTY, WASHINGTON; AND EXCEPT THAT PORTION OF SAID LOT 17 DESCRIBED AS FOLLOWS: COMMENCING AT POINT ON THE CENTERLINE OF RENTON-THREE TREE POINT ROAD NO. 2649 AND THE WEST LINE OF SAID SECTION 23, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, SAID POINT BEING ENGINEER'S STATION 135 + 29.92 FROM WHICH THE SOUTHWEST CORNER OF SAID SECTION 23 BEARS SOUTH 0°11'42" EAST, 2044.06 FEET; THENCE SOUTH 84'51'48" EAST 1647.24 FEET; THENCE ON A CURVE TO THE RIGHT HAVING A RADIUS OF 955.37 FEET, 360 FEET; THENCE SOUTH 63°15'48" EAST 359.18 FEET; THENCE ON A CURVE TO THE LEFT HAVING A RADIUS OF 5729.65 FEET, 370 FEET; THENCE SOUTH 66'57'48" EAST 1162.53 FEET; THENCE ON A CURVE TO THE LEFT HAVING A RADIUS OF 716.34 FEET, 442.40 FEET; THENCE NORTH 77'38'42" EAST, 201.68 FEET; THENCE LEAVING SAID CENTERLINE OF SAID ROAD AND RUNNING NORTH 00°14'00" EAST, 272.03 FEET; THENCE SOUTH 00°14'00" WEST, 87.94 FEET, MORE OR LESS, TO THE NORTHWESTERLY MARGIN OF VACATED MACADAM ROAD (ALSO KNOWN AS JAMES CLARK ROAD NO. 2); THENCE SOUTH 49'0'00" WEST ALONG SAID NORTHWESTERLY MARGIN 106.38 FEET; THENCE NORTH 00°14'00" EAST, 312.55 FEET, MORE OR LESS, TO THE SOUTH LINE OF LOT 17 IN SAID INTERURBAN ADDITION AND THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 00'14'00" EAST, 150 FEET; THENCE SOUTH 88'24'47" EAST PARALLEL WITH THE NORTHERLY LINE OF SAID LOT 17, 170 FEET, MORE OR LESS, TO THE SOUTHWESTERLY MARGIN OF 65TH AVENUE SOUTH; THENCE SOUTHEASTERLY ALONG SAID MARGIN TO THE SOUTHEAST CORNER OF SAID LOT 17; THENCE NORTH 89'09'00" WEST ALONG THE SOUTH LINE OF LOT 17 TO THE TRUE POINT OF BEGINNING. RECEIVED CITY OF TUKWILA JUN 04 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 0 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206.973.5349 engineering pllc www•ipdengineering,com 2019 LPD Engineering pHs - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without ore approval and participation of the Engineer. PRELIMINARY NOT FOR CONSTRUCT, * N JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 06/03/19 COVER SHEET C0.1 FOR REFERENCE ONLY ARCHITECTS + URBAN DESIGNERS z 0 0 WF IS 0.4' S & 1.2'E OF PROP COR 6'CLF C .2 CONSTRUCTION FENCING (TYP) j WF IS 0,7' W OF PROP COR SENSITIVE AREAS OF POTENTIAL GEOLOGICAL INSTABILITY CLASS 3 AREA; 15% AND GREATER SLOPES, UNDERLAID 8Y BEDROCK (TYP) 4' WF REMOVE EX SEWER LINE FROM SSMH TO EX SIDE SEWER CONNECTION CONTRACTOR TO FIELD TO LOCATE CONNECTION SSMH RIM=126.10 e"CP(E) BOTTOM=120.65 TREE PROTECTION n�27'"// ! /err / / (/ / 2/N/>'`v,y rr, `/� , / I //2 7 .',\T -.2/ /r // ' // Y // /// /// � \r % ,r( /,, / / /�/ /i/ / // 7/;4// `(//r/(rrrl / /ll,//r,// y r! / /r1 //i�//r i r ,/2 //I rr(v, rr r ', // // t'' 9tr r, /// (// //orrr err 1 // //,(� ( r /, // ' I. }r/ r�/ / l/(rr,r�1 1r 11 // I// : //1 �//�(i/'r t'/ �/./ rj/r rrr //j /r/li/ //2 ////I// // I!� fir¢/ r /r I rr r r/ rt/ `r/l / rr, //, //,,/, /4, /7 , r/ r/i /r/ /Yr ' l SAVE AND PROTECT , // `1// //I , I EX RETAINING WALL /! // 4/ I f/ / I' //r` i //` r ' ' // 1 2/ /////r� //' (i (r//r��/l// 1 rlr/f'I(/// / rr/ 1 t. C// J f� / r r ( r) // I / / /li // /r f r , / /// // 'i/ /r/ // r/ /,( /r ,/// `, / / /t // // // , // // /I/ // it /i / rr d /r rl /j, // rr // ►�' /7,/ /r/ /i/,//;� r /(/, // , / f /r/ fir/, ri// /// /r/ // /// / r/ / /7 /r/ l ' /// I/// )// ,/, /jr/r////rrr//r/rl,rr /1,vr/i, /,//, ,////r�////,/l/////,i////7//�I/ 9 �/r/; / r/ // // rr '/ `/ ` /r ` r ■ �� //7/ // r/ // �r // /r r, /// // // / / / // // /r // // / // I// (/ 1j/ // ' /r/r//f//,,/r/////,r/////// ///// ///,/ / /, 2 / r///�///r//// /2r /2! r,///r I'///// f .lit / // // // , r> , /, . // /,, /, , , r1,'1,,,,////bd r /r/ REMOVE EX CONCRETE r . // r/ �C/ ///,(1YP) r r r r (i/,I / ill '// // // /? /i ` / /,I // / : , // rl/ rl // w ///()r/r/ /r(2r r/ /r / / r/ r, r/( rr r.� r/ rl r rr // r// / / /// / r //r (7 /// /// /r(// </ f // /r/ r/ ////r / //r J//, ///r// r/ /r /r cc. ,,,;/, /rr/LJ` ,�� /,,,', �r,///�/,/2. ��/'////r//r//r` //,////` / TREE PROTECTION ,/,�� /»�f'/r/ /// // 7// r(// // f (TYP) l r/ r// //r /r r 1 / /r_ `/ , c3% rl/ r4/ `4/ /// rr/ /4/ $/ /// /r/(r/ • /r T l/ /r /// // // r/ ...J/ r/? / / rr // / / r// r / // / '//, r / / r / -7/ / / r /./r/r//'//rr/rr r.r1r 'r ri /r rr /i l/i rrr /i /// /// /// // / // // // / //'� l / REMOVE EX ASPHALT —— (TYP) — — y /4 PROTECT EX WALL V) Fr II 0 z MH(R) REMOVE EX STORM LINE REMOVE EX IRRIGATION LINE .a i r;%, !'; rvr,2�// /1/r///r; ` =/�T ////r/ /r%/r / // T 7 r , (1,, / °r �i// 7/ , /r / r r// r r `//// / rf/ //ter'// / r // t'/ r//tl/// r2/r //4 r/r / i//,//'/ r/ /////////i// /�r7/'/// /r / r r L //rl r/ ' r/ / / /� rr, r/ ,/ // (2,....,rr , /7 / rr ! ' ' r . / /r r /rl' I/ /r // '/ A� r / , / // ., :rr`�/��rr r r/r /i � r / . �/` //r /�� r // ,l/ /,/r„„, /,;/ i r REMOVE EX STAIRWAY PROTECT WALLS /' I PROTECT / EX WALL / INTERCEPTOR SWALE 8 C1.2 GRIND EX STRIPING REMOVE EX IRRIGATION LINE ,/// / //r / - �w r ,I, i7'77//r o"b/ r/k err // / /v r /r r / �+ / / CB TYP& IE=97.51 IE=97.48 IE=97.28 BOTTOM= RIM=99.71; 12"PE(W) r/12"PE(E) /52 8E(E(N/ 5.88 I I SAWCUT AND REMOVE EX ASPHALT Ilil I(I1 �/ lit-- 1 E 1 RIM=110.52 E(W,E),12"PVC(N) BOTTOM=106.08 PROTECT TREE OR ARRANGE WITH NEIGHBOR TO REMOVE INTERCEPTOR SWALE PROTECT EX CB AND SD LINE TO REMAIN 1 I I I 1 �r311 a i�.iPi i✓A� " �ria��Ln�-ov± uniwo �1 i J./��d I, r v4• l / rr ram'%r; ! �r ///irr /r /oi /// /!/�rr /r /r/fir/ s _ / / / / -3r' /- / / / / / REMOVE EX ELECTRICAL / / SEE ELECTRICAL DWGS // RETAIN CB/SD / �� / DURING / // / DEMOLITION / / �'i / /� \ / / PROPOSED BUILDING OUTLINE \—/ / /- c'---- / _-.-/ / I / /Cv.2' SILT FENCE // co co I I I I I I I I 20 0 10 20 40 Scale 1' =2O' LEGEND _— — — — PROPERTY LINE ---230----- EX CONTOUR (INDEX) 231— -.._ EX CONTOUR / / / / / /1 EX BUILDING PROPOSED BUILDING OUTLINE BUILDING/STRUCTURE REMOVAL SAWCUT LINE ASPHALT REMOVAL CONCRETE REMOVAL STABILIZED CONSTRUCTION ENTRANCE CONSTRUCTION FENCING 0 o SILT FENCE FILTER FENCE —3 INTERCEPTOR SWALE * TEMP FORCE MAIN 0 EX TREE TO REMAIN EX TREE TO BE REMOVED TREE PROTECTION EX CURB TO BE REMOVED EX UTILITY TO BE REMOVED INLET PROTECTION CATCH BASIN STEEP SLOPE AREA t i 7 so /r, //,, APPROVED JUN 2 6 2019 o'iiy of Tukwila PUBLIC Works 6/61 CaII 3 Working Days Before . You DIG! RECEIVED CITY OF TIJKWILA JUN 04 2019 PERMIT CENTER 1-800-424-5555 Rev Date Issue Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS ` = 1932 First Ave, Suite 201, Seattle, 01 206.973.5344 F. engineering pllc wrov.lpdeogineering.com 0 2019 LPD Engineering pllc - These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. RELIMINARY NOT FOR CONSTRUCTIO JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 06103/19 Sheet Title TESC AND DEMOLITION PLAN Sheet Cl 0 W E I N S T E I N A+ U ARCHITECTS + URBAN DESIGNERS 5 W co W uJ C) / I I 1 I I 1 I I C REMOVE EX SEWER LINE FROM NEW SIDE SEWER CONNECTION TO DOWNSTREAM SSMH RETAIN SD DURING DEMOLITION ABANDON & INSTALL TEMPORARY STABLE CONVEYANCE AS NEEDED *�9e:it� �pm � 1,` ►•♦' EC r `%(/rr r?rl/ :��►I�'��i♦��•�:.��;`��1�\qr��V;A r ,�/ ,p,�r r•' r,rr rr k / rjrr' / ` ,,/r/,/ VW�- l/,crr/r/ 1_4i/// rrr//>!r i�rr / / ///' /rr /r/i ►)..\'''rirdig»/rr //>/ ,i' ',v.fit•! / � r r / I'/ 0 1/4 L��• ///,i /r�/2/ rr 1// �, ✓I/ ' f/1/ /r / r r�i /i ! // rr/r / / / /r; �i,��i�'/ i rr/r/ rrr /. /r r ?) �t ' 47 .. ?-///r//ffr r9/'Gk i�r / � /!r r / v' �, ' era "�../rrrr�/�/'rr / rr I2 II, ri �/ r %r� ��i/rt T �r x � r � -t Cna� / r rT r ''r,sr /'f r 7 r r/7/ / . y/r'/Gt / /;. r�.!� rrr , , STABILIZED CONSTRUCTION ENTRANCE RETAIN EXISTING PAVED DRIVEWAY AS cC.2 LONG AS FEASIBLE CONSTRUCT QUARRY SPALL ENTRANCE TO ACCESS AREAS OF WORK REMOVE EX CURB — AND GUTTER MEANDERS ALONG PL 'WV 111111,gail `'�s►' • / PSG I - L---, ------J C1.22' SILT FENCE ( / SILT FENCE C`2 RETAIN STORM DRAIN DURING CONSTRUCTION ABANDON AFTER NEW STORM DRAIN IS INSTALLED SENSITIVE AREAS OF POTENTIAL GEOLOGICAL INSTABILITY CLASS 3 AREA; 15% AND GREATER SLOPES, UNDERLAID BY BEDROCK (TYP) SSMH RIM=105.74 C.O.C.=98.4 6"PVC(N),8"CONC(W),8"CONC(E) RETAIN POND AND Ys )\ STORM DRAIN UNTIL VAULT CONSTRUCTION SDMH RIM=93.95 — IE=68.9T5 T2"PE(W,E) .TE=880512"PVC(N) �-—"BIITTOM=88-65 CONSTRUCTION FENCING (TYP) /Th c' 12' CB TYPE 1 RIM=97. IE=93.95 12" PE(5) BOTTOM=93.75 CW MUNICIPAL COURT CITY HALL POLICE SIGN 5 UTILIZE EX DETENTION POND AND PROPOSED DETENTION VAULT AS TEMPORARY Cl 121 SEDIMENT SEIILING POND (MINIMUM REQUIRED VOLUME = 2,752 CF) SDMH RIM=97.24 IE=88.44 12"CMP(E) IE=87.99 12"PVC(W) BOTTOM=83.74 CB(R CATCH CATCH BASIN INSERT (TYP) SAVE AND PROTECT EX STORM LINE MUNICIPAL COURT CITY HALL POLICE SIGN FOUND 1 rl" BRASS DISC IN CASE W/ PUNCH DOWN 0.8' w 0 20 0 10 20 40 EMIR Scale r=20' LEGEND '//////!/ t 1 t t t t SD • �'r•/r•/r`/r`r APPROVED JUN 26 2019 City of Tukwila PUBLIC Works 44dm PROPERTY LINE EX CONTOUR (INDEX) EX CONTOUR EX BUILDING PROPOSED BUILDING OUTLINE BUILDING/STRUCTURE REMOVAL SAWCUT LINE ASPHALT REMOVAL CONCRETE REMOVAL STABILIZED CONSTRUCTION ENTRANCE CONSTRUCTION FENCING SILT FENCE FILTER FENCE INTERCEPTOR SWALE TEMP FORCE MAIN EX TREE TO REMAIN EX TREE TO BE REMOVED TREE PROTECTION EX CURB TO BE REMOVED EX UTILITY TO BE REMOVED INLET PROTECTION CATCH BASIN STEEP SLOPE AREA ovso RECFIVEO CITY OF TU (WILA JUN 04 2019 PERMIT CENTER Cali 3 Working Days Before . You DIGI Rev Date Issue Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA 98101 f. 206.973.5344 engineering pllc weoo Ipdengineerin9.mm © 2019 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 06/03/19 Sheet Title TESC AND DEMOLITION PLAN ARCHITECTS+ URBAN DESIGNERS 1-800-424-5885 Sheet C1.1 dwg cool 6//1019 3.•05 PM Von 521 design l sheet takw7a_ls52Jesc and demo 1 �lpd-lsl�dalnl/pd e. TOP OF SEDIMENT EL PER PLAN ;a TRAP MOVABLE SUMP & PUMP o E' w 'o -1n 1 o (2-)SPACING, C12 La METAL SUPPORT POST - 6'-8' ON CENTER a it MIN 5' HT. o BARRICADE FENCING (ORANGE CONSTRUCTION FENCE) MIN 4' TREE � c,g �a:::N: :■...■■■■ ■.■'•�•`- C) :::::::I I:. ��;: :::: ■:: :■ ■ "rn W Z -' a_ o o n- STRETCHER BAR (TYP) SADDLE CLAMP (TYP) JOINTS IN FILTER FABRIC SHALL BE 2 x2" I WIRE OR SPLICED AT POSTS, USE STAPLES, WIRE EQUIVALENT, RD R RINGS, OR EQUIVALENT TO ATTACH STANDARD STRENGTH FABRIC USED FABRIC TO POSTS. FILTER FABRIC 2"x2"BY14Ga.WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED I=1- _IL=III=1iI=.�-.�: -iTI= _ E. �Z :: �� CQ . 2' MIN iii .plor* AI WOW**. f1/1l/f/f///f/111ff/14 ♦l/flfftfN0 f1111♦Nff ♦///1!!!♦/♦• f11f/♦/11f ♦♦!♦♦!/!l//4 N1///♦!ff ♦/ff1lW f/0 •fffft/N/f ♦f♦♦1!!1lf04 N111f/1ff ♦fff!!!llffo /♦f1/1//1f ♦f/f1l1l1ffr /111/1f♦1f 19.111.41.41A 111/f//!1f MAW ♦ ♦fff♦♦//lff4 ♦/1/11111f♦1111/111f1. • 11//f1/!1♦ ♦�/.f�f�/.f�1�/�1�f�f -° ter/1/fffl♦flffllffffl1f/11/♦/♦f1d tr iiiiiiiiiiiiiiiii iriVii r ii N ii': /f11lff!♦.*****♦♦f!l/1f////ffY� 0,,•,,l111fllfif/1i1/fifffififili!!!f!tlf/f/f/f/f/fflj' NV/1l1ff1/*000**f1!!1l/fffff/ 111!!11l1//♦ff♦/!!!1!l1/f1ff11 flf/!1!lfflfl//f1f11111/1♦!!1!�' f♦/!!l111/1♦//1!!!l11/fffflllt' �11f/11fl/ffflfffff111!lfffflf/ fJON'10 //Nfff!♦lJ11/f1/N11♦ r!!/♦N1/f/ff1/ff1111/!lfffflft 1ff1♦!!l//11l/f1l1l1//1/J11//N' r1l/1ff1l//ff11ff11l/!!lffffllf 1f11111f1flllff!l111f1111f1!!fo r!if1111/flff1ff1/f111/ff11ff1f•/1/f11f1!♦ ff/1!1!f♦fflffff///1/1!fl11♦ �lff♦1t♦///ff1♦/11/11J11Jff111f +�lflf ff/l1111ff /f111f111 l/!/!/!l/fff/lff/l/11f10 1(f/11♦llflff♦f11l1///l/fff♦f♦1• �litififili/ifi/iififififilflifo �1111ffff1111//1//f/fff/lf♦♦ft1f11111f///1l///111f111f1111f� ice• -:::• :::. :::••••�• �� ' y..Lti��a%WA�� w V� ♦ •'fJf//ff//1♦ gi/fllff/fflfl/ff1111f 4l1f11111f! 11Nf♦1f1!♦ Ar!!!/1♦1ff! (/11/flff!♦ 4r1/l/NN1/ ♦/1fffN1♦♦ UN1♦!lff11 ;ffllNfflJ♦ Ir//1/1♦f11! f/11f11f1!♦ 1p/f/fflfflf ,I//!f1lf!!! ffNf111i♦♦ ,1�/fflllf f1111! f111/1♦ drflfflllfl! �f/f1111iii♦ ff♦♦f111f1f111f111f!♦ HT. SURROUND OR GROUP OF TREES AT DRIP LINE OR AS SHOWN ON PLANS NOTES: :o:.■- i:��:� MOW ::.�I . "" •■ ■• ■■ L'a.•ee ( iv POST BURIAL r vv/'/`i :i/\�//�/� /\ >\/�i�/\ / j�� / .c 7 f' \/% l/ �\` •c G . . . . . .��/��// . . . • • . . . . . . — T \//�/� / \ ; 37 a = ( //\/\\ F / 'Eli c/ jam %%/X/ � \ / i-, � / /%\/\ /0,-,%\\ )0 �r //\//\ \ ,WATER k�/,��I = \/�/` /\//.// P� /\ CD %//r \\.. /1 / //\/ :3 ✓ /\ �r / 4 BTM EL PER PLAN IIL"'t''• :O:C.r, i:: 1— -) 1= 1 C:olar MINIMUM 4"x4" 1Ti- 1.A 4 FOOT HIGH TEMPORARY FENCE MUST BE PLACED AT THE CLEARINGLOR EARTHWORK. NOTIFY THECLEARINGAND GRADING INSPECTOR TO GET BOTH THE INSPECTION AND WRITTEN APPROVAL OF FLAGGED TREES AND TEMPORARY PROTECTION FENCING cAROUND �TREES pT�Op�BE SAVED PER THE APPROVED 2.F70-'filbl 041?.. N�'OF ITAATEtiIKC AND NO VEHICULAR TRAFFIC ARE ALLOWED WITHIN THE LIMITS OF THE DRIPLINE, THE TEMPORARY FENCING, UNLESS APPROVED BY THE ARBORIST. FILLING, EXCAVATION, AND CLEARING MUST BE ACCOMPLISHED BY HAND METHODS ONLY UNLESS APPROVED BY ARBORIST. 3.ROOTS OF TREES TO BE SAVED WHICH ARE DAMAGED DURING CONSTRUCTION MUST BE TREATED IN THE FOLLOWING WAY: FOR DAMAGED ROOTS OVER 1" IN DIAMETER, MAKE A CLEAN, STRAIGHT CUT TO REMOVE THE DAMAGED PORTION OF THE ROOT ALL EXPOSED ROOTS WILL BE TEMPORARILY COVERED WITH DAMP BURLAP OR WOOD SHAVINGS TO PREVENT DRYING AND COVERED WITH EARTH AS SOON AS POSSIBLE. NTS TREE PROTECTION FENCING 2 ::� ••C a:u'�'........■a C ..��.�....... I TRENCH 12" MIN :.. ...e \ \ \ \iu\ \\/\ /`/ \\�\\ \\/�, ;\\\�\�\ •\/\�/ /' ` /\ \/\ \/\/\/\/�/\\ / \\\\� \\ \\ \\ \\ \\ \/\\/\\ \\\\�\\�\\\��\/:,\\ /\\ j/j/j/jj/�\ j\\///\ \/\,,,,,• /' 2" x 2" MESH, MIN PROVIDE ATTACHMENT ENTIRE FENCE CONCRETE BLOCK MIN 80 CONSTRUCTION S. / \i\/\ \/\ \/ \.\ ..\�,\,\\,�\i,�i\\j\\i\\ \ \\,\\A< 11 GAUGE SECURE AROUND PANEL NTS FENCING 3 I BACKFILL TRENCH WIT ••' ....■....:.:.: I"�:..............I ' S.a ' NATIVE SOIL OR I 3/4"-1.5" WASHED 2/ �dc �T\ter /%//, \ \ \ r //.-W/X//‹, fir //-/&,// /r • _ __ GRAVEL 2"x4" WOOD POSTS, L11=-I -I (=I �y� IJ I I -==1 1 E11 J �` --II III=11 I 6' MAX I-1 =I a 1 -I 1= — 1=111=1 —� . I- STEEL FENCE POSTS, 1=I—L(T� REBAR, OR EQUIVALENT MINIMUM ,5�\I ' REMOVE SEDIMENTATION AFTER SITE IS STABILIZED & T.E.S.C. MEASURES ARE REMOVED. EXCAVATE BIORETENTION POND AS REQUIRED. N� 1 SEDIMENT POND 1 �- POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 4"x4" TRENCH 2"x4" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR NTS EQUIVALENT SILT FENCE PROVIDE PLASTICF? SHEETING AND SAND SILT BAGS ON STOCK PILE FENCE MATERIAL \�P� �9/ ADAPTE' SKIRT RETRIEVAL STRAP `r o� a�,O( to�0,Qo` o o /goo C)cU ) c> Oo0o000 • GRASS OR ROCK LEVEL BOTTOM MM V v GEOTEXTIL SCHEMATIC DETAIL PROVIDE'rSTREAMGUARD SEDIMENT APPROVED EQUAL MANUFACTURER INFORMATION: BOWHEAD P.O. BOX PRESTON, (800) 909-3677 WWW.SHOPBOWHEAD.COM c �� y OVERFLOW (TO BYPASS PEAK��'r•'''•��v(FABRICFOWS) V SEDIMENT ACCUMULATOR (MIN. 0.5 CF STORAGE) CATCH BASIN INSERT" OR ENVIRONMENTAL & SAFETY 375 WA 98050 INLET PROTECTION 6NTS I1 25'R OR R=AS NOTED 12" MIN. DEPTH GEO-TEXTILE FABRIC 4" - 8" QUARRY SPALLS 2; `1��a00000090t.-rr��)CI;#1 ! i,, 1� " �? ,& � 'iC� Q�qQ yy*O Q4� �QS4 � z- e mac,`` CONSTRUCTION ENTRANCE 7NTS 1' MIN, CONTRACTOR 2' MIN. SHALL INCREASE DEPTH IF NECESSARY NOTES: \rT'II /%\/\/j /H//\// / \/\%/ //. ' • %'`'/ // /%\/%�/ ��\�j�/22 'j j�1 �•�% �'- /\\ TEMPORARY STOCK PILE NOTES: GRADE: MAX 5% WITH POSITIVE DRAINAGE TO A SUITABLE OUTLET SUCH AS A SETTLEMENT TRAP STABILIZATION: SEED, COVER MEASURES, OR ROCK 12" THICK, PRESSED INTO SWALE BANK AND EXTENDING AT LEAST 8" VERTICAL FROM THE BOTTOM. NTS INTERCEPTOR SWALE i COMPACT STOCK PILE MATERIAL PER GEOTECHNICAL RECOMENDATIONS STOCK PILE PROTECTION 5NTS NTS NOT USED Y NTS 1 NOT USED 1 O RUNOFF WITH SEDIMENT PROVIDE SOLID COVER FM FOR DISCHARGE OF ACCEPTABLE SEDIMENT FREE STORMWATER TO APPROVED OUTLET PER PI 4N APPROVED JUN 26 2019 uny of 1 ukwiia PUBLIC Works fECFJVED CITY OF JUN PER�V{T TUK�WILA 04 2019 CENTER -----►. �a\ , , . 4 Atilt A;f '0:'�3%, Flo' tE 0. a t•�r�, ;�i<y 1:+1 Air •0 FILTERED RUNOFF w a i ■ ' Qf i._t. goo , '��.�i ..! %r, 11.L �_0-.A IP''‘ 1 c3`I' t0• t�v IT-0 x �"P` v.,� • ,• ' - PROVIDE 6" MIN CLEAN GRAVEL i` AROUND PERIMETER WRAP WITH FILTER FABRIC 24" DIAMETER OR 4 �. �NI � ie. �, f'1 GREATER PIPE OR DRUM (MUST BE OF tL0 p NA NON LEACHABLE 1 � �ii' � \ %,, z WATER LEVEL ♦ r, , •r�s\N, �i>y • Al"f ��/�.7, MATERIAL) W/ 2"DIA WEEP HOLES ; WIRE TIES SUMP PUMP AND MOTOR �1}O y��'/ �i W/CAPACITY AS /./ / �NECESSARY BLOCKS AS NECESSARY NTS 1 MOVEABLE SUMP & PUMP 1 1 1 el / 9•*"' a ` NOT NTS USED Rev Date Issue Tukwila Fire Station 52 Project No. 224-17-01 Designed by Drawn by Checked by SWP CRL MJS 1932 First Ave, L D Suite 5.12111 F. 206.973.5344 engineering pllc www.lpdengineering.com 02019 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. RELIMINARY ITT FOR ONSTRUCTION JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 Sheet Title TESC AND DEMOLITION DETAILS Sheet C1.2 ARCHITECTS + URBAN DESIGNERS D z 52lesc and demo dekils.dwg con% 6/J/2019 J. -e, a 81 CITY OF TUKWILA GRADING AND EROSION CONTROL NOTES CITY OF TUKWILA GENERAL NOTES CITY OF TUKWILA CONSTRUCTION NOTES CONSTRUCTION NOISE NOTES 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES, ESTABLISH THE CLEARING LIMITS, INSTALL CONSTRUCTION ENTRANCE, AND INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN 4. ESC MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABLISHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT UGH DISTURBED AREAS, THAT WILL AIY UAN RKED OR SEVEN DAYS OR MORE. 6. FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: a. PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. b. STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. c. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. 7. FAILURE TO MAINTAIN ESC MEASURES IN ACCORDANCE WITH THE APPROVED MAINTENANCE SCHEDULE MAY RESULT IN THE WORK BEING PERFORMED AT THE DIRECTION OF THE DIRECTOR AND ASSESSED AS A LIEN AGAINST THE PROPERTY WHERE SUCH FACILITIES ARE LOCATED. 8. DURING THE LIFE OF THE PROJECT, THE PERMITTEE SHALL MAINTAIN IN GOOD CONDITION AND PROMPTLY REPAIR, RESTORE, OR REPLACE ALL GRADE SURFACES; WALLS, DRAINS, DAMS, STRUCTURES, VEGETATION, EROSION AND SEDIMENT CONTROL MEASURES, AND OTHER PROTECTIVE DEVICES IN ACCORDANCE WITH APPROVED PLANS. 9. THE PERMITTEE SHALL MONITOR THE DOWNSTREAM DRAINAGE FEATURES, AND SHALL, WITH THE DIRECTOR'S APPROVAL, REMOVE ALL SEDIMENT DEPOSITION RESULTING FROM PROJECT -RELATED WORK. 10. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS AND SPECIFICATIONS AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. 11. AS THE FIRST ORDER OF BUSINESS, THE PERMITTEE SHALL INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES PER THE ESC AND SHALL INSTALL THE DOWNSTREAM TEMPORARY ESC MEASURES BEFORE ANY SITE DISTURBANCE OCCURS. BEFORE THE TEMPORARY MEASURES ARE REMOVED, INSTALL AND ESTABLISH THE UPSTREAM PERMANENT ESC MEASURES. 12. THE PERMITTEE SHALL AT ALL TIMES PROTECT SENSITIVE AREAS, THEIR BUFFERS, AND ADJACENT PRIVATE PROPERTIES AND PUBLIC RIGHTS -OF -WAY OR EASEMENTS FROM DAMAGE DURING GRADING OPERATIONS. THE PERMITTEE SHALL RESTORE, TO THE STANDARDS IN EFFECT AT THE TIME OF THE ISSUANCE OF THE PERMIT, SENSITIVE AREAS, THEIR BUFFERS, AND PUBLIC AND PRIVATE PROPERTIES AND IMPROVEMENTS DAMAGED BY THE PERMITTEE'S OPERATIONS. 13. PERMITTEE SHALL ARRANGE FOR AND COMPLY WITH THE FOLLOWING: a. NOTIFY THE PUBLIC WORKS DEPARTMENT WITHIN 48 HOURS FOLLOWING INSTALLATION OF ESC MEASURES. b. OBTAIN PERMISSION IN WRITING FROM THE PUBLIC WORKS DEPARTMENT PRIOR TO MODIFYING THE ESC PLAN. c. MAINTAIN ALL ROAD DRAINAGE SYSTEMS, STORM WATER DRAINAGE SYSTEMS, CONTROL MEASURES AND OTHER FACILITIES AS IDENTIFIED IN THE ESC PLAN. d. REPAIR ANY SILTATION OR EROSION DAMAGES TO ADJOINING PROPERTIES AND DRAINAGE FACILITIES. e. INSPECT ACCORDING TO THE APPROVED ESC INSPECTION SCHEDULE AND MAKE NEEDED REPAIRS IMMEDIATELY. NTS GRADING AND EROSION CONTROL NOTES 0 1. LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. 2. AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK, NOTIFY THE UTILITIES INSPECTOR AT 206-433-0179. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CALLING 206-433-0179. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE -APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. 10. PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. 11. ALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. HORIZONTAL DATUM SHALL BE WASHINGTON STATE (GRID) COORDINATES, NORTH ZONE, USING NAD 83/91 SURVEY CONTROL AND TIED TO ANY TWO CITY OF TUKWILA HORIZONTAL CONTROL MONUMENTS. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. 12. REPLACE OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. 13. RETAIN, REPLACE OR RESTORE EXISTING VEGETATION IN RIGHTS -OF -WAY, EASEMENTS, AND ACCESS TRACTS. NTSNTS GENERAL NOTES 6 1. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS, SPECIFICATIONS, AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. PERMITTEE SHALL APPLY FOR A REVISION FOR ANY WORK NOT ACCORDING TO THE APPROVED PLANS. 2. PERMITTEE/CONTRACTOR SHALL ARRANGE A PRECONSTRUCTION CONFERENCE WITH THE CITY'S INSPECTOR(S) AND CITY'S URBAN ENVIRONMENTALIST (ANDREA.CUMMINS@TUKWILAWA.GOV) PRIOR TO BEGINNING ANY WORK. 3. WORK IN ROADWAYS a. ALL WORK IN ROADWAYS SHALL MEET TMC 11 AND THE FOLLOWING: b. PRIOR TO ANY ACTIVITY IN CITY RIGHT-OF-WAY, THE PERMITTEE SHALL PROVIDE THE CITY A TRAFFIC CONTROL PLAN FOR REVIEW AND APPROVAL. THE TRAFFIC CONTROL PLAN SHALL INCLUDE THE LOCATION, ADDRESS AND DESCRIPTION OF TRAFFIC FLOW DURING THE WORK AND SHALL MEET MUTCD REQUIREMENTS. c. ALL WORK REQUIRING LANE CLOSURES MUST BE BY PERMIT ONLY. FROM THE THIRD THURSDAY IN NOVEMBER TO THE FOLLOWING JANUARY 2ND, THE DIRECTOR DOES NOT ALLOW LANE CLOSURES IN THE TUKWILA URBAN CENTER. d. FIRE, PEDESTRIAN, AND VEHICULAR ACCESS TO BUILDINGS SHALL BE MAINTAINED AT ALL TIMES, EXCEPT WHEN PERMITTEE HAS PERMISSION FROM THE BUILDING OWNER AND THE DIRECTOR TO CLOSE AN ACCESS. e. ALL ROADWAYS SHALL BE KEPT FREE OF DIRT AND DEBRIS USING STREET SWEEPERS. USE OF WATER TRUCKS FOR CLEANING ROADWAYS REQUIRES PREAPPROVAL FROM THE DIRECTOR. f. INSTALL STEEL PLATES OVER ANY TRENCH, AT ANY TIME WORK IS STOPPED AND THE TRENCH IS LEFT OPEN. NTS CONSTRUCTION NOTES 1. FOR ALL COMMERCIAL, MULTI -FAMILY, AND NEW SINGLE-FAMILY HOMES, CONSTRUCTION -RELATED NOISE IS ALLOWED: 7 AM TO 8 PM MON-FRI 9 AM TO 8 PM SAT, WORK ON THIS DAY IS BY CITY PERMISSION ONLY NO WORK SHALL BE PERMITTED ON SUNDAY. NO DELIVERIES SHALL BE SCHEDULED PRIOR TO 7:00 AM OR AFTER 6:00 PM. 2. CONSTRUCTION -RELATED NOISE IS NOT ALLOWED OUTSIDE OF ALLOWABLE HOURS, LEGAL HOLIDAYS, OR SUNDAYS. NTS 4. CONSTRUCTION NOISE NOTES �- STREET REET SWEEPING NOTES DUST SUPPRESSION NOTES 1. CONTRACTOR SHALL IMMEDIATELY SWEEP THE PAVED CITY RIGHT-OF-WAY WHEN DIRT OR OTHER CONSTRUCTION RELATED DEBRIS IS DEPOSITED. STREET SWEEPING NOTES 7 1. DUST FROM CLEARING, GRADING, AND OTHER CONSTRUCTION ACTIVITIES SHALL BE MINIMIZED AT ALL TIMES. 2. IMPERVIOUS SURFACES ON OR NEAR THE CONSTRUCTION AREA SHALL BE SWEPT, VACUUMED, OR OTHERWISE MAINTAINED TO SUPPRESS DUST ENTRAINMENT. 3. ANY DUST SUPPRESSANTS USED SHALL BE APPROVED BY THE CITY OF RENTON. PETROCHEMICAL DUST SUPPRESSANTS ARE PROHIBITED. WATERING THE SITE TO SUPPRESS DUST IS ALSO PROHIBITED UNLESS IT CAN BE DONE IN A WAY THAT KEEPS SEDIMENT OUT OF THE PUBLIC DRAINAGE SYSTEM. NTS 8 DUST SUPPRESSION NOTES CITY OF TUKWILA SWPPS AND SPILL PLAN NOTES MOBILIZATION/STOCKPILE AREA NOTES APPROVED JUN 26 2019 City at Tukwila PUBLIC Works M RECEIVED CITY OF TUKWILA JUN 04 2019 PERMIT CENTER /6:1" +� 1 NOT USED 1 2 1. NO HAZARDOUS LIQUID PRODUCTS, INCLUDING BUT NOT LIMITED TO PETROLEUM 7. TRUCK WASHOUT SHALL NOT BE ALLOWED ON SITE. THE CONTRACTOR SHALL PROVIDE PRODUCTS, FUEL, SOLVENTS, DETERGENTS, PAINT, PESTICIDES, CONCRETE ADMIXTURES TRUCK WASHOUT OFF -SITE AT AN APPROVED AND LEGAL LOCATION. AND FORM OILS SHALL BE STORED ON -SITE WITHOUT PRIOR APPROVAL IF REQUESTED, THE CONTRACTOR SHALL PROVIDE FOR SPILL CONTAINMENT IN ACCORDANCE WITH CITY 8. CONTRACTOR SHALL PROVIDE TO THE OWNER'S REPRESENTATIVE AND THE CITY THE OF BOTHELL REQUIREMENTS. CONTRACTOR SHALL PROVIDE A UST OF THE TYPES AND LOCATION OF SPILL RESPONSE MATERIALS. CONTRACTOR WILL ALSO IDENTIFY DISPOSAL SIZES OF LIQUIDS THAT WILL BE STORED/HANDLED ON SITE. CONTRACTOR WILL ALSO METHODS FOR CONTAMINATED WATER AND SOIL AFTER A SPILL. SHOW THE PROPOSED LOCATION FOR STORAGE ON A PROJECT SITE PLAN AND WILL PROVIDE A PROPOSED METHOD OF SECONDARY CONTAINMENT. THE OWNER'S 9. THE CONTRACTOR SHALL PROVIDE A REPORT TO THE OWNER'S REPRESENTATIVE AND REPRESENTATIVE AND THE CITY SHALL REVIEW AND APPROVE THE PLAN PRIOR TO THE CITY IDENTIFYING THE PERSONNEL RESPONSIBLE FOR POLLUTION PREVENTION, STORAGE. INCLUDING CONTACT INFORMATION, AND CLEARLY LISTING THE RESPONSIBILITIES OF 2. CONSTRUCTION WASTE SHALL BE PROMPTLY REMOVED FROM THE SITE AND SHALL NOT THESE PERSONNEL. BE STOCKPILED. 10. THE CONTRACTOR SHALL PROVIDE A DESCRIPTION OF THE PROCEDURES TO BE USED 3. NO STATIONARY FUEL TANKS SHALL BE ALLOWED. IN MONITORING THE POLLUTION PREVENTION BMPS AND RESPONDING TO A BMP THAT 4. FUELING OF CONSTRUCTION EQUIPMENT SHALL BE A MOBILE FUEL TRUCK AND SHALL NEEDS ATTENTION, INCLUDING RECORD KEEPING. BE ALLOWED ONLY IN PAVED AREAS. CONTRACTOR SHALL PROVIDE A PLAN FOR 11. THE CONTRACTOR SHALL PROVIDE A REPORT TO THE OWNER'S REPRESENTATIVE AND FUELING AREA SPILL CONTAINMENT TO THE OWNER'S REPRESENTATIVE AND THE CITY THE CITY IDENTIFYING THE PERSONNEL RESPONSIBLE FOR SPILL PREVENTION, WITH A PROPOSED METHOD OF SECONDARY CONTAINMENT. THE OWNER'S INCLUDING CONTACT INFORMATION, AND CLEARLY LISTING THE RESPONSIBILITIES OF REPRESENTATIVE AND THE CITY, SHALL REVIEW AND APPROVE THE PLAN PRIOR TO THESE PERSONNEL. FUELING. ALL SPILLS, CONTAINMENT, AND CLEAN UP SHALL BE THE CONTRACTOR'S RESPONSIBILITY AND AT THEIR OWN EXPENSE. 12. THE CONTRACTOR SHALL ALSO PROVIDE A DESCRIPTION OF THE PROCEDURES TO BE 5. FUELING OF CONSTRUCTION EQUIPMENT SHALL ONLY BE ALLOWED DURING DAYLIGHT USED IN MONITORING THE SPILL PREVENTION BMPS AND RESPONDING TO A SPILL HOURS. INCIDENT, INCLUDING RECORD KEEPING. 6. THE CONTRACTOR SHALL REMOVE FROM THE SITE ALL EQUIPMENT THAT REQUIRES SIGNIFICANT REPAIR. MINOR REPAIRS OR MAINTENANCE MAY BE ALLOWED ON SITE IN AN APPROVED AREA. THE CONTRACTOR SHALL SUBMIT A PLAN FOR THE PROPOSED LOCATION OF VEHICLE MAINTENANCE AND REPAIR AND SHALL INDICATE THE PROPOSED METHOD OF CONTAINMENT FOR POSSIBLE LEAKING VEHICLE FLUIDS. THE CONTRACTOR{f/ SHALL ALSO PROVIDE A PLAN TO THE OWNER'S REPRESENTATIVE AND THE CITY FOR THE COLLECTION, STORAGE, AND DISPOSAL OF VEHICLE FLUIDS. THE OWNER'S NTS 1 CITY SHALL REVIEW AND APPROVE PLAN PRIOR TO ANY SWPPS AND SPILL PLAN NOTES 1 O ON SITE MAINTENANCE. SWPPS 1. ANY EXCAVATEDWITHIN MATERIALEIREMOVED FROM THE INCONSTRUCTION COMPLIANCE SITE WITHTD DEPOSITED ON PROPERTY THE CITY LIMITS MUST BE DONE NA VALID CLEARING GRADING PERMIT.MUSTLOCATIONS FORBTHE CITY INSPECTORAAREA AND STOCKPILED MATERIAL Y DUMPING.BE APPROVED BY THE CITY AT LEAST 24 HOURS IN ADVANCE OF ANY 2. HAULING HOURS WITHIN THE RIGHT-OF-WAY ARE RESTRICTED TO MON-FRI 8:30 - 3:30. 17 MOBILIZATION/STOCKPILE AREA NOTES 1 1 Rev Date Issue Tukwila Fire Station 52 Project No. 224-17-01 Designed by Drawn by Checked by SWP CRL MJS 1932 First Ave, Suite 201, Seale, 1,WA 90101 p. 206.725.1211 f. 206.973.5344 engineering pllc www.lpdengineering.mm © 2019 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 Sheet Title TESC AND DEMOLITION NOTES Sheet C1.3 W engleeeling pliciprojectslweinstein oultehrila fire station 52idesigelsheetsitekirlla_fs52,sinding.chrg cod/ 6/3/2019 3:07 P41 WE IS 0.4' -\ OF PROP COR /it 6'CLF WF IS 0.7' W OF PROP COR 2.0'( 0 in cN SD 41, CB TYPE 1 C2.8 W/ SOLID LID RIM 111.50 IE 106.50 (12" N) IN IE 106.50 (12" S) OUT _/ i•/ v1 r, • ,T:>& // / / J, / / (-7..... / / / / //,:\ ,i91/411r,-,,,.., / .7/ //: ' ' / -;-:7- / / 0 71;1 // ,---.,/--' , ....5,_,-t ,,, ,„„,,,, I. ,,,-. - ,-- -./ ,,,•,-,:_--._ '-------,---- \\-\11//y/ r-/- _ --_,, z )----, - >'• ' / 1 \ WALL #1 (AUGERCAST WITH SHOT CRETE) 4' W F .QP„, „.. ---- :31 --/ L._ .2-. ...-„.... ---, / /. / / 41 : '7116- 4=-11-4- ---: - --- ,T-05 - - - .:.,. ---- I-- li--------1 37-- e---11124- - ..,...,_ ..._. 1 - --- -----1-- - 11- - - - - j- -, ,/.1 --, -, l -,.. 1 / -, -- \ \\P-,,I ' \ ',, 1 At 1---7 c - - - - RIM=126.10 8"CP(E) -120.65 07 1 / 1 / 1 (1 .1"/ / [/ 1P.S. I //1. SDII7 CE3 TYPE 1 RIM 110.16 IE 106.45 (8" N) IN IE 106.45 (8" E) OUT EX CB - TYPE 2 - 48" RIM 125.9 (R) IE 120.9 (12" N) IE 120.9 (24" IE 120.9 (12" SE) - PLUG IE 120.9 (12" - INSTALL 23 LF 12" SD CD 62.6% FG 122 I 'I TEMPORARY 4" FOOTING CONSTRUCTION DRAIN, i EASEMENT -.' WF MEANDERS ALONG P 7 / / .7 / / / / / / --- 7 7 / / / _, -- ,-- / / / j 7 / / r ___,,,,,,, ..-- REBAR SD15, CB TYPE 1 W/ SOLID LID RIM 109.90 IE 107.23 (EX 8" N) IN IE 107.23 (8" E) OUT 02.8' IW 1167 / 1137 ‘sw 110.6 (5.673.1 1.0 113.2 (AUGERCAST !MTH :;:di SHOT :cF0E),,: <!E:107:8 8 • CUT H • , A02.10' IE .o7.9,a- 6 ,E. ,-/71 -/ / "S% ii© 2.0%/MIN .7 / ' 9 LF 6" SIT 35 LF 8/ 02.0% MIN 7 AREA DRAIN .77 a'. 57 LF 6" SD IE 107f75 8 /11? ..., / " ' / IN FF/111.00 RIM 110.64 /IE 107.75 8" Ss OUT 7\, / / SD3_____/CB TYPE/ 2-48' /' ''. i 9 2.0% MIN W/ SOLF LID / RIM ,41 09.90 / --// - - \ IE 1103.50\, (12" W) IN/E:- 132 LE 12" SlY \ 3\ IELF /i603/.s5,0D1 (12" NE)/OUT / @ 2%; ,MIN / // / ... ... / / 65 LF 8" SD CONCRETE - WALL #9 //' z - "// 63 LF elf SD / 7 SD48, CB TYPE 1 C2.8 RIM 109.56 IE 105.80 (8" W) IN IE 105.80 (8" E) OUT / I 111/ / 48 LF 8" SD @ 1.0% f 80*24, AREA ,...6DRA1745.14 ss • SE) OUT GE 110.7 • 44) : • • SNP*. SDO 02.10 IE 10• • C2.8 / -- RIM 109.40 / /-- IE 105.34 8" W) IN '---/ IE 105.34 8" E) OUT / / / 7 / H .„., / / --r_, -- uoj,1( // / z - / 7 7 N 7 \.'5 / / / \ _ / / 7 7 -----7 0.31920: 9 H 8.5 __14:FDc- 1 .; - SD19, CEi TYPE 1 n I. co/mab / WALL #7/ I / FG 99.00 BLOCK / / SDI10, CB 1 T11 1 C2.8 RIM 108.04 IE 104.74 SWIN IE 102.97 8" NE)IN IE 102.97 12" SE) OUT 1 9 LLJ 1 1 BLOCK WALL #5 BLOCK WALL #6 (ALTERNATE 2) CIP CONCRETE STAIRS (ALTERNATE 2) APPROVED JUN 26 2019 City of Tukwila PUBLIC Works 0114/rk dr ri=z7 /2-k4L,n,L G,J7/ /00.3(sSDC00 FDCO 0 DS• 20 ir LEGEND 0 10 20 40 Scale r=2a -237- - - - - 231 60.0 FF 78.0 PROPERTY LINE EX CONTOUR (INDEX) EX CONTOUR PROPOSED CONTOUR (INDEX) PROPOSED CONTOUR SPOT ELEVATION FINISHED FLOOR ELEVATION PROPOSED BUILDING CONCRLIL PAVEMENT HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT (AC) PAVEME SITE WALL VERTICAL CURB CURB AND GUTTER TRENCH DRAIN CATCH BASIN TYPE 1 0 CATCH BASIN TYPE 2 STORM DRAINAGE PIPE STORM DRAIN CLEANOUT FOOTING DRAIN CLEANOUT DOWNSPOUTS ss SIDE SEWER PIPE SEWER CLEANOUT SIDE SEWER CONNECTION CD SSMH . ...BOLLARD -1FIRE HYDRANT WATER FITTINGS w WATER SERVICE LINES WATER METER WATER SERVICE LINES FIRE SERVICE LINE Li FIRE SERVICE VAULT FIRE SERVICE CONNECTION nEcEtvEo CITY OF TUKWILA JUN 04 2019 ee), PERMIT CENTER Call 3 Working Days Before You DIG! 070 1-800-424-5555 Rev Date Issue Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS • 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 1. 206.973.5344 engineering pllc wwwipdengineering.com ©2019 LPD Engineering pllc - These documents have been prepared specifically for the above named projed. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. rPRELIMINARY NOT FOR CONSTRUCTION JURISDICTIONAL APPROVAL. STAMP Issue Date PHASE 1 PERMIT 06/03/19 Sheet Title GRADING AND DRAINAGE PLAN Sheet C2.0 z 0 LU z w w Lt. O N U w CO W grading dwg can% 6/J/2019 J.08 PM 0 ngineenng pllciprojec ti i I I I I I s I I i i i -74 LF 8" SD ® 2.3% -58 LF 8" SD 0 2% MIN SD113, SDCO RIM 110.80 IE 108.80 (8" SE) OUT SD1'12, CB TYPE 1 RIM 107.80 IE 105.13 (8" NW) IN IE 105.13 (8" SE) OUT SD16, CB TYPE 1 W/ SOLID LID RIM 108.20 IE 105.53 (8" E) IN IE 105.53 (8" S) OUT WF MEANDERS ALONG PL 2. C2.8 45 LF 8" SD 0 2.9% _/ < g y 22L� �g5/_/ �\ L001Z 7 / - 9 _- J. \A CS i ja - - /„4"./.7-1 / ez - SD#16, MODULAR WETLAND SYSTEM /DIMENSIONS: 8'X8' C2�1 RIM 106.00 IE 102.83 (12" NW) IN IE 99.50 (12" NE) OUT 13 LF 12" SD ® 1.0% C28 SD#4, CB TYPE 2-48' SSMH RIM=105.74 C.O.C.=98.4 6"PVC(N),8"CONC(W),8"CONC(E) 27 LF 8" DIP © 2.0% MIN r� .mersrn mem Tar latter 14 LF 12" SD' 1:2%.-10-4)- 1I;/ CeESS 104il /".89/ IF 8" SD 54 LF 12" SD .9% V CO 0.8% - \ 39 LF 12" SD 0 0.5% MIN \ _ 1 -FILL EX POND REGRADE - 4 - - FOR LANDSCAPE CB(R)\ \ EX CB`` (R) \\ ` RIM 196.39 j„,„ 1E190.19 (12" SE) IN \ IE 90.04 (12" SW) OUT - \ ONNEGT40- EX SD SD*119, SDCO RIM 104.50 IE 98.00 (8" SE) OUT C2.10 SD#20, CB TYPE 1 RIM 97.50 IE 96.00 (8" N) IN IE 96.00 (8" S) OUT `SD#17 CB TYPE 2 - _ -RIM -95.0 Cv.8 -IE 89.88 (12" E) IN -,IE-89:88 12" NW) OUT SD #23, DETENTION VAULT 60'x48'x7' 11q� (SEE SHEET 2.4) C2.110 TEMP CONSTRUCTION EASEMENT (725SF) T WF IS 0.5' TW 95.7 N OF PL TW 97.6 BW 90.6 TW 94.3 99.9 BW 91.4 (5.1') BW 90.0 93.9 (6.2) (4.3') 0') 4 8819' 4W ,vIre 76'� (4.8)A`�✓-1' - - ‘PW't'e '� 1W 6s.7\ / I. •' 1 1 \ \ \ 1, t 1 l (2.3) 586.2 ( ) SDI Mt� RIM=99.E(56 W) BEE =92.761112"P12"PE(E) WALLLOCK #4 BOTTOM=90.96 TEMP CONSTRUCTION EASEMENT SD#22, CB TYPE 1 RIM 95.00 IE 93.59 (8" E) IN IE 93.59 (12" S) OUT 28LF8"SD03.3% MUNICIPAL COURT CITY HALL POLICE SIGN POST R M=75.40 CONNECT TO EX SDMH RIM=97.24 IE 93.11 8.44 12"CMP(E) .$9 12"PVC(W) .- =DSZ4 SD121, MODULAR t o WETLAND SYSTEM czL 1 DIMENSIONS: 4'X4' RIM 99.00 IE 95.8 (8" N) IN IE 94.50 (8" E) OUT DRAINAGE MAINTENANCE ACCESS EASEMENT TEMP GRADING EASEMENT EX CB (R) RIM 94.65 IE 91.05 (12" N) IN IE 90.97 (12" NW) OUT \ DRAINAGE EASEMENT \ \\ l FOUND 1 �" BRASS Disc IN CASE W/ PUNCH DOWN 0.8' 8 STORM DRAINAGE SD# DESCRIPTION REFERENCE SD#4 CB TYPE 2-48" W/ SOLID LID RIM 106.90 IE 104.23 (8" N) IN IE 94.50 (12" SW) IN IE 94.50 (12" E) OUT C2 SD#11 CB TYPE 1 RIM 106.43 IE 103.76 (8" NW) IN IE 103.76 (8" SE) OUT c2•$ SD#18 ACCESS RISER OW OCONTROL STRUCTURE R M iLO IE 88.44 (8" SE) OUT %- - SD#24 SDCO IE 106.31 (8" SE) OUT N /A APPROVED JUN 26 2019 city of Tukwila PUBLIC Works okivk 20 0 10 20 40 Scale r=20' LEGEND SDCO FDCO OS* PROPERTY LINE EX CONTOUR (INDEX) EX CONTOUR PROPOSED CONTOUR (INDEX) PROPOSED CONTOUR SPOT ELEVATION FINISHED FLOOR ELEVATION PROPOSED BUILDING CONCRETE PAVEMENT HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT (AC) PAVEME SITE WALL VERTICAL CURB CURB AND GUTTER TRENCH DRAIN CATCH BASIN TYPE 1 CATCH BASIN TYPE 2 STORM DRAINAGE PIPE STORM DRAIN CLEANOUT FOOTING DRAIN CLEANOUT DOWNSPOUTS SIDE SEWER PIPE SEWER CLEANOUT SIDE SEWER CONNECTION SSMH • BOLLARD FIRE HYDRANT WATER FITTINGS WATER SERVICE UNES WATER METER WATER SERVICE UNES FIRE SERVICE LINE FIRE SERVICE VAULT FIRE SERVICE CONNECTION RECEIVED CITY OF TUKWILA JUN 04 2019 PERMIT CENTER CaII 3 Working Days Before . You DIG! a 1-800-424-5 Cl Rev Date Issue Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206.973.5344 engineering pllc vininylpdenglseering.com 02019 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 06/03/19 Sheet Title GRADING AND DRAINAGE PLAN Sheet C2.1 ARCHITECTS + URBAN DESIGNERS fs52_dnveway pra6/e.dwg con/ 6/3/2019 3.91 PM a Q 0 a° 42 ti 120 110 90 85 120 PVC.' STA 10'0 4:00 PVI ELEV:9900 120 • K:1.54 LVC:20:82 110 105 95 90 EG 98.64 000 I ryd PVI I STA:10+67.00 PV.I ELEY:94.07: K:1.18 LVC:15:27 .. 0 0.J } m CL FS 52 DRIVEWAY c3coo') ++o) OIN II 1Ir -J ut J } U < -> _1 ft oo U EXISTING : GRADE 110 Lo at 0 yrcn 1- Y 0 tL 10i-00 co co O 0 w CO 03 03 O) C9 c0 N O) 0 0 V1 N O) 0 PROPOSED GRADE U li 11+00 11+20 COWLITZ TRIBE DRIVEWAY PROFILE SCALE 1 "=20' H 1 "=5' V PVI- STA:51+50.00 95 90 120 EXISTING GRADE EDGE OF BLDG FS52 P.VI ELEV:107.86 K•6,06 VC:60.00 ' PROPOSED cotii GRADE m Og N 0, O Lb O CD CD co Li_ W 50+00 0 0 W 0� 0 W b 00 O N EXISTING GRADE ® CL — PROPOSED GRADE ® CL 6) O 0 m O CO 0 O 0 0 0 O O W W 51+00 to O 0 si si O W 0 W C9 CO N O 0 52+00 ROAD ACCESS PROFILE SCALE 1 "=20' H 1 "=5' V O r CL COWLITZ INDIAN TRIBE DRIVEWAY 1' MAX RISE IN 30' PER KING COUNTY ROAD STANDARDS (KCRS) 2.10 C O a, m VI STA:53+22.00 VI• ELEV:87.2 K 4.61 V0:50.00 0 W 53+00 m 0 W CL ROW 65TH AVE S 115 110 GUTTER FLOWLINE ON 65TH AVE 1- O com O) co 0 W CID 95 0 co 0 W on on co m 0 w 0 ro m 0 W 54+00 90 85 /9-0 RECEIVE[) CITY OF TUKWILA JUN 04 2019 PERMIT CENTER Call 3 Working Days Before You DIG! oS` 1)40 1-800- 4-5555 ( EL/ Rev Date Issue Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 ,.. f. 206.973.5344 engineering pllc www.lpdengineering.com © 2019 LPD Engineering pllc - These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 06/03/19 DRIVEWAY PROFILE C2.2 ARCHITECTS+ URBAN DESIGNERS WEINSTEINA+U 130 SEE SECTION B SHEET C2.4 125 120 115 110 L J 105 100 95 90 85 signI sheets) tokwilr_tsSZdrrvewoy proh7e.dwg con/ 6/3/2019 3.1 h 4 -/slIdoloIlpd engineering pllcIpmjects SD #:1 CB TYPE 1 RIM 111.50; IE 106.50 (12" N) IN 1 146 LF 12" SD ® 1.0% E 106.50 (12" S) OUT SD #2 CB TYPE 2;48" RIM 111.50 IE 105.00 (12" N) IN IE 105.00 (12" E) OUT 0 0 .. RSimD #3 CB'IYPE 2-48" IE 103.50 (12" W) IN IE 103.50 (12" NE) OUT EX SDMH 1 RIM 125.90 IE 120.90 (12" S) OUT: 0 0 99+80 100+00 1 1 W n 161 LF12"SD®5.6% 0 N 0 0 W W 0 0 W 0 0 11 0 W 0) t0 0 0 L 101+00 O 0 U' W 0 W tri 0 0 W 0 L 0 W 0 102+00 N 0 W 0, O 0) e0 O O 0 W N 0 0 r? O M O rn Lci O 0 O N O 0 125 4I m ' Q 1 w w co , 0 Or O ; C7 Z• TJ ' i I— I �I 1 120 8" SD 8" SD '00 0 100 O ao O 0 O W SD #4 CB TYPE 2-48 RIM .107.75 IE 94.50 (12" SW) IN IE 104.23 (8" N) IN IE 94.50 (12" E) OUT 0 W O 114LF12"SD® 1.2% EX SDMH 2 RIM 99.38 IE 93.11 (12" W) IN rD CO 0) 0 W .0 W w 0 106+00 w t0i 106+40 115 95 90 85 1 0 W 0 0 W 103+00 N 0) 0 u_ 0 W STORM BYPASS PROFILE SCALE 1 "=20' H 1 "=5' V 0 to 03 O 0 W RECEIVED CITY OF TUKWILA JUN 04 2019 PERMIT CENTER CaII 3 Working Days Before . You DIG! 1-800-4 —5555 Rev Date Issue Tukwila Fire Station 52 Project No. 224-17-01 Designed by Drawn by Checked by SWP CRL MJS 0 r� 0 1932 First Ave, Suite 201, Seattle, WA 96101 p. 206.725.1211 f. 206.973.5344 engineering pllc www.Ipdengineering.com © 2019 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. PRELIMINARY NOT FOR ONSTRUCTION JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 06/03/19 STORM PROFILE C2.3 FOR REFERENCE ON 3 ns.dwy con% 6/J/2019 J 15 PM eels 1 takwi/a_ts5Zs I l /pd-lslldotollpd engineering pllclpj 130 125 120 115 110 105 100 95 90 EX SSMH RIM 126.10 IE 120.65 24 LF 8" DIP @ 65% (C/C) (16 LF 8" DIP @ 98%) .I. W 9 1 25.7 WALL #1 REAR APRON 45° BEND AUGERCAST PILE WITH LAGGING & SHOT—CRETE FACING W Q' ce:(NI i0 LL 1-5 co 4" 0 FOOTING DRAIN— N (Cru i- N W 0 SS 4t6 TYPE 2-48"- RIM 112.5 IE 105.0 (SEE PROFILE) 0 10 W iW 1+00 130 125 120 115 110 105 100 95 90 SECTION A SCALE: 1" = 5'V ; 1" = 10'H 135 135 125 120 -FENCE PER TW 126 5 WALL #1 115 110 105 100 95 EX SD, CB TYPE 2-48°- RIM 125.90 IE 120.9 23LF 12" DIP @ 63% (C/C) (18LF 12"DIP @ 80%) 125 REAR APRON 120 AUGERCAST PILE WITH LAGGING & SHOT—CRETE FACING EL 111.5 115 6 a'd' c+ji,_ N':N N..— ir SD#1, CB TYPE 1- RIM 111.5 IE 106.5 4" 4 FOOTING DRAIN 110 105 100 U` U' W:LL W !le 1+00 95 SECTION B SCALE: 1" = 5'V ; 1" = 10'H 135 130 125 120 110 105 100 Rio W ;LL AUGER CAST PILE & LAGGING WITH SHOT—CRETE FACING PER STRUCTURAL 0i0 w;La. 0+00 wL0L 0 w IL: 0o 1 EL 110.9 u'i;d- NN N;N 0 ko EL 25.70. REAR APRON 4"0 FOOTING DRAIN......:........:Ka it, ......... N fiat, 010 N ;>r 1 ) 0P CJ 0 L7 €C� W LW Lv 1+00 135 130 125 120 115 105 100 SECTION C SCALE: 1" = 5'V ; 1" = 10'H 135 135 130 125 120 115 110 105 0 (0 wIL_ 100 GRADE TO DRAIN AUGER CAST PILE & LAGGING WITH SHOT—CRETE FACING PER STRUCTURAL WL. W 4" 0 FOOTING DRAIN 125 120 115 110 105 id10L 1+00 100 RECEIVED) CITY OF TUKWILA JUN042019 / PERMIT CENTER (0 ° SECTION D SCALE: 1" = 5'V ; 1" = 10'H CaII 3 Working Days Before . You DIG! 1-800-424-5555 Rev Date Issue Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Seatte�/� 1, Seattle,,WA 98101 p. 206.725.1211 I. 206.973.5344 engineering pllc www.Ipdengineering.com © 2019 LED Engineering pllc - These documents have been prepared specifically for the above named project, They are not suitable for use an other projects or in other locations without the approval and participation of the Engineer. PRELIMINARY NOT FOR CONSTRUCTIO JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 Sheet Title SECTIONS Sheet C2.4 ffrA ARCHITECTS + URBAN DESIGNERS D Z LJ 3 onsdwg ron7 6/J/1019 J.'16 auI(ukwila fire stollen 511design (sheet I Ilpd-tsl l dote llpd engine 125 125 115 .0)':N L 0i0 W ILL. 4" 0 FOOTING DRAIN FRONT APRON WALL #2 PER STRUCTURA 0i0 W L1 00 W!ti 1+00 120 115 110 105 SECTION E SCALE: 1" = 5'V ; 1" = 10'H 105 100 95 90 85 80 Wit TEMP SLOPE OR — .. TW SHORING TO PROTECT NEIGHBORING PROPERTY ■ CD. W.W EX 8" SS IE 89.82 0 0 W;W WALL #3 4" 0 FOOTING DRAIN L, 0 01 I;rr 01'c0 010 Wit., — 0:r on .0 4o is 00 0i0 W Sti W its_ EX 12" SD IE 86.94 N m 0 1+00 WALL #4 FOOTING DRAIN 00 W:W 00 WW 0:,0 W LI- 105 100 95 90 85 80 SECTION F SCALE: 1" = 5'V ; 1" = 10'H 115 115 110 105 95 90 85 80 0 10 WW 1695' 4.5' CONCRETE PLAZA 24 DRIVEWAY PARKING I:PLA:NTER 5' STALL SIDEWAL WAL dN co 1.0 ,0 0i0 1. N1)') ...... O190 ;Q O r If/ 106 0 0 0+00 (0i0) 0O 0!0 00 W tY W LL. OK) 00 WiW W 01 07.44 01 0) 0 W 0) O W 01 0) 0) cis 07 0 0 PROPOSED DETENTION VAULT CC) ;04 N M N I. . . . . . . +0 010 0i h J'd- ro 0 '. • �-to i0 0 e° 01 i0 rb 10) 00 11L 0 ILL. 0I0 00 0 0' W ILL W LL. . . . .. . LLI i W I CV rD Do 0 W IOi co 01 0 W 1 0 ID co co 0 110 100 00 W1W 1+00 2+00 95 90 85 80 g--0/S f3ECFEVED CITY OF TUKWILA JUN 04 2019 PERMIT CENTER SECTION G SCALE: 1" = 5'V ; 1" = 10'H CaII 3 Working Days Before You DIG! 1-800-424-5855 Rev Date Issue Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite 0 1, Seattle, 5.1211 f. 206.973.5344 engineering pllc www.lpdengineering.com D 2019 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and parlicipadon of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 Sheet Title SECTIONS Sheet C2.5 N S T E I N A+ U ARCHITECTS + URBAN DESIGNERS cant 6/J/2019 3.16 PM Markin aul tukwi/a 1pd engineering pl/clp 120 120 110 105 100 95 0 0 90 5' SIDEWALK 00 NiaD <3 i. 0 10 W:W 0-F00 CONCR :SIDEWALK : :3:0% <............................................ 24 •DRIVEWAY; @ 4.0% odu; ;r') 0 0 W.0 ;r7 ...... 'Do 0 N O 0 N N p Ni0 old 00 26;7.9..'..::CONCRETE ........ WALKWAY ©: :4:2% 0 W r'3 0 --o 0 0 W 0 0 0 0 4" FOOTING DRAIN— R. TW 108:7 0 wi GUARDRAIL PER LANDSCAPE WALL #7 h l0 a 0 WI 1+00 01 W! 0 ;0 w;w 0 0 ww 110 105 100 95 90 SECTION H SCALE: 1" = 5'V ; 1" = 10'H 125 120 115 105 W Pi 100 REAR APRON 0 LCD 00 19' PARKING STALL ......0_.....0.% EL .1.12.8 4" FOOTING DRAIN TOP OF WAL EL 115.0 WALL #9 o o c0 d' No LL CD EX BLOCK WALL 125 120 115 110 r r cci O 0 105 000 Wlw 100 SECTION I SCALE: 1" = 5'V ; 1" = 10'H 140 140 130 125 120 115 110 105 APPROXIMATE SANDSTONE PER GEOTECHNICAL REPORT EX BLOCK WALL WALL #10-"' TOP OF WALL E; 115.36 135 130 125 120 R EAR APRON 115 0 C7 W 0rq 0+00 0tn W CO N N Nl0 N IN 0 ;Q 0'0 10'0 N 0 C7 W :w 0 0 0 W:0 W Li 4" FOOTING DRAIN 1+00 105 RECEIVED) CITY OF TUKWILA JUN042019 PERMIT CENTER SECTION J SCALE: 1" = 5'V ; 1" = 10'H CaII 3 Working Days Before . You DIG! 1-800-424-8855 Rev Date Issue Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite 0 D Seattle, 101 206.7 5.121 f. 206.973.5344 engineering pllc www.lpdengineering.com © 2019 LPD Engineering pile -These documents have been prepared specirically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 06/03/19 SECTIONS C2.6 W E I N S T E I N A+ U ARCHITECTS + URBAN DESIGNERS 7a_fs52 sectians.dwg cod% 6/J/1019 J.16 PM /pd-/s/ I dojo engineering p//c 140 135 130 125 120 110 105 0 C01 WALL #1 EL 11 7.6 4" FOOTING DRAIN TW 1.1.2.86 27.7 W' 5 :36 gi co c-,�. N 1,, N IC9 N ,._ 0 i o'...... .� .(0. Lu 0i WJ 4" FOOTING DRAIN REAR APRON 140 135 130 125 120 WAL Q � c0 icy W t} 00 LI ILL. #10 SIC) W :tt. W;0 1+00 115 105 SECTION K SCALE: 1" = 5'V ; 1" = 10'H NOT USED NOT USED RECEIVED CITY OF TUK1WILA JUN 04 2019 PERMIT CENTER NOT USED CaII 3 Working Days Before You DIG! a 1-800-424-5555 Rev Date Issue Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite 0 Seattle, 5.1211 f. 206.973.5344 engineering pllc www.lpdengineering.mm ©2019 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on ou,er protects or in other locations without the approval and participation of the Engineer. a, PRELIMINARY NOT FOR CONSTRUCTIO JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 Sheet Title SECTIONS Sheet C2.7 ARCHITECTS + URBAN DESIGNERS NSTEINA+U 3 eetsllakw9a_fs52_grod and stone detai/s:dwg con? 6/3/2019 316 PA1 Ilpd-h1I data Ilpd engineering pllc I projects I Weinstein au I tukwrla fire station 52I de GENERAL STORM DRAINAGE NOTES NOTES: AND GRATE OR RING AND COVER GROUND PAVEMENT OR GROUND s• '°•FRAME Za. 1, MAXIMUM DEPTH FROM FINISHED GRADE Za,ao' TO PIPE INVERT SHALL BE 5'-0". $; 2. CATCH BASINS TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C 478 (AASHTO M \ , 1991) & ASTM C 890 UNLESS OTHERWISE �( SHOWN ON PLANS OR NOTED IN THE, STANDARD SPECIFICATIONS. 93eARHCRP 3. REBAR WELDED WIRE FABRIC HAVING 5' RISER SECTION MINIMUM AREA OF 0.12 SQUARE INCHES PER j ! : r RSERORADJUSTMENr SECTION 1. ALL LOCATIONS OF EXISTING UTILITIES AND UNDERGROUND STRUCTURES SHOWN ON THE PLANS HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. THE CONTRACTOR SHALL INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF PROPOSED IMPROVEMENTS.C. 2. THE CONTRACTOR SHALL VERIFY THE LOCATIONS AND ELEVATION OF ALL CONNECTIONS TO EXISTING SYSTEMS PRIOR TO CONSTRUCTION. 3. A SEPARATE SEWER/DRAINAGE SIDE SEWER PERMIT FROM THE DEPARTMENT OF PLANNING AND DEVELOPMENT (DPI)) IS REQUIRED. AT THE TIME OF APPLYING FOR THIS PROJECTS SIDE SEWER PERMIT, THE APPROVED DPD PLAN COVER SHEET AND DRAINAGE CONTROL PLAN SET MUST BE PRESENTED WITH THE PERMIT APPLICATION. 4. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED- DRAINAGE CONTROL PLAN ON FILE WITH DPD AND IN THE APPROVED BUILDING PERMIT PLAN SET. ANY DEVIATION FROM THE APPROVED PLANS MAY REQUIRE WRITTEN APPROVAL FROM DPD. 5. A COPY OF THE APPROVED DRAINAGE CONTROL PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION 15 IN PROGRESS. 6. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO CONSTRUCTION OF IMPERVIOUS SURFACING UNLESS OTHERWISE APPROVED BY DPD. 7. STORM DRAINS SHALL BE ONE OR MORE OF THE FOLLOWING OR AS INDICATED ON THE PLAN: A. PVC PIPE AND fIRNGS PER ASTM 3034 SDR 35 WITH RUBBER GASKET101NTS. PVC PIPE FOR PSS AND PSD SHALL BE TESTED FOR EXCESSIVE DEFLECTION WITH A MADREL PER SECTION 7-17.3 (4) OF THE SPECIFICATIONS. B. CONCRETE - ASTM C-14 CL III FOR PIPES LESS THAN 12" IN DIAMETER. C. CONCRETE - ASTM C-76 CL IV FOR PIPES 12" AND 15" IN DIAMETER. D. CONCRETE - ASTM C-76 CL III FOR PIPES 18" AND LARGER. E. HDPE - DOUBLE WALLED SMOOTH INTERIOR CORRUGATED HIGH DENSITY POLYETHYLENE PIPE. PIPE SHALL BE HANCOR HI-QOR APPROVED EQUAL AND SHALL MEET THE REQUIREMENTS OF AASHTO M252 TYPES FOR PIPE 81NCHES IN DIAMETER AND LESS, AND AASHTO M294 TYPES, FOR PIPE 12 INCHES IN DIAMETER AND GREATER- FITTINGS AND COUPLINGS FOR PIPE 8-INCHES IN DIA AND GREATER SHALL SILT TIGHT- F. DUCTILE IRON SHALL BE PER ANSI A21.51 CLASS 50 WITH PUSH ON JOINTS. FITTINGS FOR DUCTILE IRON PIPE SHALL BE PER ANSI A21.10 OR ANSIA21.53 WITH PUSON JOINTS. GLANDS ON MECHANICAL JOIN PIPE AND FITTINGS SHALL BE DUCTILE. 8. BEDDING SHALL BE CLASS B FOR ALL PIPES EXCEPT DUCTILE IRON PIPE, WHICH SHALL BE CLASS D. BEDDING MATERIAL FOR PVC PIPE AND CMP SHALL BE MINERAL AGGREGATE TYPE 22. BEDDING MATERIAL FOR PVC PIPE AND CMP SHALL BE MECHANICALLY COMPACTED TO 95% OF MAXIMUM DRY DENSITY AS MEASURED BY ASTM D-698. 9. GRAVEL FOR TRENCH BACKFILL SHALL BE NATIVE MATERIAL FREE OF ORGANICS IF IT CAN BE COMPACTED TO A FIRM AND UNYIELDING CONDITION. IF IMP0RTED MATERIAL S NEEDED, USE CITY OF SEATTLE SPECIFICATIONS TYPE 17 OR APPROVED EQUIVALENT. 10. TEES OR WYES ON NEW PIPE LESS THAN 24" DIAMETER SHALL BE PREFABRICATED. TEES ON EXISTING PIPE E ON NEW PIPE TLSAND ABOVE SHALL BE CONNECTED BY CORE DRILLING AND FLEXIBLE CONNECTION. SEE SEATTLE SPECIFICATIONS. 11. TEES, CATCH BASIN CONNECTIONS, SIDE SEWERS, AND SERVICE DRAINS SHALL BE PLACED AT A MINIMUM SLOPE OF 2% AND A MAXIMUM SLOPE OF 50%. INLET CONNECTIONS SHALL BE PLACED AT A MINIMUM SLOPE OF 5% AND A MAXIMUM SLOPE OF 50%. 12. RECONNECTION OF EXISTING CATCH BASINS SHALL INCLUDE NEW TRAPS, CONNECTION TO STORM DRAINS, AND REMOVAL OF EXISTING TRAPS. 13. WHERE A NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6 INCHES OR LESS, PROVIDE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN UTILITIES. 14. PIPE INSTALLATIONS SHALL BE IN ACCORDANCE WITH COS SPECIFICATIONS 7-01. 15. THE FOOTING DRAINAGE SYSTEM/FOUNDATION DRAINAGE SYSTEM AND THE ROOF DOWNSPOUT SYSTEM SHALL NOT BE INTERCONNECTED UNLESS SUCH CONNECTION IS AT LEAST 1 FOOT BELOW THE FOOTING DRAINAGE SYSTEM/FOUNDATION DRAINAGE SYSTEM AND DOWN SLOPE OF THE BUILDING FOUNDATION. 16. SERVICE DRAINS AND SIDE SEWERS SHALL NOT BE BACKFILLED UNTIL THE PIPE HAS BEEN INSPECTED AND APPROVED AND THE LOCATION AND DEPTH IS RECORDED BY THE INSPECTOR. 17. PROVIDE AND MAINTAIN TEMPORARY SEDIMENTATION COLLECTION FACILITIES TO ENSURE SEDIMENT SEDIMENT OR OTHER HAZARDOUS MATERIAL DO NOT ENTER THE STORM DRAINAGE SYSTEM. 18. PIPE TO BE ABANDONED SHALL BE FILLED WITH PORTLAND CEMENT AND SAND MIXTURE IN ACCORDANCE WITH THE CITY OF SEATTLE SPECIFICATIONS. 19. THE CONTRACTOR SHALL PROVIDE SUPPORTS FOR POWER POLES NEAR EXCAVATIONS PER SEATTLE CITY LIGHT STANDARDS NO. D3-6. 20. PRIOR TO FINAL INSPECTION AND ACCEPTANCE OF STORM DRAINAGE WORK, PIPES AND STORM DRAIN STRUCTURES SHALL BE CLEANED AND FLUSHED. ANY OBSTRUCTIONS TO FLOW WITHIN THE STORM DRAIN SYSTEM, (SUCH AS RUBBLE, MORTAR AND WEDGED DEBRIS), SHALL BE REMOVED AT THE NEAREST STRUCTURE. WASH WATER OF ANY SORT SHALL NOT BE DISCHARGED TO THE STORM DRAIN SYSTEM OR SURFACE WATERS. 21. CONTRACTOR SHALL OBTAIN ALL PERMITS FOR WORK WITHIN THE PUBLIC RIGHT OF WAY. THE GHT OF WAY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHCITY WILL INSPECT AND ACCEPT ALL OEDULE AND COORDINATERK WITHIN THE PUBLIC ITHE APPROPRIATE INSPECTIONS, ALLOWING THE PROPER ADVANCE NOTICE. THE INSPECTOR MAY REQUIRE RECONSTRUCTION OF ITEMS THAT DO NOT MEET THE CITY'S STANDARDS OR THAT WERE CONSTRUCTED WITHOUT INSPECTION. 22. THE CONTRACTOR SHALL ADJUST ALL EXISTING MANHOLE RIMS, DRAINAGE STRUCTURE LIDS, VALVE BOXES AND UTILITYACCESS STRUCTURES TO FINISHED GRADE WITH IN THE AREA AFFECTED BY THE PROPOSED IMPROVEMENTS a-ry OF TUKWILA STORM DRAINAGE NOTES a-c 4 MIN. TO 16 MA74 - SIP. HANDHOLDS }2ir MRX 72,2 g. " 4 " raa U FRONT SLAB COVER 20 X24"oR z�'DUMEtER • STEPS AND LADDER ' MAX) at " / ,. i -• ---•-- -� _ 3r8"0X3" GALV. EYE BOLT WELD 24" GAIV. 4:-,' I - . •-` " TAT INLET SIZE DRAIN PIPE, PER PLANS M• #3 BAR HO0P0 3a• 2a 12" RISER SECTION s• zc• FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTM A 497 (AASHTO M 221). DO NOT PLACE WIRE FABRIC IN THE KNOCKOUTS. 4. THE BOTTOM OF THE PRECAST BASE SECTION MAYBE ROUNDED. PRECAST CUTOUTS s- BASES U S FURNISHED WITH SHALL OR KNOCKOUTS. KNOCKOUTS SHALL HAVE \ A WALL THICKNESS OF 2" MINIMUM. 1z 5. KNOCKOUTS MAY BE ON ALL 4 SIDESEV WITH MAXIMUM DIAMETER OF 20". KNOCKOUTS MAY BE EITHER ROUND OR D' SHAPE. PIPE TO BE INSTALLED IN FACTORY (12 MIXITARFnrc na• owe. r--a° CAST IN PLACE PRECAST 1 -°"- 2 MIN. �' ' • (FORPRECASTSTEEL WITH INTEGRAL RISER) 0.10S41NFr IN EACH DIRECTION FOR 4s• 0SIN/FT INFACH DIRECTION FOR SP 02S253D 1NFFiN EACH DIRECTION FOR CV CHAIN zoo. 1 VA OUTLET DRAIN PIPE, SIZE PER PLANS e. ,- INSTALL TEE ON OUTLET PIPE r 54. NAR Es) - yr BASE INTEGRAL ORN RISER ouaB t J g ...OS:." t ,_ f pRECAsi WITH ' Y t e 2 -- GRAY& BACKEIU.FOR PIPE MOOING,2. E CAST IN PAI RATE CAST 4?® •0. RING _. it 1,-_ 6" MIN. COMPACTED DEPTH. FORPRECAST BASES ONLY. SEPARATE CAST xR PLACE ORSEPARATE PRECAST BASE r.., REINFORCING STEEL (FOR BEPARATE BASE ONLY) 025 SO IND-FIN EACH DIRECT= FORME' e D.19SOIN/FTINEACHDIRECTIONFORST GROUT • 24000NCRETE SEWER PIPE '• i 4" IN 4BAR EACH CORNER Me BAR EACH s OE 4 Fa BAR EACH WAY PRECAST ti a`Na" zc BASE SECTION Mw. A xr ' 1 i . \ .1 ,, I "'. Y~ SUPPLIED KNOCKOUTS. 6. KNOCKOUT OF CUTOUT HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. 7. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER N. SECTION SHALL NOT EXCEED 1/2 PER FOOT. 8. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR-F-621D. MATING SURFACES SHALL BE FINISHED TO ASSURE NON -ROCKING FIT: 9. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 10. VANED GRATE, REFER TO DS-06, .,.•.",-�•' . - •'' ",:` - , • - - 4" MIN. CONC. CL. 'B' FREDAST 025S4IN/FT W EACH DIRECTION FOR scr BASE JOINT ELEVATION DETAIL NOTES: 1. HANDHOLDS IN RISER IN CATCH BASIN SHALL HAVE OR LESS. REFER TO DS-10C 2. PRECAST BASES SHALL MIN, HOLE SIZE SHALL BE THICKNESS. MAXIMUM HOLE AND 48" FOR 60' CATCH BASIN. 3. ALL BASE REINFORCING CLEARANCE. 4. THE BOTTOM OF THE 5. FRAME AND GRATE MAY 6. LOCATE STEPS AND LADDERS. MANHOLE. REFER TO DS-06 OR ADJUSTMENT SECTION SHALL HAVE 3' MIN. CLEARANCE. STEPS 6" MIN. CLEARANCE. NO STEPS ARE REQUIRED WHEN "B" IS 4' AND DS-11 FOR STEPS AND LADDERS. HAVE CUTOUTS OR KNOCKOUTS WITH A WALL THICKNESS OF 2" EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL SIZE IS 36" FOR 48" CATCH BASIN, 42"FOR 54" CATCH BASIN, MINIMUM DISTANCE BETWEEN HOLES IS 9". STEEL SHALL BE PLACED IN THE TOP HALF OF THE BASE, MIN. PRECAST CATCH BASIN MAY BE ROUNDED. BE INSTALLED WiTH FLANGE DOWN OR CAST INTO RISER. AWAY FROM OPENINGS AND CENTERED OVER THE FOR VANED GRATE AND CATCH BASIN MARKINGS. Nam., .• NOTES: 1. FOR USE AS SMALL 2. FOR USE IN NON 3. SOLID CONCRETE 4: COMPACT SUBGRADE 5. REFER 10 DS-03 CATCH -TRAFFIC COVER 2 OF BASIN OR DISTRIBUTION BOX AREA ON PRIVATE PROPERTY. WHEN USED RSA DISTRIBUTION BOX. TO 90% MODIFIED PROCTOR. 2 FOR MATERIAL DIMENSION. NOT TO SCALE (MEASUREMIENT AT TOP OF THE BASE) 11. REFER TO DS-06 FOR. CATCH BASIN MARKINGS: SOTTO SCALE - . yi CATCH BASIN CATCH BASIN :: CATCH BASIN - $ of TYPE 1 .• TYPE 2 (4W'I54"tom") * �; �� e1 g YARD DRAIN y�11 �� SHEET DS 01 obi` SHE T. pS-02 < 0.° 0 J •J� SNEEG DS-03 1 OF 2 Tukwila "�"�D"'F1� OS•� ila REnswxsr: 08.03 LAST p4.Og I T ill REVISION v,: 08.03 APPROVAL: B. SHELTON -•'^- APPROVAL: BOB GIBERSON, CITY ENGINEER ` APPROVAL: B. SHELTON NTS elNTS CATCH BASIN -TYPE 1 DETAIL CATCH BASIN - TYPE 2 (48754" /6O j DETAIL NTS CATCH BASIN - YARD DRAIN DETAIL 1 OF 2 MATERIAL DIMENSIONS e &PACs (1-1/8Y Tk tre"THICH) LEVELING PADS ePADS 1-ifPxaa•xi -1 LETTERING '" TO BE RECE'.SEDiNe' A l c- -I-2_ rT•, 9l4"CIAHCLE _'- J 12" DM {ANGLE -1 D /T °T �_ _.r--- r - -I--- l za' A i % �� / O % / �___ �/� 0-2-zna• 1-,a^ u - 1 ' u • -MAP o-1rzs 1mTR WITH OR WITHOUT PERFORATION INSIDE DIAMETER 12" T & G 18" 24" 24' T & G - rl-� „R 1 tt DEPTH3 36" 36" 36"36" OR 48" B L' �,J` 9�.��L.L•-IT-� ( t(o (,(y - 0 - �� A 2' L.._ Tom' t� WALL THICKNESS 2" 2-112" 3-1/4" 3" BELL O.D. 16" 27" 33" 30" A Ire ss I SEE SLOT BELL 1.D. 14" 22" 27-7/8" 27-1/2" c .^ f 24` DETAIL TOP VIEW SLOT DETAIL VANE DETAIL BELL DEPTH 1-3/8" 3-1/2" 3-1/Z" 2" I J_I LOCKING LID 1.09' Jam I I 'n G++C G* ""' =:+, ► Cr "' _� � SEE DE 000 GRATE DIAMETER 13-7/8" 21-7/8" 27-3/4" 27" 1 tie GRATE THICKNESS 1-7/16" 3-1/2" 3-1/2. 2" - • (- vs" 2-1/a^ 14/8.z-ire^ rarer e'- I_ I� - �t-1M• u 1a•MlN. '1' APPROX. WEIGHT 300# 400# 975# 825#, 1100# 24 PLAN SECTIONBB 20' j%) r s m / I sfi 3, ( 1m SECTION B B SECTION C-C +- 4-3/4" SECTION I~ 1-112" R=3-3 Ile^ A-ANOTES: i e SECTION A -A 2UMAR INDUSTRIES HOT TAPE NOTES: %"aes450ORAPPROv°a41a'°r 9. SET GRATE INTO BELL RECESS. s1a, e.. {- 1.- WELDING IS NOT PERMITTED. 1 J 2. MAY REQUIRE ABASE SLAB 2. DIMENSIONS SHALL HAVE At1/16"TOLERANCE. NO DUMPING! I1 3. EDGES SHALL HAVE 118' RADIUS AND 1/8" CHAMFER OR COMPLETE DRAMS TO STREAM . r ^- i i ®,r ...mil �r T - .-.. -L DEBURRING.. I I AREAS ON PR3. RUSE IVATEIPRO PROPERTY. I�/�.) 11 f. ze• 4- THE NAME OF THE MANUFACTURER AND DIRECTION OF FLOW SHALL BE EMBOSSED ON THE TOP SURFACE OF EACH GRATE. CATCH BASIN MARKING '��/ (� /) �//,// ��_' �e I as"' ;/ 1-vz° LETTERING TO BE RECESSED U1G. 5. EMBOSS. GRATE WITH MATERIAL TYPE, NAME 6. (FOR T STEEL), NEACATCH 5. THERMOPLASTIC CATCH BASIN MARKING. BASIN ALL NEW OR ADJUSTED CATCH BASINS, LIDS. 7. PLACE CATCH BASIN MARKING, "OUTFALLTOSTREAM, POLLUTANTS', ON THE SURFACE LOCATED IN THE BORDERAREA. 8. LOCKING LID RE0UIRED. DI (FOR DUCTILE IRON) OR IN THE MANUFACTURER. CITY OF UK yILA TO BE INSTALLED WITH EXCEPT THOSE WITH SOLID DUMP NO JUN 04 2019, CH GRATE, PREFERABLY 1 ��8OPERMITCENTER (// NOT TOSCONE 1-- - 2„.., LE ,n"Rw silt MGM ve^ 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, AND THE ADOPTED KING COUNTY SURFACE WATER DESIGN MANUAL, UNLESS OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS WITH "DUMP NO WASTE" AND EITHER "DRAINS TO STREAMS", "DRAINS TO WETLANDS", OR "DRAINS TO GROUNDWATER", AS APPLICABLE. 3. DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH- CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATCH THE SIDE SLOPE. NTS STORM DRAINAGE NOTES 5 aIVETED DETAIL OF HANDLE a 6^ DETAIL D NOT TO SCALE SECTION C-C NOT TO B""r P CATCH BASIN CATCH BASIN CATCH BASIN & INLET • City of YARD DRAIN ` City of SOLID METAL COVER y: } / Cityp VANEDGRATE h SHEET. DS-03 2OF 2 tiF J SHEET: DS-04 ' SHEET: DS-06 Tukwila TENSION 49 08.03 i j TuP4 ► ila REVISION s1: 0803 �C Tukwila RETISIOxn: 0803 j LILSTPET{s10N: 04.08 APPROVAL: B. SHELTON APPROVAL: B. SHELTON APPR°VAL BOB GIBERSON, CITY ENGINEER NTS 6 CATCH BASIN - YARD DRAIN DETAIL 2 OF 2 CATCH BASIN - SOLID METAL COVER DETAIL NTS 8 CATCH BASIN & INLET - VANED GRATE APPROVED JUN 26 2019 GRy 01 Tukwila PIJCLIC Works obtin Tukwila Fire Station 52 Project No. 224-17-01 Designed by Drawn by Checked by SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA 01 9. 206.7 5.1211 ..: f. 206.973.5344 engineering pllc NM'w.ipdengineering.com U 2019 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without The approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 GRADING AND DRAINAGE NOTES AND Sheet Title DETAILS Sheet C2.8 AN DESIGNERS WEINSTEINA+U detoih.dwg cool 6//2019 3.d6 PM aultakwila fire station MI-1 RING8 LOCKING COVER 4 WESS, a/4•THICK (r 1 O p° 13" CC ::: 1 -, O Fr � �e 1m- Ilar, , TO law% 1 I26"MAx. 2¢ e"MIN.T016"MPY,. 1 -•;v 380LTXOLES ,. yywqq��pp (�� WWVV -e°:::::°: e‘IIIIII Tiodro1$°MIN, SOp 9116ROUND}\ PRECAS GONEECTON} z'TO O ORAIL 0 0 0 0 00 0 0 0 O ACCESS DETAIL 2. REFER TO DETA FOR STEP / / �! 44 (or DIAt4ErE�R PICIpIaE COVER PLAN I NM ///f/� / ' FRAME PLAN PLAN M. ' MORTAR InsIDEB OUTSIDE _ MATCH CROWNS UNLESS OTHERWISE SPECIFIED IN PLANS_ jI � Ca go Jr1a•{ 2I.. � .J i• 2effi4•. / / / / / it RUNG 1/2" GRADE 60 314" HOLES I zalw MACHNE 1• 2S• '<sf E+ia'OMIT rid d d A� }��.da�d�A* 00 GROUND SEAT. {- r I SECTION A -A } HINEOROUPD9EAT. �� pA4sedd�dYA �"'sdiG",i°n"'e '� GRAY IRON LOCKING s POLYPROPYLENE HANGING LADDER : :;4!i1I 12" GRADE 60 STEEL COVER V VF 34.1(a 111I11 u:�u�;au, f A REINFORCING. BAR SECTION @ B + L �00s+''9i+r",.v , diAd+A"o�'` .0. A011,01 ,0. .00 d0 rid Id 004 00°0 ddd 4.....G. .c.Gs'i! GRAY IRON FRAME MIN 24 CATCH ---- FLUSH WITH WALL MIN TO NOTES: NOTES: 1 POLYPROPYLENE 2 1/2' GRADE 3 9/15' COLD 4. PATENT 5. 3/8' OIA. 6. 316-SS 6 REFER ASTM D4101 60 REINFORCING BAR A615 DRAWN BAR C1018 PENDING - LANE POLY STEPS BOLT 316-SS, 3-1l2" LONG TYP AT LADDER MOUNTS4. TO DS-10C FOR STEP DETAIL NOT TO SCALE 1. FRAME TO BE GROUTED 2. COVER TO BE EJIW CATALOG NUMBER AND 3 T, AND PRODUCT NUMBER NCR07-2775A, WITH THE SEAL OF TUKWII.A, LEGENDS 1908, 2008, AND STORM. 3. FRAME TO BE EJIW CATALOG NUMBER 3705CPT, OR EQUAL. INSTALL SO THAT BOLT HOLES ALIGN WITH CENTER OF LADDER. NOT TO SCALE NOTES: 1. LANE P-13938 CUT OUT ::': ; '_ ' " ' ' ' ; ' ' : ' ' : ;': ; ; ; :: ': ......... ................ OR APPROVED EQUAL NOT TO SCALE .. PRECAST BA CATCH DETAIL NOTTO SCALE MANHOLE MANHOLE MANHOLE STORM MANHOLE +_ p �+ City or LADDER City of POLYPROPYLENE SAPETY STEP * City of ACCESS AND CATCH CityCity of FRAME W9 COVER pi s � ✓ • SHEET: DS-11 ® � SHEET•. DS-10C ✓✓ Tf . SHEET DS-10B }24" � d SHEET: OS-09 uk' ila REVISION Pt: 08.03 I 441 08 03 ^ y � � Tukwila REVISIox at: 08 03 1TukwilaRE�slan y Tukwila REYISWNS7: j LASTREiNSIOx: 03.08 APPROVAL: B. SHELTON - APPROVAL: B. SHELTON APPROVAL: B. SHELTON APPROVAL- B. GI 5. GIBERSON MANHOLE - LADDER DETAIL MANHOLE - POLYPROPYLENE SAFETY STEP DETAIL MANHOLE - ACCESS AND CATCH DETAIL 2 NTS 1 STORM MANHOLE - 24" FRAME WITH COVER DETAIL I NOT USED METAL FRAM&GRATE ,�.A CLNSAL•, GUTTER (SEE DETAIL RS08A) RIGID PIPE FLEXIBLE PIPE MAXIMUM PIPE SLOPES AND VELOCITIES (D.I., CONC.) SUHGRADE ELEVATION (CPEP CMP, PVC) I --^^ -��( A REBAR PER WSDOT STD. PLANE 2A 3 1 _ ■ / ,,,r-- BACKFILL t 1111 • PIPE MATERIAL PIPE SLOPE (ABOVE WHICH PIPE ANCHORS REQUIRED AND MINIMUM ANCHOR SPACING MAXIMUM SLOPE ALLOWED MAXIMUM VELOCITY AT FULL FLOW 11tL1111I ri �l E(j uu Uq CMP, SPIRAL RIB, PVC; CPE ("1) 20% (1 ANCHOR PER 100 LF OF PIPE) 30.% (TM3): 30 FPS - MOLDED uT. FILLER. JOINTRFILLLER L 3 T 3'e" _3A rb 1 CONCRETE OR LCPE (*1) 10 % (1 ANCHOR PER 50 LF OF PIPE)_ 20 % ("3) 30 FPS / . __ _ B° { DUCTILE IRON (*2) 20 % (1 ANCHOR PER PIPE SECTION) N/A N/A PIPE BEDDING % d a 6" ,t1 I DIA. INLET DETAIL 2-e' r SWPE (*2) (HOPE) 20 % (1. ANCHOR. PER 100 LF OF PIPE, CROSS -SLOPE INSTALLATIONS ONLY) N/A N/A 6U GRACE (T'rPJ 2-s• - b ° - x 6 - V PIPE AS SPECIFIED -t ONPLANORSPECS: 1�4 A 4 x1 .c - d 4- '4 n ' ' - <- _ _ 4' a o -+-3•-•- s EAR E''1a' 61a'-+-• 1-G NOTES: - T -1l 1 f . ( I Iii HI I" I I -I I I- I0. I ( 1 I1 I- N I I T) I I T f l' REBAR AROUND FRAME AND GRATE '1. THESE MATERIALS ARE NOT ALLOWED IN LANDSLIDE HAZARD AREAS. *2. BUTT FUSED OR FLANGED PIPE JOINTS: ARE REQUIRED; ABOVE GROUND INSTALLATION IS RECOMMENDED ON SLOPES. *3. A. MAXIMUM SLOPE OF 200% IS ALLOWED FOR THESE PIPE MATERIALS WITH NO JOINTS ONE SECTION), WITH STRUCTURES AT EACH END, AND WITH PROPER GROUTING. - NOTTO SCALE so i b i"" �r%7", �r:::;/..,...,. - •* •, - T �a• 1:5 X 4319 24• MIN, NOTES: - 1 IN PAVED AREAS AND RIGHTS -OF -WAY, BACKFILL WITH f"MINUS CRUSHED ROCK TOP COURSE, COMPACTED IN MAXIMUM 6" LIFTS, .TO.90 °!o MODIFIED PROCTOR PER ASTM D-1557. 2. IN UNPAVED AREAS BACKFILL WITH NATIVE MATERIALS OR GRAVEL AND COMPACT IN MAXIMUM 12" LIFTS TO 90% PER ASTM D-1557'. 3. NATIVE BACKFILL MATERIAL AT UNPAVED AREAS SHALL NOT HAVE PARTICLE SIZE GREATER THAN 1" WITHIN 5' OF THE PIPE DO -ER IOR. 4. COMPACT PIPE Vs" CRUSHED ROCK BEDDING TO 90 % MODIFED PROCTOR PER ASTM D-1557, NOTTOSCALE - * " POURED IN PLACE CEMENT CONCRETE CURBAt•DOUTiER- - "S 94mE �° BASIN INLET- RECFiVEf CITY OF TW(.WILA SECTION A -A JUN 04 2019 1. REFER TO DS-06 FOR CATCH BASIN MARKING: PERMIT CENTER NOT TO SCALE CURB AND GUTTER TRENCH PIPE ANCHOR G City of CATCH BASIN SURROUND yt of City BEDDING AND BACKFILL City of '<'= ,q ' SHEERDS•15 '::' SHEET-. DS-14A SHEET: DS-12 Tukwila S uk ] w:la REt4swxxli 08,03 0 J7(.�y� TU x�a REVISION VI: �.� ( Tukwila REV1slox:ul: 08.03 I APPROVAL: SHELTON APPROVAL' B. SHELTON APPROVAL: B. SHELTONNTS do CURB AND GUTTY- CATCH BASIN SURROUND DETAIL Q t \ Jib /"R i C1,-.% TRENCH - BEDDING AND BACKFILL DETAIL ANCHOR DETAIL 5 APPROVED JUN262.019 L ity of Tukwila PUBLIC Works Rev Date Issue Tukwila Fire Station Project No. 224-17-01 Designed by SWP Drawn by CRL Checked by MJS 1932 First Ave, Seattle,Suite 201, 1 206.7 5,1211 p. f. 206.973,5344 engineering pllc xw4.lpdengineedag,Lom ©2019 LPD Engineering pllc- These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations without the approval and p., JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 GRADING AND DRAINAGE DETAILS Sheet Title Sheet C 2.9 w 4Q b ro 10" (TYP) - t/2". 6"-45' (1/8) RFND FOOTING DRAIN C2 0 SEE DETAIL 4 1/4" © 4"0 DS 4"0 ROOF DS - SEE ARCH PLANS AND SPECIFICATIONS 6" PIPE CAP W/HOLE CUT 1/8" LARGER IN DIAMETER THAN DOWNSPOUT PIPE JT FILLER (TYP ALL AROUND WHEN CONCRETE IS PRESENT) STORM DRAIN CLEANOUT FLUSH W/ FINISHED GRAD PLASTIC VALVE BOX W/ 6" DIA LID FOR LANDSCAPED AREAS OR STD CAST IRON COVER FOR PAVED AREAS SEE DETAIL SURFACING PER PLAN 6"SANITARY TEE SLOPE PER PLAN 6"-45' (1/8) BEND NTS ROOF DOWNSPOUT CONNECTION WITH CLEANOUT FLOOR AND CAPILLARY BREAK PER STRUCTURAL DRAWINGS D° e BUILDING FOOTING & WALL PER STRUCTURAL DRAWINGS. SEAT WALLS PER LA DRAWINGS. DO NOT DISTURB FOOTING BEARING ZONE WHEN INSTALLING FOOTING DRAIN SLOPE TO DRAIN AWAY FROM BUILDING PROPOSED GRADE PER PLAN CONTRACTOR TO PROVIDE TEMPORARY PROTECTION OF WASHED ROCK BACKFILL PRIOR TO PLACEMENT OF FINAL FILL LAYERS ^)0t,0000_ )Op0oo0,0o000 Oo°0000°00 oQ�o� VARIES FILL AS REQ /i/ii/i//,%. / FOOTING DRAIN \�i\//i/ TOP SHALL BE A \/• ///\\//\\//\\//MIN OF 4" � /% TOPBELOW OF FOOTING WASHED ROCK FOOTING DRAIN PLACED LEVEL OR WITH POSITIVE SLOPE TO OUTLET NTS FOOTING DRAIN NTS 3 NOT USED N 5.1" 4" MIN SLOPE TO DRAI ACO KS100, ZURN Z886, TRENCH DRAIN SYSTEM OR APPROVED EQUAL SLOTTED IRON GRATE W/LOCK VAT 4" 9 X' �ASSR \\\1 n"-=A 'AA COMPACTED SUBGRADE ADJACENT PAVEMENT NTS A TRENCH DRAIN 4 FG 107.44 n 48" ACCESS RISER W/ 24" SOLID LOCKING LID RIM 107.44 12" INLET PIPE IE 92.94 60' 14.5' 8" INLET 88.00 PIPE IE 94.00- �o\ / X87.47 14.5' 88 8 00 \S 87.477 LP. 87.55 tO 0 vto 88 / 48" ACCESS RISER W/- 24" SOLID LOCKING LID RIM 107.44 87.55 be to 8,8(00 87.63 O 8Q0 // 0 '/87.63 n / \S 88.00 14.5' 88 \ 87.47 0 /87.55 0 87.63 X Of/ \ 800 0 // 14.5' 87.47X to 0 88 787.55 IE 88.44 12" OUTLET PIPE TOP OF VAULT EL 96.04 TOP OF SEDIMENT STORAGE EL = 88.44 ':EL = 88.00 4" PERFORATED PVC FOOTING DRAIN IE 88.44 GRAVEL BACKFILL Plan View FG 107.44 2.06' FREE80, 0.66' AVG SEDIMENT STORAGE_ 1D _MAX DFSIGN__W.S_ = 92 94 4.5' LIVE STORAGE DEPTH Section A -A 12" INL PIPE E 89.69 FG 107.44 LADDER RUNGS FRO ACCESS RISER TO FLOOR (TYP) 12"0 RISER SHEAR GATE FLOOR GRATE OVER SUMP AREA REFER TO STRUCTURAL DWGS 48" ACCESS RISER W/ 24" SOLID LOCKING LID RIM 107.44 8- �3 ERTICAL RECTANGULAR L. l ORIFICE W: 0.25", L: 12.84' ORIFICE EL 91.87 PIPE SUPPORTS (3 MIN) 3' MAX VERTICAL SPACING 3"x0.09" ALUMINUM W/ 5/8" STAINLESS BOLTS q 12" OUTLET PIPE IE 88.44 1.8'0 ORIFICE RESTRICTOR ORIFICE PLATE BOLTED TO FLANGE OR DRILLED CAP DETENTION VAULT NTS 1 VAU T FG 107.44 LADDER RUNGS FRO ACCESS RISER TO FLOOR (T(P) 12"0 RISER _ SHEAR GATE FLOOR GRATE OVER SUMP AREA REFER TO STRUCTURAL DWGS ERTICAL RECTANGULAR ORIFICE W: 0.25", L: 12.84" ORIFICE EL 91.87 PIPE SUPPORTS (3 MIN) 3' MAX VERTICAL SPACING 3"x0.09" ALUMINUM W/ 5/8" STAINLESS BOLTS 12" OUTLET PIPE IE 88.44 8°0 ORIFICE RESTRICTOR ORIFICE PLATE BOLTED TO FLANGE OR DRILLED CAP NTS 7 FLOW CONTROL STRUCTURE 4" MIN 18" MAX RIM PER PLAN 24" SOLID LOCKING LID COVER 24" DIA RISER HAND HOLDS OR LADDER RUNGS FROM ACCESS OPENING TO VAULT FLOOR 4 R" RFDIICINC TOP SLAB 48" DIA RISER TOP OF VAULT 12" 24 DIA OPENING N VAULT LID VARIES PER PLAN 1 DETENTION VAULT ACCESS RISER INTERIOR WALL REFER TO STRUCTURAL NTS 8 pq/ FINISHED GRADE 114707 4•� tli A •� ,41044 12"0 D.I. PIPE CONCRETE FIBER JOINT FILLER COMPACTE SUBGRADE SEE PLAN FOR I.E. AND DIA DIA PER PLAN 45° BEN 2'SQUARE VARIES PAVED AREAS IF CLEANOUT IS IN CONCRETE PAVED SURFACE, PROVIDE THICKENED EDGE & POUR CONCRETE MONOLITHIC T // CAST IRON COVER AND RING MARKED "FDCO" FOR FOOTING DRAINS AND "SDCO FOR STORM LINES GRIPPER PLUG SET FLUSH W/FINISHED LANDSCAPE GRADE HDPE VALVE BOX SIZED F ADEQUATE ACCESS DIA PER PLAN SEE PLAN FOR I.E. AND DIA 2" jj 2" PEA GRAVEL 45° BEND GRIPPER PLUG 6"_8" 18" /�\j, $�/ 'FILTER FABRIC RECIEIVED CITY OF TUKWILA JUN 04 2019 LANDSCAPED AREAS PERMIT CENTER /9CC/&° NTS STORM DRAIN CLEANOUTS -PROVED JUN 2 6 2019 ny or I u8wila PIJELIC Works attlY Rev -Date Issue Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite 201, Seattle, 06.725.1211 f. 206.973.5344 engineering pllc www.lpdengineering.com © 2019 LPD Engineering pith - These documents have been prepared speacally for the above named project. They are not suitable for use on other projects or in other locations w'Mout the approval and participation of the Engineer. PRELIMINARY NOT FOR CONSTRUCT N JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 GRADING AND DRAINAGE DETAILS Sheet Title Sheet C 2.10 ARCHITECTS + URBAN DESIGNERS con% 6/J/2019 J16 PM Isheetsitokwila_fs52._grod and slam, details. a l I/pd-fsllda(al/pd eng SITE SPECIFIC DATA PROJECT NUMBER 8954 PROTECT NAME TUKWILA FIRE STATION 52 PROJECT LOCATION TUKWILA, WA STRUCTURE ID #16 TREATMENT REQUIRED VOLUME BASED (CF) FLOW BASED (CFS) 0.174 PEAK BYPASS REQUIRED (CFS) - IF APPLICABLE 1.467 PIPE DATA I.E. MATERIAL DIAMETER INLET PIPE 102.83 N/K 8' OUTLET PIPE 99.50 N/K 8' PRETREATMENT BIOFILTRATION DISCHARGE RIM ELEVATION 10700 107.00 107.00 SURFACE LOAD PEDESTRIAN PEDESTRIAN PEDESTRIAN FRAME & COVER 0J0' JD' X 48' 024' WETLANDMEDW VOLUME (CY) 3.85 ORl/7CE SIZE (0IA. INCHES) TBD NOTES: PRELIMINARY, NOT FOR CONSTRUCTION. INSTALLATION NOTES I. CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERIALS AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES 1N ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURERS SPEC/F7C4T10NS, UNLESS OTHERWISE STATED 1N MANUFACTURERS CONTRACT. 2. UNIT MUST BE INSTALLED ON LEVEL BASE. MANUFACTURER RECOMMENDS A MINIMUM 6' LEVEL ROCK BASE UNLESS SPECIFIED 8Y THE PROJECT ENGINEER. CONTRACTOR 1S RESPONSIBLE TO VERIFY PROJECT ENGINEERS RECOMMENDED BASE SPECIFICATIONS. J. ALL PIPES MUST BE RUSH WITH INSIDE SURFACE OF CONCRETE. (PIPES CANNOT INTRUDE BEYOND RUSH). INVERT OF OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. ALL GAPS AROUND PIPES SHALL BE SEALED WATER 77GHT WITH A NON -SHRINK GROUT PER MANUFACTURERS STANDARD CONNECTION DETAIL AND SHALL MEET OR EXCEED REGIONAL PIPE CONNECTION STANDARDS. 4. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES. 5. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RISERS, MANHOLES, AND HATCHES. CONTRACTOR TO GROUT All MANHOLES AND HATCHES TO MATCH- RN/SHED SURFACE UNLESS SPECIFIED- OTHERWISE. 6. DRIP OR SPRAY IRRIGATION REQUIRED ON ALL UNITS WITH VEGETATION. 7. CONTRACTOR RESPONSIBLE FOR CONTACTING MODULAR WETLANDS FOR ACTIVATION OF UNIT MANUFACTURES WARRANTY /S VOID WITH OUT PROPER ACTIVATION BY A MODULAR WETLANDS REPRESENTATIVE. GENERAL NOTES 1. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. 2 ALL DIMENSIONS ELEVATIONS SPECIFICATIONS AND CAPACITIES ARE SUBJECT TO CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES PLEASE CONTACT MANUFACTURER. VERTICAL UNDERDRAIN MANIFOLD OUTLET PIPE SEE NOTES �WERANDMEDIA BED PATENTED PERIMETER VOID AREA ��PRE-FILTER CARTRIDGE -DRAIN DOWN IJNE PLAN VIEW ELEVATION VIEW INLET PIPE SEE NOTES INTERNAL BYPASS DISCLOSURE: THE DESIGN AND CAPACITY OF THE PEAK CONVEYANCE METHOD TO BE RENEWED AND APPROVED BY THE ENGINEER OF RECORD. HGL(S) AT PEAK FLOW SHALL BE ASSESSED TO ENSURE NO UPS7ROIM FLOODING. PEAK.:HCL AND :BYPASS CAPACITY SHOWN ON DRAWING ARE USED FOR GUIDANCE ONLY. C/L IX1 LEFT END VIEW 6 RIGHT END VIEW TREATMENT FLOW (CFS) OPERATING HEAD (F7) PRETREATMENT. LOADING RATE (GPM/SF)- WETLAND MEDIA LOADING RATE (GPM/SF) 0.231 3.5 2,0 1.0 DIE PRODUCT 04s4J Y0 .IWY 6E PROEEOrs2erwW OR PAT or THE FOLL040016 PRIM 7,425260 4475785 Z674.576,' 5.5078I5 MAW f7R551 POEMS Q4 Oa PATOIS mare PROPRIETARY AND CONFIDENR4L' PRE NFUPYe#4' CONTAINED sF 545 045,4* C $ 745 $m6 96554# OT YdNAA4 NENJRK Sn4E6'S MY RPRODUCION"RAPT OR AS A VOW MERWT THE WPM RAMON OF NDIAAP 4ERNAIS 5]S1EY5 6 MOWED. ,_71,9aear A 91/2"-V-UG STORMWATER BIOFILTRATION SYSTEM STANDARD DETAIL MODULAR WETLAND SYSTEM #1 SITE SPECIFIC DATA PROJECT NUMBER 8954 PROJECT NAME TUKWILA FIRE STATION 52 PROJECT LOCATION TUKWILA, WA 57RUC7URE ID ,f21 TREATMENT REQUIRED VOLUME BASED (CF) FLOW BASED (CFS) 0.020 PEAK BYPASS REQUIRED (CFS) - 1F APPLICABLE 0.152 PIPE DATA I.E. MATERIAL DIAMETER INLET PIPE 94.78 N/K 8' 0UR£T PIPE 94.50 N/K 8' PRETREATMENT B1OFIL7RATION DISCHARGE RIM ELEVATION 99.00 99.00 99.00 SURFACE LOAD PEDESTRIAN OPEN PLANTER PEDESTRIAN FRAME & COVER 24' X 42" N/A N/A WETLANDMEDIA VOLUME (CY) 1.00 ORIFICE SIZE (DIA. INCHES) 78D NOTES:: PRELIMINARY, NOT FOR CONSTRUCTION. INSTALLATION NOTES 1. CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERIALS AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN ACCORDANCE 87171 THIS DRAWING AND THE MANUFACTURERS SPECIFICATIONS UNLESS OTHERWISE STATED IN MANUFACTURERS CONTRACT 2. UNIT MUST 8E INSTALLED ON LEVEL BASE. MANUFACTURER RECOMMENDS A MINIMUM 6' LEVEL ROCK BASE UNLESS SPECIFIED BY THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE TO VERIFY PROTECT ENGINEERS RECOMMENDED !BASE SPECIRCAT70NS. J. ALL PIPES MUST BE FLUSH WITH INSIDE SURFACE OF CONCRETE. (PIPES CANNOT INTRUDE BEYOND FLUSH). INVERT OF OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. ALL CAPS AROUND PIPES SHALL BE SEALED WATER FIGHT WITH A NON -SHRINK GROUT PER MANUFACTURERS STANDARD CONNECTION DETAIL AND SHALL MEET OR EXCEED REGIONAL PIPE CONNECTION STANDARDS 4. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES 5. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RISERS, MANHOLES AND HATCHES. CONTRACTOR TO GROUT ALL MANHOLES AND HATCHES TO MATCH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE, 6. DRIP OR SPRAY IRRIGATION REQUIRED ON ALL UNITS WITH VEGETATION. Z CONTRACTOR RESPONSIBLE FOR CONTACTING MODULAR WETLANDS FOR ACTINTION OF UNIT. MANUFACTURES WARRANTY I5 VOID WITH OUT PROPER ACTIVATION BY A MODULAR WE7LANOS REPRESENTATIVE. GENERAL NOTES I. MANUFACTURER TO PROVIDE ALL MATERLLS UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS ELEVATIONS, SPECIFICATIONS AND C4PAG0E5 ARE SUBJECT TO CHANGE. FOR PROTECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES PLEASE CONTACT MANUFACTURER. LEFT END VIEW h C4 OUTLET PIPE SEE NOTES WERANDMEDN BED PLAN VIEW 0A. FLOW CONO4OL RISER lE OUT 4'-70" ELEVATION VIEW INTERNAL BYPASS DISCLOSURE: THE DESIGN AND CAPACITY OF THE PEAK CONVEYANCE METHOD TO BE REVIEWED AND APPROVED BY THE ENGINEER OF RECORD. HGL(S) AT RAJ( FLOW SHALL BE ASSESSED TO ENSURE NO UPSTREAM FLOODING. PEAK HGL AND BYPASS CAPACITY SHOWN ON DRAWING ARE USED FOR GUIDANCE ONLY. LOW INFLOW PIPE DISCLOSURE: IT /5 RECOMMENDED THAT A SUFFICIENT VARIATION IN ELEVATION BETWEEN THE INLET AND OUTLET BE PR090ED TO ALLOW FOR ACCUMULATION OF SEDIMENT IN THE PRE-TREATMENT CHAMBER FAILURE TO DO 50 MAY RESULT IN BLOCKAGE AT INFLOW POINT(5) WHICH MAY CAUSE UPSTREAM FLOODING. PATENTED PERIMETER VOID ARE7 DRAIN DOWN L/NE cCi PRE -FILTER CARTRIDGE INLET PIPE SEE NOTES 00 95.80 lE IN 4" RIGHT END VIEW TREATMENT FLOW (CFS) OPERATING HEAD (FT) 0.040 Z7 PRETREATMENT LOADING RATE (GPM/SF) 1.4 WE71AN0 MEDIA LOADING RATE (GPM/SF) 1.0 54520049rar5'alED MU'Er PROTECTED ER ONE 0R MORE OF iK 6554004C T6 PAINS 742526e 7.47q,u$ 7.676775 42900I& MATED W RENN PAINTS 0R OCR RUMS PLOW PROPRIETARY AND CONFIDENTIAL THE INP5514110N CONTAINED AN D6S 050406 6 DIC.RYE PROPERTY OP 1100MAR DERA0O9 47S155 ANY RIYRODVOTION M PART 06 AS A VOLE remiovT 1M ORIIIR FLWISSAO6 OF YOCU.M WINOS 514T4n 6 PRNSTED. 30.-Clean AForbm Company MWS-L-4-4-4'-5"-V STORMWATER BIOFILTRATION SYSTEM STANDARD DETAIL MODULAR WETLAND SYSTEM #2 MODULAR WETLAND SYSTEMNTs 1 O i 4" SCHEDU 40 PVC PIP II I I SEE STRUCTURAL DWGS FOR FOUNDATION WALL WATER PROOFING PER ARCH AQUADRAIN 15x DRAINAGE COMPOSfTE OR APPROVED EQUAL AQUADRAIN 100BD IV 2 SIDE OUTLET /// 0R APPROVED EQUAL. SIDE OUTLETS z ® 6' 0.C. TO CONNECT TO FD \/ DO NOT DISTURB FOOTING BEARING ZONE -+ 12" -+► DRAIN MAT CONNECTION & INTERIOR FOOTING DRAIN DETAIL 4" SCHEDULE 40 PERFORATED PVC PIPE GEOTEXTILE FABRIC OVER TOP OF GRAVEL AS REQ'D BY GEOTECH GRAVEL BACKFILL FOR DRYWELL PER WSDOT STD SPEC 9-03.12(5) NTS 3 TUTS NOT USED NTS J NOT USED / NTS 8 NOT USED NOT USED NTS 1 RECFNED CITY OF TUKWILA JUN 04 2019 PERMCENTER /9:...- 10 fir/ NTS NOT USED 1 2 APPROVED JUN262019 '.:Try of Tukwila PUBLIC 1A/orkt Rev Date Issue Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite peS26eo5A1211 01 f. 206.973.5344 engineering pllc 44.lpde glnee 5. om ©2019 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. PRELIMINARY NOT FOR CONSTRUCTIO JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 GRADING AND DRAINAGE DETAILS Sheet Title Sheet C2 ■ 11 ARCHITECTS + URBAN DESIGNERS WEINSTEINA+U con' 6/3/2019 3.16 PM fire slalion 511designlsheelsilukw%k5Lgrod and storm details.* c 1 j/pd-fsl Idalallpd engineering p//clp QQj'� /''� Q ` 3 �r�tL Section Detail Walls ( SPEGIFlCATIONSFORREINFORCEDSOILRETAININGWALLWITHANCHDRDIAMONDPROBLDCKFA( NG. i.°: "° General: 1.The contractorshall have an approved set of plans and specifcations on site at all times during the construction of the wall: The wall layout: B the responslbility'of toe contadtor: and T 2, Arprofess,onol engineer or representative should observe and monitor the construction of the wall. 3. Mragr0d VT reinforcement, or equivalent shall housed far this project.All reinforcement end facing materials shall bt opprovod by the geetechnical er31p30er prior to installation.: , Dlocks with a depth of at least 12 inches shall be used. V 1 V r V ROBINSON' P t to scale (not j G( ROBINSON"r v r v ` NOBLE . 5. The contractor may use longer reinforcement lengths than the design sections for ease of construction. The reinforcement lengths may not be; shorter unless, approved by the gaotachnicai engineer. 5, Walls higher than 3 feet or walls with nearby railing require geogr d reinforcement Geogrni reinforcement length shall be per plan. 1 V O B Li_ NOBLE lilt _IIII _il.i III oil I" _ IIII -IIII IIII '- IIII -_III I=IIII IIII IIII -IIII=I I IIII IIII -r, _ ----Cap dock INI _I7i1_IIII_IIII _IIu -_1117 _1111=IIII Ili _I�-_ -15° I _ I61 Ill III-141=III n IHI -IIII IIII IIll . n to-.-11i III - -III!- -IIII Ill! IIII''= Ill) HII III I. - Idli - Project No.:2884-002A.. DesignedBy: Drawn: By: Checked By:. Subgrede Preparation: 1. The round should be warded byremovingsurficial unsuitable soil,- down to dense, inorganic, native soils as approved the eotechnical engineer. g R Ra sd by 9 9 2.Agenerally level bench with ea-mmimumwidth equal to the'tl@sign length of the gepgritl reinforcements required for of the reinforced fill'. 3. The excavation site shall be cleaned of all excess material end protected, as necessary, from construction traffioto maintain the. integrity of thesubgrade.. 4.. A leveling pad sonsisung of compacted crushed stone or 2,000 P514 unrelnforced concrete, shall be used under the blocks: 5., Minimum embedment of the wall varies per detail, Add,tionai embedment is required: Where theca is a downward slope below the wall. Geogrid Reinforcement Placement Project No;:2884-002A. Designed By; Drawn By: Checked By: Date: May 30; 2019 Il.I ill III Iil_III ➢II Illallll III III '= 'Ill III 'Ili p' �= III i 11 l Illli IIIId HI1111 �. it ( IIH =1 IIII 1 IIII 1111 191 1 f-�,Iili a �fl� A r Date: May30, 2010 - 1. Therelnforcement shall be: rolled out cut to length, andaaid at the proper elevation, location, and orientation, Orientouon afthe r@Inforcement15 of extreme importance since eogrlds0a4rnstren h' w l55011drection. The 9 RPP , p g N 9t contractor shall be responsible for the correct orientation. 2, Geogr'd Reinforcement shall pa placed of the location and r+lavatonssnown on the plans The reinforcement length is measured from the front face of the blocks. ., io bli _ .- ..., 3..Gaognd:Remforcementand block connection shall be established between the facing:Glocks. Prior to placing the fill, the xamforcomentshall be pulled to remove slack and stretched by hand tout and freeaf wrinkles. 4.,Ge05,4reinforcement and facing material shall be placedin accordance: with manufacturer's recommendations. ; FinPlacamant 1-Structural fill, cons sting of WSDOT Standard Specification 9.03A 40): Gravel Borrow for Earth Wells. should,be placed upon the subgrade and Miranda.The contractor. shalt minimize damage to Waged by placing at least a l- . . foot base thnkness ift mica -to compacting. The geofechnical engneer shall approve the material to be placed in the reinforced zone before placement 2.. fill Stills in Wail area shall be compaoted lost loast90%.ofMaximum Dry Density (MDDI as determined lay ASTM D4557 Maximum Dry Density. The top: 2 feet shall be compacted to 95% MDD below sidewalks and pavement:. " a inches thickness. exceed emanufacturer's ecom a dedtlth for e3 "'e device used the 3. The soil placed in uniform horizontal !Manor exceedmga0i smYhlck ass The thmknessshall notaxae h r m n depth the compactly n h prolact. 4.:Soil dens! tests should be performedos es' Hated lethe eotech3 Cal engineer. secure the topcap to the under) in block adhesive. g g P Y g Drainage: blanket art width of foot y nsist of crushed of angularfiee�rainingmaterial. Allot the drainage: mated have afniescontam f.:Adrainageamid minimum should installed direct) behind the blocks and shall consist DO greater 555=assn the number sieve. AA -inch parforatod'-owr2 ad with fabric be attho500003rof thoidra •na ehlankot, g passing pin RP g 2. The perforated pipe. should be tightfined out of the reinforced fill zone at the tow point of the wall. where appropriate a. Surface water shall not be allowed to pond in or near thereinforced fill zone during onager construction'. Design Parameters: SeismicA = 0,602 with 8 inches of displacement Wall Specifications -ukwila Fire Station 52 Weinstein A+U -IIIIIII -�i - -111 il-=1.li=il.1_iill III!-• 1111_ iir -IIH_li III-i.iltli-811 li 11i_31=°Q DQo� Ill I.:I=IIII III Ill --"I? T-'1.=ITr"11T I1i'f -m J - QU tf: III IIII=III LII IIIIIII III III( III III IIH -IIII III nl_CII- 5 Dtt r ` 00 0" /�^'--block LI _IJ-, ipl III _III-- II-IIII- IIL-IIII-11_.III_Ila= III--III=IIII IY p' Standard unit Tt IHI=1i!i_811_IIII--igf �=h17-llli_IIt-HN IUyllll--Hi-lfl._I!IL_Ilil=p�0 III: IIII III II 91= 111 III ill) _III III IIII =III III 11 'III •oQ �pol II- II.I-11i1 III IIII III IIII II' Ill) IIII III IIll tli Ill Ills d,C-II,- II III !III IHI ^_ T"' f=^r TI rr'_T'I r _i`D .Li i=IIII 11Il Ills" -Ili IIII III =11! IIII _1?II_IIII IIII- IIL_IIII=r 01)0 I _ - _ ; - _ - _ : = i = - ; :. e o _.III. PI 1II III - I(_ III lI 3Ii ._II- IIII III 11 1!L-III:-BI i �j6p cie w -_. 'm = , _ - 7" p' ry ^ x �- {' ).{} Iiii _IWcddi IIII II.I-1.11 III. III =1d.IIII _III _GIi _ii11 II-HH""= �;a . °I II_Illi Ifi .III flit-11.1 iii_II9. =111 Ili iili=iii .71.1 Li_(III _ ciao,: ( 'I. Hi-IIII- IH- fi -I I1 iH=idi n. W-fl�i -It --IIH-II'=.r 0 0�� 1 �' r {13 0 ..... +f' -IIII""= 1111_IIII_III __ ,.""" _ hTT TTI-. T17 ,1i71-,-L}'r�-ta f I=HII=lQ= 1=IIII=6H_hH-ldi=Ili. tli IIII-IIII=III=61 =IIII- CSo <y'..©- 0 it cy It IIII tl?I III III IIII-III IIII 11111-III III 111-10 ill 11--IHI-� p a( r _ a 1 7r:. -F-' `•! , IIII Ifs H111 11 IIII (IIH Ili IIII III-IIII III IIII lit IIH IIII- IIIIla OG04,0 IIIII '.IIII IIII! III OIIH. 1lIII_Idil II IIII IIII11 IIII-IIIII III! IEl. IIIIIII I ,4°kp q Fa 54 g ' f l IIII-11.1_111_II, _-'�i,l- T1--,r:T T --_fi-- T_ - �_ - --"7 p p•a IIL=III IAI IIII=HII IIH-IVI_Iii 111 illy ills IUi III-IIH_I�tj avq! il dl') 09 fI {fi-111 IIII iN =111 Ill NI-11 ill )II -!III °7 p' •� .,. 'e� L i ri IIII=IIi1 "ItA IIII-IIII lJi I71-:III 11{ IIII -IIII UH ii 1111_i a�`t+d©T 11 - :III III il'I 11'1 101 III 13 "-1 1 1l -111 = 1 1 I I I f -- Ill -`+ p o(� p 'III=IIII HIi II !il IIII IIII IIII Ill. IIII i;ll III III 111 I7.Id°r tin Y' A �/ ,�, 07. IIII IIII -- T II• '-�'1 -1 5) rtt' - T J=1{II IIII IH III Ill) III Ill IIII- Ili fill IHI INi IIII ''I III III IIII-III III IIII _III 111 III -IIII III ill_IIII o . > aa"6i®C Minimum Embedment. r C Wa11s 3;0344 Wall -Walls 6,7antl8 III IIII. HII".--IIII IIII. IIII-III IH IIII IIII IIII IIII-IIII III�D0 II IIIII=III' III_ ll - _ 1-IIII IIII 11'1 =IIII 111 11 =III! - - i - ' - - - r - - ' Dp~46v db vuo ' �}CS P 4gavdp646av1,pd � a - "• '0 =',. m id@gl, Cohesion (psi) p »y{pcf2 m{de Of Cohesion {psf) 7 {pcfl >b Ide9F Cohesion IPsfl 7 tech 'O w 0 Rai Iced Wall fill 3$ Reinforced Wall Fill .38 135 Reinforced W 11511 38 135: Retained Backfili 38 - 130 Reu`a nod 50 50) ill 34 - 130 Retained Backfili. .34 - 130 Foundation Soil 38 f00 130 Foundation Soil 34 - 130 Foundation Soil '38 100 130 ..5:%" : External Stability: Minimum Factor of Safety against Base Sliding = 15 Minimum Factor of Safety ago nst Overturning = 1 5 Minimum Factor of Safety against Bearing Capacity - 2.0 Global Stability: to ba perromrad;byothers. Inapeciion: The construction shad) be periodically in ' under fhe direction of an engineer registered in design input values dvrng'thapian"rev,aw pfiaso� Imo nal Stability: Minimum facto of safety on Geognd Strength =1;.5 M O'mum facto of safety on Geognd Pullout = 1,5 Sa' Geogrid Interaction Coefficient - 0.8 Pa rdam Coverage of Gaped :=100%. thestate of WashfigtonwitIt axperiende in the design of reinforced earth retaining walls. The geotachnical engineers hail approve :all n r o H �, 4/f c y « ~°°.s' .ftv %a,c4T , a p�S '. ,r,.� fig+ '..a "" a-ar,r�•« 5l36119 "$a. .. v, a• ,..w..^8 "+ i6� Total WallHelghf: Exposed Height Reinforcement Reinforcement Reinforcement Height Above Leveling Pad (ft) Minimum Bearing Capacity (psf) (He) (ft) Type Layers Length (ft). L1: L2" L3 L4 15 L6 Static Sal 9 8.. Miragdd SXT 6 7.5 0.67 2.0 3:33 4.67 6A: 17.33`- 2,210 3,588 30530 A Mimgtid SXT.. 5>: 5.5 0.67 2.0 3:33 4.67-.. 1,732. 2,903 :k a3 Sheet No, � i f iN 1 . 1 7.0 6.0 `'. k-1tA'!+'_+. 1,256 2,255 5.0 0.67 2.0 3.33 .5 4 Miragdd SXT 4, 6.0 4.67 Sheet No. RN2. Section Detail - Wall 6 and 7 Section Detail - Wall 5 (not to scale) ROBINSON' ,� (not to scale) ROBINSON' NOBLE Railing (by others) See detail RN3.2 NOBLE 0t 270 psf traffic surcharge Cap unit Project -No 2884-002A. Designed Bye Drawn By: Checked By: Railing (by others) See Detail RN32 - Preiect No. 2884-002A. Designed By:: Drawn By: Checked By: Date: May; 30, 2019. �. ( Date: May 30, 2019 7_ A11 - YYY"' jr YYY 270 psf traffic surchar{ta " Cap.tAoGc A L)III (NiN ,__r�_ III IIII IIII III IIII IIII IIII IIII IIII (ill 1111 11H IIII IIII- Railing others). - 1IIII 111 - IIII -IIII "IIII ill-1111 IIII ill--'III ill IIII -III IIII IIII11i1'� IIII HII Ill Till IIII IIII III III! IIII IIII .IIII=IIII fill d1(1= • ET gr"`^.W8117 ig - (by Seedetail,RN3 2 h !11 II_Ilil -IIII III-IIII IIII "IIII •II" T 1 t _a�73 IIII IIII _IIII III IIII IIII IIII III -IIII III IIII IIII, IIII Ill) IIII-0 "III. 11H -IIII_ IIII !!d _In d111-Illi_Ilil Ili) VI -ill) ill) till Ill t� ° fc '. .7�typ • 'r'- `r' `" ♦ '� Lo lu_n n n _rdi nH IH id1_ iiii Ai n it Aim a = as :=111 MI sill-111 IIII 011=i1I Lii 5111 EId in IHI' Ili i=11 IHI-_ o =11111111_IIH=IIII .IIII Ui1 Ifli Iiii IIII IIIIIII III lilt IN III. r .. a},"` .•.,1„. w. A". = 0 D lul ill 16=ii! - HI H11 -iu nil 11p-H11 nil ill - IAI=Hn IIH HIi=1 IIII 111-161=111_II0_IIII=i1I 111 -III=IIII IIII-HII IIII ill '_ `. A-•,, w�I *W + _ 'IIII In III =Ill 111 1III= Iifl 1111 111I 111I-1�, Standard block unit -Cap unit d=Ail IHI 111 =111 r_tT� T r IL "'i_ifir ,-'11_t5 - �.4,,,,ffi I11rill III fill=III 1 IiN III MI III I. IIII III4 III I. IIII III{.�o .IIII=IIII IIII-till'=111 "IIII -III=III IIII_Iill=ll11 Ili) IIII -IIII=fill-ill)=., IIII=lolalill HII IIII IIII IIII _HII in HII _Illi�ill! IIII HII -ill, Ill,)-Ip:. =11 16I.1111 1111=III 1111-IIII=: 101- 11119 1I'I-IIEl -ill 1111._ IIII- - -- ! ,,, .. P 1' y 9.c. ? 1445 �r I B. ,. m -_. �: m •� .,� -F-+ +' ( : pot III !I-.IHI-III=II1`I, III Hil=fll TT"Tnri-- T1_ D ..:Ill IIH-11H Idli IIII=iNi. Hit Ii.-IIII HIi"IIIIA IIII=111 Illd-ul-1ppr7ap:, all 6: =1HL=11II-HII 51L1111 7111_III=IIII=Illi-11?i_1IIl'A11A- )IEE. 11!I_IIII=r"C,1C1:p?., 0 Ill-11=UI=IIII IIII=IIII=HII=I:=IIII-IIIIIII-.IIII=11-HII=1= � :9;, III-IIII=III IIII-11;1=HIi. 1111 1 A11 =: 1111'llil'.INi-IIII=IHIIIII-IIII= O4 _IIII-IIII_IIII.=IIII=III. 1111 d.1-idil Illi IIII=If1=11.1-IIII-HI I-. 0 Copy Ir 4ap 4. _IIII _..III _111=III!_I11_I1d=IIII_ d 1 I rs•;. `I,.- A: A w_ai * ire I. IHI IHI_lill=..IIII=11i._b11 N•g. ill IIII'lil1� IIII-IIII IIII 111=111_61110.: -= 'ill1 All 11 III-9t1=11'1 1-1rri rinT -irr - 1=1r7-1 _ _ _ __ _ , _. _ _ _ _ v _. _ _ = ... � b o•` LII=1 p.0 ODr! 1?I-_III_!LI=1IIIy1111=p.I=IIII IIII=11:1 '=IIII=H' f11 =1L1=IIII ill)'=6�QQ:O ; a�. - �.i u1 Standard block:Unit '�; E. 'S :2 -: ra ''ire - ,� ,• L ffj- =IIII-IIII IIII-.ill -ciill-IIII-till-. 71", _ ITT-`P EIlJ , 1d=IIII-IIII=1111=1111=III=1:11-III IIII=111�=_IIII=IIII=IIII=IL 'i =111'➢-!III=1='II`'! IIH'i1 =III lIE- �� LI I_ lL II. IH I_ II _"1( I_ ©p :� '� = - iT-- ,n='till rtrTATi1 =1H1'= Ill =IIII=IHI=IIII=IIII-IIII -Ih NI 11-= =1 II II-6_IIII_II _IIIV III y ,`d'.--.! ij 7°typ.: ,�,.m .c COMI_IIII�IIU=III-IIIIsIu1=IIII_1111-IIII-IIII_IIi®IIII�IIII=119 t✓a t� •: a =1 _ i:= _ _+0 .I=11=1=.=!='1=!"�'6',-6,,...Q ,l_IH_1II-IIII III_Iili_:IifI 4u. illlLIIIII13 III III 1.1 _11 a 'pIII-I1.d=11i .IIII qil-ilr IIII' fiB�Ilif Iiii III_II;I_ifd_d111 _.-D"9 r IIlI - IHI_Iiii Ill Ill -IIII - ifld- Till -QO -=lilt -IIII=1i17=111 Ili)-li r�' Oe `"R-±R_I'r-^.fAT't-n. .. - 2 i- 11 Minimum' �-�- i 'iii IliHIi-IIII_lilt=II-Iiii=IIII=III Iilialill-1111a IHI=cilia Cl ,pane 'III ill !_ill-.!lit=gill=!!i=1111_illl_tlil-=1'i=IIII =III=Ili=r ©"!"'bd'dv664rsao-b . _ - _ _ _ ..- _ _ _ - ! a v>�a`dv s,.IIII=IIII-Ili4<<=Ill.-dd =_Illis!O, :A _i1=111I=118-"'= p I „II Id '"'�rt oz a- os ,- _ •' (1) St.., '-1-r r ,r. r. `_ ¢ - H!I Ily DI IHI !II-li:! u1 _ IIIIL =III = i.--r!"-'IR'Ilt= r - i=IIII=idl1 IHI^:IIII-1fIi_rl=11H _11=1111.=IIII iB=IIII 19I-11: � - D Embedment l� ,C- C 6II NIIII IIlll11 III! i!ilt II1Il =111t=11 Ilk-111101 Ili17111. IIIII=i1 T1111-IH 9 IlII _l jlt lllir IS" �i10-11i=1!H.-IIII fl1P-i!IEAil IL- 1H=1111Y11=QapOp Standard block urnt. .Fi a) LLC (i} -1111-111 iii! 961-11'I Ill I=I'1_H'I III 1111Id5. 1l IIII-. 4 ° , nll_Ilif-It in-,_I!II III tin=lglIn III=In-111 IHI -�I11 p Q,. od�vo'odcrv....: III_='_III IIII-HI-III 111 III Ill I ID IIII MI IIII i, Q6 d4pc4D =1r, it dos.' PQo�oa_� a4Q89DAi '{` r/' +Irs uDip y11=IIII 'll-.!III-IHI=IIII-111 II IHI :IIII-1!1!=IIII-IIII-111 =1LI MI 161 1HwUl ' II IH IIII IIII=1i11 111101111=IIII_11� .a.<4 -i 11 IHI III=IIII" MAIM.' Qcp HII III III HI ilq IIN III IIII IIII 11 ��Q,.. oe, ,�,. 0°f' Minimum p p a C 0 �✓ "� I IIII III .IHI IIIII Milli IOlitl IIII IIII .I11-ill nr"1--r•rmm11` - }o $a4 il11i, (IIIII IIIIIII-10111 .IIII WI IIIIIi fliip.IIIIH! (IIIII Ili()ddv 5, mbedmenf fR .`= III lilt IIII d6-1tli II II II II i0r=IIII III' IIH 1111 1117. Ili! In Ula vs o,e 4aoo. HII -Iii (II _lilt "Ili) 11 In (HI IIH-IIII �c O�• 'i a9oe4-4aop ,I - - [J 4 �e AA 4...bePA�1r Qer .f.IIV ♦a V 1_ r is e" w j / 30530 4P aN � G ar� `TONAL# Wall 6* Leveling Minimum Total Wall Height Exposed Height Reinforcement. Reinforcetn.ent Reinforcement Height Above Pad (ft) Bearing Capacity (psf)' {H) (ft) (He) (ft) Type: Layers Length (ft) L1. t2 t:3: L4 L5 L6 LT LB: Static Seismic' 5.5 - 7.5 Miragdd 53(7 5 to 8 10.0 0.67 2.0 3.33: 4.67 6.0: 7.33' :9.0 '10.33 2,257 3,106 ,.4. Y 3.0-7,0 1.0.5.5:. Miragrid 5XT 2105 70 0.67 2.0 3.33 4.67 6.0, 1,619 2,447 T j `fop layer may be shorter due to Wail 7. Remforcemont length -should extend from the face of Wail 81o:fede of Watt 7. Wall 7 .- t 0 S li H Total Wan Exposed Height Reinforcement Reinforcement Reinforcement Height Above Leveling Pad:(ft) 'Minimum Bearing, Capacity (psfj " ' 5/3QK91 Total Wall Height Exposed Height Reinforcement Reinforcement Reinforcement Height Above Leveling Pad (ft) Minimum Bearing Capacity (psf) 30 ra 30530.9 a`�tpi54. (H){H) (Ha)(53) Type. Layers Length (ft) Lt L2: 1:3; L4 LS L6 L7 L8- Static Betsmic- (H)(ft) (He)(55) Type' Layers Length(ft} Lf L2 L3. L4 L5 L6 L7 L8 Static Seismic ,�,jONAja' -: 5i30/19 7.1.11.0. 51:-9.0 Miragr)d5XT 610:8 10,0 0.67 2.0 3.33 4.67 6.0 7.33. 9.0 10.33 3,030. 3,712 7.1-11.0 5.1- 9.0: Miragrid5XT 5to8 10.0 0.67 2.0 3.33 4.67 6.0 7.33 9.0 10.33 3,030 3,712 3.0-7.0 1.0-5.0: Miragdd5XT. . 2 toy 7.6 0.67 2.0 3.33 4.67 6.0 2;109 2;44& Sheet No. 3.0- 7.0 1.0.5.0 Miragnd5XT 21o.5 7.0: 0.67 2.0 3.33: 4.67 6.02,109 , 2,446 Sheet No. RN2.2 RN 3 /2) i 9.- )"/ Rev Date Issue Tukwila Fire Station 52 Project No. 224-17-01 Designed by Drawn by Checked by SWP CRL MJS 1932 First Ave, L Suite 201, Seattle, 01 206.7 5.1211 f. 206,973.5344 engineering pllc arev.lpdengineering.mm 02819 LPD Engineering pllc - These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations vnlhout the approval and participation of the Engineer. REV) CODE ' O `r y APPR• JUL 17 2019 City of Tukwila BUII� \SION CITY TW JUNOF 04 2019UK PERMIT CENTER JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 MSE WALLS DETAILS AND NOTES Sheet Title Sheet C 2. 12 N A+ U ARCHITECTS + URBAN DESIGNERS w V! 3 ivg cog 6/3/2019 3.76 PM sheets i tuk vita_ls52grod a 11/pd—fslidatallpd engineering plIciprojectslweinstein aultukwilo Section Detail - Wall 8 (not to scale) Railing (by others) See detail RN32 270 psf traffic surcharge'. a 4 _fill _IN-il'tl-1;1_Ilil=� ✓..., r' 11:1 11 III I 11.1=.fill ' •4:II 1111 Ili .III _ II III 11u-IIII Ills= -;II III III la IIII 11 ill= I II 4 U'I_101 UI III =fll 4.III= 4 IN III III -I =-III III -NI-- III I III IIII III IIII-:IIII 1111.5 Iv. :ill III= 11f--III t1�• 1:=5,R'. r 1 - P-. I- lilt IIII 4 IN III=;II I111 4 Ill IIII II. IIII. .111 fill .III IIII 41111 WI 7 1111 4e. III ...11 ill II III I111J1 ill 1111_i111111 IIII-ill Illl IN ILA Z III Z IIII NI 4,11114 1111--IIII 41111 IIII li III{ IIII fill! IIII 611_I .4_147'Il Ill III II 14 14 II- II IIIII 91 III-. •III IN IIII IIII Ill_III 1111 �111 011 IIIIIII 1:It IIII IIII LI "fig Ill 11I1 ill r'9 i_ et Ili IIII IIII_llll IIII IIII-III III IIII-IIII IIU III=IIII III �fll 111' llli I,1 IIII kf'.1111=ill - IIII fill-11 Ill! II'I=fill' 1111, hd 1111 III III=III III IIII -Ili IFI IIII. IN II IIII -IIII III l IIII flit fill IIII II IIII-Ili IIli I4 III=III 1111 till =III III= Ill oil III= Ili III .1111 Ill Ill III by V lilt 1111 .IIII III III III T II III fill=fill fill Ill1 (III [III. 111III IIII I111 IIII III IIII 111 fill 11A 1111-III 41 III=I l]: '111flll fill 10 :-..4 fill III 1111-Ih IIIL. 6IL_(11 1111- I11_Iil 11II41111 II IN - IIII JiI 111111 IIII-III-11i=1171_ Cap unit ---'Standard block unit. A Minimum mbedment TotaIWalt Height (H) (ft) Exposed-Hetghf (He)`(f) Reinforcement Type Reinforcement Layers Reinforcement: Length'(ft) HGIgb15bove Leveling Pad (tt) Minimum Bearing Capacity (psf). Li L2 L3 L4 LS L6: L7 LB Static Seismic 7.1 - 11.0 5.1 -9.0 agrid SXT 5'to:8 10.0. 0.67 2.0 3.33; 4.67 6,0 7.33: 9.0 10.33 3,030: 3,712r 3.0-7.0 1.0-5.0 Miragrid5XT 2to5 7.0 0.67 2.0 333. 4.67 6.0 2,109 2,446 ROBINSON"' NOBLE Pigect No:'289I-002A Designed By: Drawn By: Checked By: Date: May 30, 2019 CO ai 4.0 Air Ct 0 0 v Sheet No,. RN2.4 Reinforc not to sC ntConn ection Detail le Typical Rase Step -Up Detail not to Scale 11 111 111 II Ili Ill 111 II I III -III I tElirafila V' COUP DRANULAR EASE LEVELING PAO Outside Corner Detail not to scale NOTE IN T/E'CnGaa WWERARE#pFREJM'ORLEaENT,O!E OF THE LAVERS OP REINFORCEMENT SHOULD BE LCREN®OR RAISED ONE COURSETOALLOWPLACE/We oFRE RENFORCETAEW WITH TEPRINCIR.E RBFffWSCEMENTSIREND1H DIRECTION PROPERLY ORIENTATED. THE RENWRCE ENTSHOULD NOT EITENDLNT INeeEONCETAL RETAINWO WALL OATS CHINE RETURNIENOF T1E90 E-SEESCOWER. PRINCIPLE RE DIRTON.. NOTE USE AOtESIvE ON EXPOSED PARRAL UNITS Wruram Dom MAPRAN WORM BOND. Inside Corner Detail not to Scale i PEHFIX6EMHe'HMI ED NOTE: USE AIMEENE os eoangO PARTIAL UNITS ctrr uND9 {lgTO MMRAR! RIMNRxR ECHO aECONe COURSE Gomm ROBINSON" NOBLE Project No. 2884-002A. Designed. By: Drawn By: Checked By: Date: May30, 2019 0) 0 L ya 1) 0 0 Sheet No. RN3.1 Sleeve-ltTM Fence Post Detail not to scale SET POSITION OF SLEEVE IMMEDIATELY BEHIND TOPMOST SRW UNIT CAP UNIT 7° TYP SRW UNIT RAIL TO BE DESIGNED BY OTHERS AND A MAXIMUM OF 8 FEET APART SLEEVE-ITTm 1224R 12'0X24" DEEP FILL :SLEEVE WITH CONCRETE, SET FENCE POST. CUT THE GEOGRID AROUND THE SLEEVE-ITTM SYSTEM AS NECESSARY. COMPACT TO 90% MDD I PER ASTM D1557. REINFORCED f BACKFILL ZONE -- GEOSYNTHETIC REINFORCEMENT ROBINSON' NOBLE Project No. 2884-002A. Designed By: Drawn By: Checked By: Date: May 30, 2019 W 0 N 0 0 - H Sheet No.. RN3.2 Typical Drain Pipe Through Toe Slope- not to scale REMOVE PORTION OF ADJACENT UNITS TO ALLOW DRAIN TILE TNRU FACE DAYLIGHT DRAIN TF99U WALL FACE a_ EXTEND THRU. SLOPE E COURSE COU 4.0 PERFORATED DRAIN TILE (EL VARIES, SLOPE 1%MIN.) Th Retaining Wail System Capping.Detai not to -scats SAW CUT AS REQUIRED TO CONSTRUCT.. so DEGREE. MITERED. CORNER TOP \I\ SPLIT FACE AND END WALL FACE:'. 1. ALWAYS START CAPPING WALL FROM THE LOWEST ELEVATION. 2. LAYOUT CAPS PRIOR TO USING ADHESIVE. 3. CUT CAPS TO FIT. VARIOUSCOMBINATIONS OF LONGAND SHORT. CAP FADES WILL BE NECESSARY FOR RADII GREATER THAN THE MINIMUM. 4. ALTERNATE SHORT AND LONG CAP FACES EVERY OTHER CAP TO ACHIEVE A STRAIGHT ROWOF CAPS. 6. USE EXTERIOR -GRADE CONSTRUCTION ADHESIVE TO SECURE CAPS. Typical Base Preparation not to scale ROBINSON' NOBLE Project No.'2884A02A Designed By:: Drawn By: Checked By: Date: May30, 2019 Sheet No. RN3.3 �j /9-OiSD Rev Issue Tukwila Fire Station 52 Project No. 224-17-01 Designed by Drawn by Checked by SWP CRL MJS 1932 First Ave, Suite 0 Seattle, WA 1 206.973.5344 engineering pllc NRR.Ipdengineerirg.oe 02019 LPD Engineering pile -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. REVIEWE CODE COMP APPROV JUL 17 2019 c BUIL ity of I ukwi)a DING DIVISION nECFIVED CITY OF TUKWILA JUN 04 2019 PERMIT CENTER JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 MSE WALLS DETAILS AND NOTES Sheet Title Sheet C 2 ■ 13 ARCHITECTS -I- URBAN DESIGNERS D z W V 1 2 LJ 3 WF IS 0.4'\ S & 1.2' E \. OF PROP COR T 6'CLF 2.0' —► O O O N NO1 12'56"E WF IS 0.7'W --.\ OF PROP COR -4— 1.4' 1.4' CC.2 4' WF FENCING PER LANDSCAPE HEAVY—DUTY ASPHALT PAVEMENT IN REAR APRON (TYP) (BASE BID = ASPHALT ALTERNATE 3 = HEAVY DUTY CONCRETE) TOP 0 O 1- 4" WHITE PAINT STRIPE -MP) WHEEL STOPS Cv,3 (TYP OF 14) CRWI 1 I I 1 I I I 1 I I I 1 I 1 I 0D WF MEANDERS ALONG PL 4 REBAR AND CAP "LS 37590'I 0 WOOD BLRD(4) CONCRETE c�.2 WALKWAY 1 1 I ss !10'\CONC. V•4' VERTICAL CURB r� L • 3 r g S�� d3 . 1 n.ADA SYMBOL — y.3 (TYP) — — 1 STAIRS TO SOUND MENTAL HEALTH (ALTERNATE 2) 1 • 1 1 I 1 WHEEL STOP (C663 (TYP OF 2) ADA SIGN f fi Cv.3 v.2 20 0 10 20 40 Scale 1•=20' LEGEND FF 78.0 %////////////.1 PROPERTY LINE FINISHED FLOOR ELEVATION PROPOSED BUILDING CONCRETE PAVEMENT HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT (AC) PAVEME SITE WALL VERTICAL CURB CURB AND GUTTER TRENCH DRAIN CATCH BASIN TYPE 1 CATCH BASIN TYPE 2 STORM DRAINAGE PIPE m STORM DRAIN CLEANOUT FOOTING DRAIN CLEANOUT • DOWNSPOUTS ss SIDE SEWER PIPE SEWER CLEANOUT —` — SIDE SEWER CONNECTION 0 SSMH • BOLLARD FIRE HYDRANT WATER FITTINGS WATER SERVICE LINES WATER METER WATER SERVICE LINES FIRE SERVICE LINE FIRE SERVICE VAULT FIRE SERVICE CONNECTION NOTES: 1. FOR CONCRETE JOINT PLAN; SEE LA PLANS RECEIVED CITY OF TUKWILA JUN 04 2019 PERMIT CENTER Cali 3 Working Days Before You DIG! of 1-800-424- S8 Rev Date Issue Tukwila Fire Station 52 Project No. 224-17-01 Designed by SWP Drawn by CRL Checked by MJS 0 0 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206,973.5344 engineering pllc ww`vdpdenglneering.com 52019 LPD Engineering pllc - These documents have been prepared speccally for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. PRELIMINARY NOT FOR CONSTRUCT. JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 06/03/19 PAVING AND Sheet Title HORIZONTAL CONTROL PLAN Sheet C3.0 0 W E I N S T E I N A+ U ARCHITECTS + URBAN DESIGNERS 1 1 1 1 1 1 1 1 C "DO NOT ENTER" 1 "AUTHORIZED VEHICLES _ONLY" ONLY" (TYP OF 2) WF MEANDERS HEAVY DUTY CONCRETE PAVEMENT (TYP) ALONG PL I 1 1 1 1 1 I 1 1 1 co WI co 1 I 1 1 I 1 1 I I 1 I I 1 I 1 1 51+00 -0 — 0 DEPRESSED CURB PAINT STRIPE (TYP) X 55 Vim-' 52+00 URB RAMP 0\CONC. v.4'VERTICAL CURB CONC CONCRETE VERTICAL WALKWAY CURB I Ln s1 52+50 MATCH EXISTING SIDEWALK, CURB \ AND GUTTER \ \ "NO WFIS0.5'— \ PARKING N OF PL FIRE LANE" (TYP OF 4) I CONC WALKWAY (TYP) \ P$\D' I 1 53+00 C;1 STOP SIGN HEAVY DUTY ASPHALT PAVEMENT L 1 \ 1 CURB RAMP CC3.4 MUNICIPAL COURT CITY HALL POLICE SIGN SIGN POST PROTECT EX SIDELWAK, CURB, GUTTER SAW —CUT AND PAVEMENT RESTORATION MATCHEXISTING SIDEWALK, CURB AND GUTTER z \\ \\ \ z \\ \\ \\ FOUND 1 r BRASS DISC IN CASE W/ PUNCH DOWN 0.8' CURB RETURN TABLE NO d R STA PC LOCATION TOP OF CURB ELEVATION STA PT LOCATION FLOW LINE ELEVATION PC 1/4 1/2 3/4 PT 1 101.82' 10' 53+39.56, 20.85' LT 89.53 89.03 89.78 89.28 RAMP RAMP 90.30 RAMP 90.79 53+47.81, 34.01' LT 89.75 2 71.19' 30' 53+42.14, 12.92' RT 86.16 85.66 85.39 84.89 RAMP 84.12 84.05 83.55 83.09 82.59 53+70.55, 33.25' RT 20 10 20 40 Seale V=20' LEGEND FF 78.0 /////////////� PROPERTY LINE FINISHED FLOOR ELEVATION PROPOSED BUILDING CONCRETE PAVEMENT HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT (AC) PAVEME SITE WALL VERTICAL CURB CURB AND GUTTER TRENCH DRAIN CATCH BASIN TYPE 1 CATCH BASIN TYPE 2 STORM DRAINAGE PIPE STORM DRAIN CLEANOUT FOOTING DRAIN CLEANOUT DOWNSPOUTS ss SIDE SEWER PIPE "�� SEWER CLEANOUT SIDE SEWER CONNECTION ® SSMH • •�___ BOLLARD FIRE HYDRANT WATER FITTINGS WATER SERVICE LINES WATER METER WATER SERVICE LINES FIRE SERVICE LINE FIRE SERVICE VAULT FIRE SERVICE CONNECTION FIRE STATION NOTES: 1. INSTALL OPTICOM ACTIVATED FIRE SIGNAL AT ENTRANCE OF ACCESS ROAD AND 65TH/. SEE SIGNAL PLANS. 2. ACCESS ROAD STATION 51+70 TO 65TH/ AVE: INSTALL SNOW —MELT HEATING. SEE ELECTRICAL PLANS AND HEAVY BROOM FINISH. 3. TRAFFIC SIGNAL INSTALLATION AT INTERSECTION AT 65TH/ AVE. SEE SIGNAL PLANS. RECEIVED CITY OF TUKWILA JUN 04 2019 PERMIT CENTER CaII 3 Working Days Before , You DIG! q rso 7-800-42 55 r/ Rev Date Issue Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite 201, S attle, WA pe206.7 5.1211 1 f. 206.973.5314 engineering pllc www.lpdengineering.mm 0 2019 LPD Engineering pile These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. PRELIMINARY NOT FOR CONSTRUCTION JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 PAVING AND Sheet Title HORIZONTAL CONTROL PLAN Sheet C3.1 A+ U ARCHITECTS + URBAN DESIGNERS .dwg can/ 6/J/201g J 17 PM �lpd-fsl�dcto�/pd engineering NTS NOT USED 1 ASPHALT CONCRETE OR BITUMINOUS. PLANT MIX REPLACEMENT PATCH CONCRETE.150%0F CUT WITH PNEUMATIC SAW CUT PAVEMENT CUTTER EXISTING DEPTH EXISTING ASPHALT PAVEMENT -EXISTING OONCRETE PAVEMENT _ ee t m$ <H H•qqqppp g om ^'dy 3 n y "'+ y 9. c 1Y n} : 4 $_ M 'd g BX- • FACE OP coos TCHON GOU)v ///SLOPE 12%m N) / TOP OF ROADWAY FnCEOF coos TOP Of OnOwAv \ "Y 0 1 - �g.# B EXTRA RIGID BASE • 5t8'MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY TLC CITY - - _ -- 0 _- - - _.gym -- -- 51e'Go SCOMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY _ = THE CITY 7 -Il� n p t9 '� —',x a �r _ w ___- Nlw al In .1. S ¢' 0 66 kG '1 w n Yw a� i3 R'1 .. J/ f ... 18 DEP H DETERMINED BY CITY TYPICAL PATCH FOR RIGID PAVEMENT e. CC R6A ORGi ER TICONG: FCCURB ww ..0 x-., �11n5 �\yIJ� r 99 a 3 r. `yY 415' FACE CF CURB sFPam o•To 5' MAINTAIN- PP SLOPE ON SCE OF CURB MATCH B — pARES PROM CEMENT CONCRETE OR ASPHALT CONCRETE SIDEWALK OR PATH ASPHALT CONCRETE OR B RUM INO US PLANT MIX REPLACEMENT PATCH SAW CVT 150%OF EXISTING DEPTH EXISTING OIL MAT SAW CUT TING ASPHALT PAVEMENT � XVJi jo AIMalk yL` Ys �V 6 EL 111E. ROADWAY 7soOPe(2%bfw.) TOP OF • S •d ^ �y6 Eit y p'M , , ROADWAY I., y,,EN .; /s\ Rai / S p f 2¢a 6tl hb n N wnp S $-" al k REMOLDED JOINTFLLER CEMENT \. \. _. CONCRETE9DEWALENT r 19 I _- CEMENT CONCRETE PEOESTRNN CURB R _ _ CRUSHED ROCKY LESS - - - - _ - - 51COMPACTEDINUS WSEO OTHERWSE ORDTHEDBY — THE CRY - - - - 518"MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CRY pCPRESSCOCuHe SGCTI_CN NOTES: O 08 (� a mr@/ 2 ^ $ p1' yy 6 , TYPICAL PATCH FOR FLEXIBLE PAVEMENT 1. ALL CEMENT CONCRETE CURBS SHALL BE CONSTRUCTED WITH AIR ENTRAINED CONCRETE CLASS 3000 PSI CONFORMING TO WSDOT STD. SPEC. 6-02 EXCEPT AS SPECIFIED IN NOTE 2. 2. CEMENT CONCRETE CURB OR CURB AND GUTTER ALONG THE FULL WIDTH OF A DRIVEWAY CSHALL CONSTRUCTED WITH AIR ENTRAINED CONCRETE CLASS 4000 CONFORMING TO WSDOT STD. SPEC. 6-02. 3. CURB EXPANSION JOINT TO BE PLACED EVERY 151. 4. REMOVAL/REPLACEMENT OF CEMENT CONCRETE CURB SHALL BE FROM EXPANSION JOINT TO EXPANSION JOINT UNLESS OTHERWISE DIRECTED BY THE ENGINEER. 5. FOR CURB AND GUTTER CATCH BASIN SURROUND SEE RS-15. NOT TO SCALE NOTES: ` 1, ALL WORK TO CONFORM TO THE CURRENT WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. 2 A MINIMUM OF A ONE YEAR GUARANTEE IS REQUIRED ON ALL. PAVEMENT PATCHING AND OVERLAYS. 3 CONTROLLED DENSITY ALL IN PLACE OF CRUSHED ROCK MATERIAL MAY BE REQUIRED IN CASES OF RECENT PAVEMENT OVERLAY, OR AS DIRECTED. BY CITY ENGINEER. NOT TOSOALE I a i o .a o a ` I-- a S 1 .. 11 w j ' 0 Q • ," .9 F. ■` �' ' 'x NI ` — �... r CEMENT CONCRETE CURB DETAIL < a "-"' . . —._ r r City of PAVEMENT RESTORATION SHEET: RS-04 CI. tY 0 WW @ o °' }^ lr as w.'3gpd"' sx4Re0ne ,,0 ywo s , NT BOLLARDS Tukwila lla LAST REVISION. APRILZ919 SHEET R APPROVAL: H. PONHEKANTI Tukwila ukwil iO3 REVISION xt: 08.03 APPROVAL: B. SHELTON NTS 4. CEMENT CONCRETE CURB DETAIL NTS PAVEMENT RESTORATION L NTS NOT USED 6 NTS NOT USED SIDEWALK WIDTHS STOP YIELD I ---1f1� MINOR ARTERIAL' PRINICIPAL ARTERIAL` TUKWILA URBAN CENTER (SEE NOTE 1) D %HITE STRIPE DPOST %WV CEDAR, TREATED FIR OR U CHANNEL OF GALVANIZED POST. ASDIRECTEDBY CITY ENGINEER 5' 6' 6' .+ VHE000GREQUIRED .. 1 1 �L■ CURB WIMP MINA' UINDNG (SEE RG12) A i`— 9GORE JOINTS EVERY@ STOP & YIELD INSTALLATION A � 3` WOE EDGER FINISH - ' I -xMa.-� •EDGE - _- OF SIDEWALK EDGE OFSIDEWALK NlO FULLDFFIH 19' OI EXPANSION JOINT EMPANSION JNTS EVERY IS 2scwx PLAN. VIEW FEE OF CURE .. .FACE OF CURB CURS a. GUTIER (SEE R'SO&A) _12• 1 I. DE X 3IS. DEEP SCORE JOINTS. MP MINUS ROCK 18` JaF CRUSHED d' THICKENED EDGE ON RADIUS SECTION A 1► 3R•X3SEXPANSIONJDINI' B° NOTES: ELEVATION 1. SIDEWALKS SHALL BE A MINIMUM OF 8 FEET WIDE AT BUS STOPS AND PULLOUTS, OR WHERE THE SPEED LIMIT IS OVER 35 MPH, OR WHERE ATRAIL AND SIDEWALK ARE COMBINED. 2. PLACE CEMENT CONCRETE OVER 2" OF 5/8" MINUS CRUSHED ROCK OR AS SPECIFIED IN THE CURRENTAPWAIWSDOT STANDARD SPECIFICATIONS. 3. REMOVE EXISTING CONCRETE CURB, GUTTER OR SIDEWALK TO THE NEAREST JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH NEW. * SEE TMC 9.48.040 NOTTOSCALE CURB WI PARKWAY & SIDEWALK CURB W/ SIDEWALK W/O PARKWAY RECEIVED NOTES: CITY OF TUKWILA 1. REFER TO MUTCD FOR ADDITIONAL INFORMATION. JUN 04 2019 2. INSTALL PER CHAPTER 4 OF THESE STANDARDS. 3. USE U-CHANNEL POSTS WHERE NO CURB AND GUTTER: PERMIT CENTER NOT TO SCALE - +., TRAFFIC SIGN INSTALLATION SIDEWALK � Cityof CityC: of SHEET. RS-14 sty.„� sHESHEET:RS-11 7 Y �T REVISION01• 08.03 j r,- j Tukwila REVISION AL 08.03 LAST REVISION: 04.08 B. TON APPROVAL: BOBGIBERSON,ICITYENGINEERZLa NTS r"'1.. TRAFFIC SIGN INSTA TIII NTS SIDEWALK Rev Date Issue Tukwila Fire Station 52 Project No. 224-17-01 Designed by Drawn by Checked by SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.72.725.1211 ,i f. 206.973.5344 engineering plic www.lpdengineering.com © 2019 LPO Engineering pllc - These documents have been prepared specifically for the above named project They an: not suitable for use on other projects or in other locations without the approval and participation of the Engineer. rNLIMyVARY OT. FAR CONSTRUCTION JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 PAVING AND HORIZONTAL CONTROL NOTES AND Sheet Title DETAILS Sheet C3.2 .dwg con% 6/3/1019 3.31 PM tsltukwila_fs51_pave and he& fire steam 511 de /pd-/slldoto�lpd engineenng pac NTS NOT USED 1 SIGN INSTALLATION NOTES: METAL POST NOTES: I t' c0i� O� } rn a t- z w,.. gggWar VC F m a. w w 0 O m ~O j: 0 o 0 U v —p 1. SIGN SHEETING REQUIREMENTS - 1. METAL POSTS SHALL BE 3M DIAMOND GRADE DG REFLECTIVE TELESPAR QUICK PUNCH POST. SHEETING OR APPROVED EQUAL: STOP, YIELD, KEEP RT, TURN 2. METAL STOP AND YIELD SIGN RESTRICTION, LARGE ARROW, POSTS SHALL HAVE ALTERNATING SITE SIGNS SHALL CONFORM TO THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES CHEVRON, CURVE/TURN WARNING, 1' BANDS OF RED AND WHITE 3M } PED & ADV PED CROSSING, DIAMOND GRADE SHEETING. ALL DO NOT ENTER R5-1 (30"x30") STOP/YIELD/SIGNAL AHEAD, OBJECT OTHER POSTS SHALL BE MARKERS, END OF ROAD MARKER, UNSHEETED. NO PARKING FIRE LANE* R7-9 MODIFIED PER TUKWILA FIRE REQ ALL STREET NAME SIGNS, ALL MAST TO READ: "NO PARKING FIRE LANE" ARM OR OVERHEAD MOUNTED 3. FOR IN -SIDEWALK INSTALLATIONS, ACCESSIBLE LOADING* R7-10802: MODIFIED TO READ "ACCESSIBLE LOADING" SIGNS. ALL OTHER SIGNS SHALL CORE 4" DIAM. HOLE. ANCHOR HAVE 3M HIGH INTENSITY PRISMATIC LENGTH MAY BE DECREASED TO e a AUTHORIZED VEHICLES ONLY* R7-10802: MODIFIED TO READ "AUTHORIZED VEHICLES ONLY" SHEETING, OR APPROVED EQUAL. 12". 0 3 ,„,1 w 0 0 co iitp 2. SIGN HEIGHT - (EXCLUDING ADA 4. POST SHALL BE ROLLED CARBON LANE CORNER BOLT SEE NOTE 7 CONTROL 2" SIGN SIGNS) SHEET STEEL, ASTM A570 GRADE 7' FROM BOTTOM OF SIGN TO 50 AND BE HOT DIPPED ATTACH SIGN STREET OR SIDEWALK. 6' FROM GALVANIZED AASHTO M-120 YIELD WITH 2 DRIVE BOTTOM OF LOWER SIGN FOR STRENGTH 60,000 PSI MIN. RIVETS. SEE MULTIPLE SIGNS ON ONE POST. POST SHALL HAVE 7/16" NOTE EXCEPTIONS ONLY AS SPECIFICALLY DIE -PUNCHED KNOCKOUTS ON 1" STATED ON PLANS OR APPROVED CENTERS FULL LENGTH, FOUR BY THE ENGINEER. SIDES. SIGN POST 3. FIRE LANE MOUNTING SHALL BE AS 5. ANCHOR SHALL HAVE 4 7l 16" SQUARE 2"x2", FOLLOWS: HOLES ONE EACH SIDE 2' FROM A. 60 INCHES TO TOP OF SIGN TOP END. FINISH SHALL BE ZINC 14 GAGE. QUICK WHERE MOUNTED ON BUILDING HOT DIPPED GALVANIZED MATERIAL PUNCH OR NOT LOCATED ADJACENT TO TO MEET ASTM A500 GRADE B. GROUND SURFACE PEDESTRIAN WALKWAY t B. 80 INCHES TO TOP OF SIGN 6. DRIVE RIVETS TO BE TL3806 a\ o w o ,� w Ix co cs w w z re w � � ui -' a ¢ z a cc o w to 2 co z w ~ m uo z co Q NOTTO 22" WHERE LOCATED IN OR 3/8" DIA. ADJACENT TO PEDESTRIAN ANCHOR SQUARE WALKWAY. 7. CORNER BOLTS TO BE TLCB516M. 2.5" X 2.5" O.D. 7 GAUGE, 24" LENGTH 4. ADA SIGN MOUNTING 5' FROM SEE NOTE 5. ELEVATION OF PARKING SPACE 2" MEASURED TO BOTTOM OF SIGN IN ACCORDANCE WITH ICC ANSI A 2 CUBIC FT. CONCRETE / 1 17.1-2009 SECTIONS 502 & 503 SQUARE METAL POST 5. CONTRACTOR SHALL SUBMIT A MOCK UP OF ALL MODIFIED SIGNS TO ENGINEER FOR APPROVAL PRIOR TO ORDER OR PURCHASE OF SIGNS. NTS A SITE SIGNAGE 4 UTILITY AL?JUSTMENT City of CATCH BASINS AND MANHOLES '• SHEET: RS-31 Tukwila -- De.D4 1 L APPROVAL B. SHELTON NTS UTILITY ADJUSTMENT - CATCH BASINS AND MANHOLES 2 L 2' 3" PAINT2 Y STRIPE WHI EXPANSION JOINT ® 20' O.C. TOOLED JOINT 3/16"x1 1/2" PREMOLDED WITH 1/2" D MIN RADIUS CONT MASTIC JOINT STRIP DEPTH MEDIUM BROOM ( SAWCUT JOINT WITHOUT CONTRACTOR'S OPTION) SHINERS RESERVED PARKING RESERVED PARKING el STALE DISABLED RAMO PERMIT REQUIRED STATE DISNIED MVOS PEW REQUIRED i VAN ACCESSIBLE 6-FOOT WIDE SIGN POSTS SHALL PER SIGN POST NOTES INDICATED ON DETAIL 6 THIS SHEET NOTES: 5-1/2" �� % �� 6 % 24"FINISH RECYCLED PLASTIC WHEELSTOP (GREY) PERVIOU WALK % / ;;/ j; 2-1/2' 1 -5 O.C. , a ° EACH PARKING SPACE RESERVED FOR PERSONS WITH PHYSICAL DISABILITIES SHALL BE IDENTIFIED BY A REFLECTORIZED SIGN PERMANENTLY POSTED IMMEDIATELY ADJACENT TO AND VISIBLE FROM„,/,„,„/„ EACH STALL OR SPACE CONSISTING OF A PROFILE VIEW OF A WHEELCHAIR WITH OCCUPANT IN WHITE SSHNLL NOT BE SMALLER THAN ON DARK BLUE 070NSQUARE INCHES SIGN AREA AND BEYOND THE HFRONT ALL E EDGE OF THE NPARKING AND S TALL. SIGNS MAY ALSO BE HUNG ON THE WALL AT THE INTERIOR END OF THE PARKING SPACE. SIGN MOUNTING HEIGHT SHALL BE 60 INCHES ABOVE THE PARKING SPACE FINISHED GRADE. AN ADDITIONAL SIGN SHALL ALSO BE POSTED, IN A CONSPICUOUS PLACE, AT EACH ENTRANCE TO OFF-STREETPAR AND KVISIBLE ING CIFROM EACH LITIES, OR IMMEDIATELY ORYSPACE.CENTHE O SIGN SHALL BE NOT LESS THAN 17 INCHES BY 22 INCHES IN SIZE WITH LEI NOT LESS THAN 1 INCH IN HEIGHT, WHICH CLEARLY AND CONSPICUOUSLY STATES THE FOLLOWING: 'UNAUTHORIZED VEHICLES PARKED IN DESIGNATED DISABLED PARKING SPACES NOT DISPLAYING DISTINGUISHING PLACARDS OR LICENSE PLATES ISSUED FOR PHYSICALLY DISABLED PERSONS MAY BE TOWED AWAY AT OWNER'S EXPENSE. TOWED VEHICLES MAY BE RECLAIMED AT OR OR BY d . Q ° 4-r !//fi//', % f/ i 4 -, /i///,,'4, A,;' S 10" EMBED MIN 4 4 4 4 ASPHALT o p G. 4 G. PAVEMENT 4 a 4 d a' 4 4 REBAR ; 0 4 0 o l;�lc�l,!/�,,/(,,7,,, </�%:<,!/4,!,.;,& <: <�\ &:\\:�,As., &,,, ��\��/ 4" MIN CRUSHED SURFACING TOP COURSE 4" MIN CONCRETE - SIDEWALK NOTE: �/ 5fj/ f 3_1/2 ; W111'''2 %%7, %�;i j�jf, 5" ��✓// /% �` % j 1.4' ��i , 6„ � ` / � //, %/ 4 �1� j %% 1'-8" i/ y� %/ ' / / / / p DOWEL 4 �' " CEMENT CONCRETE TRAFFIC CURB FLUSH WITH ASPHALT WHEEL STOPS 6 1. MINIMUM CONCRETE 3000 P.S.I. (5 1/2 SACK) 2. SEE LANDSCAPE SITE PLAN FOR LAYOUT OF EXPANSION JOINT LAYOUT SHOWN ON LANDSCAPE GENERIC EXPANSION JOINT LAYOUT. 3. IF WALK IS OVER 8' WIDE, PLACE LONGITUDINAL CENTER OF WALK WHERE REPLACING EXISTING EXISTING JOINT ..... 0 3/ 2/c5 TOOLED AND EXPANSION JOINTS. SITE PLAN TO SUPERSEDE EXPANSION JOINT ALONG WALK, START NEW WALK AT RECEIVEn CITY OF TUKWILA JUN 04 2019 PERMIT CENTER CONCRETE WALKWAY /-j jij/� l4/r/14 //jj/%�i// / f,�% ' � TWO 1'-4" 8" 11" / LAYERS // WHITE PAINT ADA SYMBOL (PAINTED WHITE) & BLOCKOUT ii iii,oiai '"" rri " " STRIPING 7 __ TELEPHONING " ADA PARKING STALL SIGN 5 Rev Date Issue< Tukwila Fire Station 52 Project No. 224-17-01 Designed by Drawn by Checked by SWP CRL MJS 7i 1932Frst Ave, Suite 201, S01 peattle, WA 206.7 5.1211 6 206,973.5314 engineering pllc www•lpdengineering.com © 2019 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. PRELIMINARY NOT FOR OONSTRUCTIO JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 PAVING AND HORIZONTAL CONTROL NOTES AND Sheet Title DETAILS Sheet C3.3 ARCHITECTS + URBAN DESIGNERS 1- ron/ 6/4/7019 .Z97 PM 7a_ fs52 pave and ha& detai F_1 1 1 /pd-Isl i dala Mlpd eng 12" ASPHAL CONCRET PAVEMENT PER PLAN q) NOTES mum coNmncT Puns STANDARD Pu F ULA G SE / ` N cURa- Ne' (0,0 exp.,,,,x SEE CONTRACT PLANS SEE rid a -" `N'F o;o STANWPD Di `_.- 411 1. At marked crosswalks, the connection between the landing and the as roadway must be contained within the width of the crosswalk mend xorEe 2 Where GRADEBREAcia called out eanbreengmamagreaa break between the two adjacent surface planes shall be flush. s 3. Do not palace Gratings, Junction Boxes, Access Covers, or other appurte- COMPACT STENCILED LEIIERING 12" CURB AND GunE R ix. �►,� = _-.=,1. ---' O ID El oexAt © nances any Part of the Curb Ramp or Landing, or in the Depressed Curb and°Gutter where the Lantlin9 Connects to the roatlway. \_� fill/ 4. See Contract Plans far the cob design spedfled. See Sbnaard Plan orab•Curb etails mar.0roreDepressedand Gw and 1� � � OUR. N°° a `�► �� Pedestrian GUTTER _=■=i Pedestrian Curb debits. ® (�/�'�� (�/��JPARKING FIRE ACCESS N V P! IRKIN VI STENCILED LEI IERING RAMP coup EaiANDARDPUNPau,a 5 Sea CoStantact Plan Frwidt for Cement ant ofCon.sidewalk. EcoNm sE ewalk.Sidewalk Details. ",ns ` SeeCOMaMPlamorwaNantlplacemeMofaitlewak. ETEciaRLEwARxItsG suRFAc AN a . 8. The Bid Item "Cement Concrete Curb Ramp Type 'tloes not Motu. 0 0001 CROSS D R o�u n oG ERE OE wRa E DEPR SSEO DGRa XO G Ea ttbe adjacent cCurb, Curd or22 Gutter. Depressed Curb and Gutter, SSWALR CROSSWALKrb, or s. LIMITS PER PLAN >. The Curb Ramp length is not requires to exceed 15 feat (unless otherwise ( r PLANViEw ° SEE -Ax W shown LL 011 tormalwro"fimviaaap e�aw x�aaa°°a:3:uate'aima TYPE PARALLEL A TYPE PARALLEL S constant slope from bottom of ramp b top of ramp to match into the Sidewalk r a horizontal t5 then Do not Include abutted landing(s), In \\. \;\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\.. \\\\\\\\\\�\\\\\\\\�� \\\ \\\\\\\\\\\\\\\\ \\\� \\' � measurement Iscon a mart Wnan a comp is cans n e radius, the EcoXrtupr t i O P w„�R s oPE walkway ax. ktgN la measured on the Inside rdtllus zlorigath load of the xT GTyi9J n°EEAiESRTTH°ARDPUNF o.t TOP OF N cOxrRAC1': Jo.: Eo°ALLr71hT ° M x OCL° J- _em a OADwaY s Gwb Ramps a. Landings shall receive a bmgn ran.. Sea Standard ''tki a I \ \�`. � \ X \. �• J \ \ \ bf \ \\ \ \ \ rt' G \ \ \ O' \ \. \ \ \\ \\. \\ \\O�00 \: \ '\ \\ \\. \ \ \\.,. \ . iA A V VV \ \ \\ \\ \\ \ \\ \ \\ \, X.. \ \ \ \ \ I P e. P Da° a.. ..'.. it .:., SPwllkatlona B•td. ground _ 9 Pedestri. Curb may be omitted if the d surface at the back of Ne «ENT cuRe SEE noiE UN0 ASEE STANDARD ND NOTE a PUN Ena1x Curb Ramp and/or Landing will be at the same elevation as the Cub Ramp Landing Ram Landis d there will be no material to retain SECTION O a. LEGEND a a D . '> ° P a ° P B __ U V •O� 00� 000 I�O O Q\�gO� Q�\4 i��o'4..� idc4�U�CI'o°\C�d\I: MAX. ED Nm P xB NOTE aEEND GRADE BREAK D W R EECDON FOR RECOMMENDED 00�00O�OOI�OOOf1000 0�.u.u.0� o°oho°oQOOo�O°or000�oo1, O 0 0 i SEE SEE GONTRACTELANS aEE� E"P, R DEaR x aRD RA ** DES./FORMWORKfx ** Tsw oR RECOMMENDED DExIp ,Oo� ��0�i�0 ,, j/ \�// \\j//y\ SID aRADEBREAK '41g...� � --^°..-- FORNwORK(S..MA w \j�� \,;„, \\\/ ., ,,,, \i,, ,,,x\i\\\i\\\/\\\i\\\i\\ c. \\\/\ ...i\ 8" MIN \\\/\\\/\\\i 8" MIN ��\\ i\\\i\\\/\\\/x ,•, \/�\\i\\\i\\\ c°Ra RAUP SEE xoree urmlNc O sEe sierP"iona"D°Puiiraato P SCGc uu Axs all o P LAND Nc a' ° y k.E} lrvP)- SECTION sSE stnxoaao Pu"F''OSECTION eO tMoris txs of RADIUS AT BACK of wnLrcwwn Kona NUDE RADIUS AT OF WALKwA'O PARALLEL e" PAY WAIT a SEE NOTE JS`r5t8�a�a -pEiiZt.°0XpRETECDR."07 YPE NAIL PAR LLELA• PAY ND Eh * i f PARALLEL CURB RAMP i ® i "^ STANDARD PLAN F-40.12-03 "-"• o DFORPUB ASPHALT -CONCRETE TRANSITIONNTS 3 \\\\\\\\\\\\ \\\Q\\a\\\\0\\\\\\\\\\\\\\\\\,\\\\\\\\\\\\\\\\,\\\i0,0. `\\ ,,i...\C\\\\O\\\\\\\�\\\\\\\\\\\\\\\�\\Q\\\� 2 LAYERS 4" YELLOWEET PAINT STRIPE FOR FIRE ACCESS. 2 LAYERS 4" WHITE PAINT STRIPE FOR NTS ADA PARKING BLACKOUT STRIPING & STENCILED LETTERING DETAIL 1 _ /-` APP DN mi- � RS-10 IC VIEW ISOMETRIC VIEW ISOMETRIC VIEW � ICL VIEW ^"d*=" TVPEISOMET LIMIT TYPEISOMET LIMIT a" NTS A PARALLEL CURB RAMP 4 VERTICAL CONCRETE CURB 1' TAPER GINISHED SAW -CUT, TACK COAT AND MATCH EX ASPHALT GRADE 12 `ASPHALT (A� Pm°TM NOTES CURB SEE f No Me curb ramp and the road. 7 ' c nAgs, Pnlb At uat crosswalks, theconnectionhwilt bof CURD Min° N 'NwiDi°tINGSEECO way be contained within the width Mlle crosswa& markings ° 2. Mere GRADE BREAK" is wiled out, N° entire length of the grade break GRADE \\ ( / ASPHALT Lyl/U 0 OOr'OG700��\�\�\�\\�\\�i/ CFO() l^J(-J Ul/ Q8o ni OQ �'LL n()p////�/\\//�� `J +\ /,// �/ �/ ��1 7/ � y/ GRADE0 NM SEE coxi uxs- RACT PUNN SEE cONiNAc a oath TPuws i GTE GRADE BREAK I between the by adjacent surface planes shall be flush. 3. Do Gratings,Junco Boxes,ACw Covers, icoNCRETE -SEE NOTES E AUc SEEM not place or other appurbm , enm YPart of the Curb Ra p rL dig In front of the Curb P oESNOOT„TM In , Ramp he it connects to the dway. T EWALK w,om IY.o'.J Ind) PUXSN...iiiii �' dSce Contract Plan for the curb l2 for Cab:Cub aMG tteY �aPressad CUb eant Litter, enan PedesmanCubdefogs. `�O . „ , ,c, � ° moo,° O. O �oO Oq 0:0( •DENSITY a0poaG O• Q G'p o PO'f%.5'GO OO JJ • OPO Do �a©ai.�j O o.O 'el pOp `�� iOP p oC �GC O" / / / / / / \\�\�\: f EX UNDISTURBED PAVEMENTO� //,/ SUB -BASE MUST BE ' COMPACTED TO 95% MAX. PER ASTM D1557 LAREmPI a EXPANSION\, sTAx°n'"TPL"YAxv oio ° ' RO DE °REnx CURB s bPu 1F ' w aRAN RESENT.oR Cade irn.N I cop; ReRAMP DEtt"" 5 See StandardPbn FJ0.10 for Cement Concrete Sldewa Details.Sae ' Contract Plans for vntlth and Placement of sidewalk, s.The Bid lb c ntConreteCurbRampType_."d.snotncludeNe ai t Coro. cub and Gutter Deprea=ad Curb ant Gutter Pedestrian L.......ow'''.1110, =curb, ,,�Mk, 'The orSdewalks. Cu b Ramp length is M required to exwea 15lent %\!\ \t<!`P \\' RIII��A� oEuV -`---t- (uniws shown them.Inthe COMractPlans).Men applying the 1Srootmax. length, °� ��' ��EOEso SUBGRADE 4" HMA CLASS 1/2° ASPHALT CONCRETE PAVEMENT ASPHALT PAVEMENT apRa- - the running slope of the Curb Ramp Is allowed to exceed 8.3%. U. a ° StAN a - SEENOTE a 0 single constant slope rmmbottom oframp totop oframp tomatch into aADPUNE..a.ta j FACE oPCURB i FACE OF CURB SEE STANDARDPUXF.a.,o ab„ttingg tl,gInthet6- tma%mai„5femnDDwiNaluaaNa = N ,p°PARALLEL, oTEaCURB AND GLITTER [ PRESSED CURB AND GUTTER b, curb RampeandL0 00gs shall mei. a broom finish.See standard cR spaMnwaane e•u. d Ro t,_ 9. iari Lan Cmb',7 beZittetl if the gmuntlsusawat thabaa orthe COMPACTED TO FIRM AND UNYIELDING 7" CRUSHED SURFACING BASE COURSE PER WSDOT SECTION 9-03.9(3), COMPACT TO 95% MAX DENSITY 2" FINISH GRADE Ram or anding ndMbg wil beat Newmal ekvMpn as NaC m �FNR" AmNx�h,a Ramp or Landing and therewll not be material to repo ,;PLENGTRSGRD,iERTNAN.mPRDwIDE 6 PLAN VIEW ON JD OD SP SO PUN VIEW EGENO TYPE PERPENDICULAR ° 0EESTAN000000300d_ TYPE PERPENDICULAR NEV0000530) DIRECTION G ero FOR Nx I YPJo DE BREAK * r 12" GRAVEL BORROW PER WSDOT CONDITION SECTION 9-03.14(1), COMPACT TO 95% MAX DENSITY OR EX SUBGRADE MOISTURE CONDITIONED COMPACTED TO 95% MAX DENSITY PER ASTM D1557 NOTES: E Eai:„o EDT;a„"�b ; CO"NIx ER `T " 000 0NS "° i aR** RE COUNTER* * p mANEN GR OM"EMOL7aSwIaAx)°PoR � a ov RS-12 NTS CURB TAPER END SECTION 5 LANDING CURB A cEUENrcoxcRETE cu Tv-E sEP` P„ Ra- PERPENm°°aa"A PAYLNIi_EEE� a P` ,�® ESTANDARD MARRING E" 1b`�+ DEPRESSEDCURB AND GUTTER- SEE xoTEd ^ SAND "'ETU of ROADWAY ORPu * * Nrin ,EORMZRK 1Irfi Axe ° Nov, G6, ESTANM� DF+°+= ` m y``i A TONAL 4�0`�� PEETsoocDUR D PAYLai :EE 1 fr, , /` R PERPENDICULAR STANDARD PLAN FA0.15 03 EET FORPSHEET 1. IF EX PAVEMENT SECTION IS THICKER, MATCH EX SECTION. OTHERWISE CONSTRUCT SECTION SHOWN. 2. SAW -CUT FULL DEPTH WHERE NEW PAVEMENT ABUTS EXISTING AND APPLY TACK COAT. 3. PLACE ASPHALT IN ACCORDANCE WITH WSDOT APWA SECTION 5-04. 4. PROOF ROLL AND REMOVE ANY SOFT SPOTS. REPLACE REMOVED MATERIAL WITH GRAVEL BORROW. CONTRACTOR SHALL TEST AND VERIFY SUBGRADE MEETS COMPACTION REQUIREMENTS PRIOR TO PAVING. NTS HEAVY DUTY ASPHALT PAVEMENT SECTION 6 Ax euT,e1rioT�ed APPROVED LT,°N CURB RADIUS DETAIL O ISOMETRIC VIEW ISOMETRIC VIEW TYPE PERPENDICULAR A PAY LIMIT TYPE PERPENDICULAR B PAY LIMB 0cow sox. fa waittaan sox.Caa..a w matt NTS p PERPENDICULAR CURB RAMP H FINISHED GRA 'may \\\` 5-1/2" witt SEE CONTRACT PLANSroadway ON°SS:Na:DAL sD Pux Fa0., EwAureB a ° PEDESTmw NOTE r_ EPEoDDRR_MATCH AKmDN_da"N °°R«P EpOmR °TPAxB mxG armlpg pAxNNs° xi sE ux - °PuxE.sato ® O „i6 jIN 2 At marked Crosswalks Ina connection between the Landing and the 111 must be coop fled within the wklth of the crosswalk markings 3 Where "GRADE BREAM Is .fled out, the entire length of the de break f gm be when the two ealawnt surface planes shell be flush, nampo gttma CointeTONresseder rt°n. se Curb 0 4 Donotplaw Gratingpart of /�, anises any part of the Cum Ramp or Landing or in the Depressed EE o Curb and Gutter where the Landing connect to the roadway, p 5 See Contract Plans for the curb design specified Sea Standard Plan 1'R. SLOPE VARIES n.� `m'�11 w © � �e F•10.12 for Cum, Curb and GNter, Depressed Curb GWer and SeeSMnticuroaadb e. See Standard Plan F3r1.te for Cement Concrete Skkwalk Deblis. See ASPHAL PAVEMENT D LO P ° w oD p - /'9k0 SEE HOE° �r phi=,E! C Contract Plans for width and placement of sidewalk. 1 °E �� © BEEaalr WPLAxLFaata STRIP f%i1��+ °SE ya°k"..xFds,o Tt' egitem"Cement Connote CUP Ramp Type -"floe .7treurlatlre DONTRAO "kg /7 tl awM Cum, Cum era cmtar Da reSSaa Cum antl GMtr, Peaeawan _-� . Cum or Sidewalks. 8 The Curb Rang IengN b not required to exceed 15 feet (unless shown D DPP E ED _• s coo i ER IAN RO otherwise In the Contract Plans). When applying the 15-foot max length the curb mof CLOSURE SIGN G� ore RNnP cl.osURE srvxCtir cuFa RM1P allaasured Mom back of sidewalk) the running slope owed t° exfrem Soma a sinto ge consaid.tant 'Bee frombhorizoottom ceoETYPESNPLAN VIEW Gt£DIRECTONA TYPE SINPLAN GLE DIRECTIONS tllsi ramnw to of 15 feet 9. Cub 0Ramps0000 and Landings shall receive a brawn finish. See Standard Specification 844, s' 10. PGtlesbian Curb may be omitted if the ground surface at the bade of the Curb Ramp and/or Lending will beat the Same elevation as the Curb ,s EE siAN° NF.44°Si ARDau o , ,s_e .muAxE{ttP) NrxI1TP. Ramp or Landing and there will not be material to retain. Ou000K) 0"000"000(j000006\j600 O O 0 0 DOO O O QO O Goo QO O OO O ,O Q o 0 0 0 0 //\\$,\\C\\/�,AJ'' j/\l/\/\\\/ \// �j\N\\// \' COMPACTED SUBGRA \� \�/tal \\//\\Q5\\/�\�\?c()\$C r\j�Y\\Q .>///��%/%�/%��\� I\/%,///, /`' -.ea -,.<'- -_ _' Oa �I�I� • o 40 oto ,Ad.L� �2.[�V4��. .,� s /,\�/////\\//\ \.A.L / / y i\e� '� \ p - ° '° ij�� \/ *'.t... ° GRADE BREAK SIDEWALK rrn1 *° RDDREAK EAK E'N SIDEWALK O OPE GRADE ° SEE NOTES 5 N ° SEE No 0 ° aR SEENO1Ea GRADEEAK LEGEND DIRECTION NOTES /'�. .. • / y 3rC�et� CAST IN PLACE CONCRETE 7" CEMENT CONCRETE (HEAVY DUTY) 6" CEMENT CONCRETE [CONCRETE PAVEMENT] (CLASS 4000 PSI} SEE NOTES POP o DwA Y ** V * ✓* rsEE N W EE ; FDR RS-13 <r CURB NPu°x° sEEaANDou«EeuR0005 \ x C2 secnoN O p€oNa ,mME .))FE s�TED Npa0AE a a(ALONGIxSIDERADIUSATRACKOFWAL5000 "'' EXDTE RECTIT '11 UNIT t, (P8c0 °PN'E°as oErEclAeLE WARN .... su rtAEx .......... PE➢ESTMAiner STANDARD • •••• """" 'I LAND SECTION Og TYPE SIXGL o2g1 G HE,p --o-- RwRe°EOF°" Na CURS RAMP SEE ,. M` � �TA7RAN- PB Pe0%ST80.V SSE NOTE - - 'yrONAL - SINGLE DIRECTION G ?g° ° 8� ED �L"{ �RU1 CITY OFTiiKWILA JUN 04 2019 • �i\i\i\i\\\ 7-3/4" 4" MIN CRUSHED SURFACING 6" CRUSHED SURFACING BASE COURSE PER WSDOT SECTION 9-03.9(3) COMPACT TO 95% MAX DENSITY NTS CONCRETE PAVEMENT SECTION 9 TOP COURSE NTS CONCRETE VERTICAL CURB 1 O oEPREssaD case AND _�''111�',�� p.... cAmEa-SEE noisy - - CURB RAMP TE,ftft4IT CENTER PERMIT so,. -�- nuwus nuNr STANDARD PLAN F-00.16A3 SxEET lofts«EET ISOMETRIC O)EW ' m ISOMETRIC VIEWPAY FOR PUBLICATION 0,00•ey-eAPPROVED 9..... / TYPE SINGLEAD(RRETCTIGNA DETA L TYPE SINGLEDIRECTION B „,,,,,“,..,..,,,,,,,..e,,, wwN.., w. v.,.."..ei,�.....n,•. NTS SiNGLE DIRECTION CURB RAMP 1 2 Rev Date Issue Tukwila Fire Station 52 Project No, 224-17-01 Designed by Drawn by Checked by SWP CRL MJS 1932 First Ave, p. Suite 201, Seattle, WA 98101 p. 206,725.1211 f. 206.973.5349 engineering pllc www.lpdengineering.cem © 2019 LPD Engineering pile- These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. PRELIMINARY NOT FOR CONSTRUCTION JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 Sheet Title PAVING AND HORIZONTAL CONTROL DETAILS Sheet C3.4 N A+ U ARCHITECTS+URBAN DESIGNERS 1- Z SSMH RIM=126.10 8"CP(E) BOTTOM=120.65 EX SSMH RIM 126.10 BOTTOM 120.65 IE 120.65 (8"S) CONNECT TO EXIST I / I I / I / 1 �%I I I I I I 1 I / / I I / / / SSS 6, 48' SSMH / / / c RIM 112.50 / / IE 104.96(8" N) IN • S;,.. / , IE 104.86(8" S) OUT �> `\a1 �,,n4i/u . COTLSTTD PLAN OSS-05R %\ II R t�l I ,' l 111 I \l/j / / / 'vf:nn „1,,,q t, � ./ 1 r a auii�.,. h� / 140LF8"PVC ©0.5% ,�f / / Y / f /' f /- // / // 1 A4' / / / / / / / /yny4ufvv� T / 1 / //_ / / // / / i// / //// O / / y� o •I;;i•i / it / / / / / 1 /f �i, / � ullr«i/ l 0 / e / / 7n / 0,i0,, 1 / I / /, // / / �\ ,/ / ''nnu,l` i°ol / °/ 3 / \\ 24LF8"DIP®65% /7 ulµyr `7 l nlp�\$0 / / / /f\ et and woterdwg cool 6//2019 3:19 IIlpd-lslldotollpd engineering pllclprojectslwe 20' SEWER EASEMENT F'/_ C4.3;RIM 112.36 IE 104.15(8" N) IN IE 104.05(8" E) OUT /o \27,0 � )_ii( / _ / FIRE HYDRANT ASSEMBLY i / / / Y� - - (1) 8" X 6" TEE (MJXFL) = _ - _ ":3 // (1) 6" GATE VALVE (FLXRJ) /1-1 .8" PLUG _'- J / THRUST BLOCKING L\ N./ --- C4.4 CCCv.4 CC�.5 C4.5 /� / / 0,0 DMH(R) -f/ PARCEL #4997500025 PARCEL #3597000319 PERMISSION REQUIRED FROM HOME OWNER #3597000319 TO TEMPORARILY DISCONNECT AND RECONNECT SIDE SEWER 46 LF 6" SSS ® 2.0% MIN REMOVE AND REPLACE PROVIDE CO AT 8OLF - 6" PVC OR EX SIDE SEWER RELINE EX 8" SIDE CONNECTION SEWER PER ASTM F1216. CONNECT SIDE SEWER PER MECHANICAL IE 107.00 (� RIM 110.05 / cv IE 102.19(8" S) IN IE 102.09(8" E) OUT - j / SHALLOW MANHOLE PER / / COT STD PLAN SS-05 (.2_1( 8 11 OIL/WATER SEPARATOR (SEE MECH, M901) 4 � IE 102.54 _ 23LF6"SSS®2.0%MIN / CONNECT SIDE SEWER -' _PER MECHANICAL / IE 103.00 / , j.F 6" FIRE- SE1 VtC /(CC -52, f /Jr )- / 46 LF 6" SSS 0 2.0% MIN / / CONNECT SIDE SEWER PER MECHANICAL //j/ IE 107.00 ,/I %' / / , / / !// / FF/11100, /// %. / / FIRE HYDRANT ASSEMBLY / / / (1) 8" X 6" TEE (MJXFL) / / / (1) 6" GATE VALVE (FLXRJ) / 1LR_U_S__T_BLOCKING / / !! (/ PIV WALL MOUNT // // 1 ,DDCV INSIDE BUILDING-� •' u jt 2" DOMESTIC WATER METER- / 7 159 LF 8" DIP 20 LF 8" PVC ® 0.5% 145 LF 8" PVC © 0.5% FDC PER FIRE DEPT REQMTS 208 LF 8" PVC ®0 5% 22 LF 6" SSS ® 2.0% MIN i 1 I 1 1 / 1 scCO /, j• / r' _ /(1) g., X 6" TEE (FL) �� I C4.4 C4.4 1 6" GATE VALVE FLXMJ ; l 4' 4$� SSMH J �--� / - - TH ( ) / I cC4' RIM 108.42 / I THRUST BLOCKING - IE 103.01(8"29W) OUT / A • _ IE 102.91(8" N) ' Ti -8' 45 BEND (MJ) - - SHALLOW MANHOLE PER %/ C� % THRUST BLOCKING ~ COT STD PLAN SS-05 / / / / I / / / / / //// / /' /' / \ / 71' \ I / / // // -/ / // I 0) 20 0 10 20 40 all LEGEND Scale 1A=20' - - - - PROPERTY LINE 2so _ EX CONTOUR (INDEX) 237- EX CONTOUR PROPOSED CONTOUR (INDEX) 231 PROPOSED CONTOUR FF 78.0 ////////////� SPOT ELEVATION FINISHED FLOOR ELEVATION PROPOSED BUILDING CONCRETE PAVEMENT HEAW DUTY CONCRETE HEAW DUTY ASPHALT (AC) PAVEME SITE WALL VERTICAL CURB CURB AND GUTTER rmmuun�ennnnmusullm(I1mita TRENCH DRAIN CATCH BASIN TYPE 1 CATCH BASIN TYPE 2 STORM DRAINAGE PIPE STORM DRAIN CLEANOUT FOOTING DRAIN CLEANOUT DOWNSPOUTS ss SIDE SEWER PIPE SEWER CLEANOUT SIDE SEWER CONNECTION SSMH BOLLARD FIRE HYDRANT WATER FITTINGS WATER SERVICE LINES WATER METER WATER SERVICE LINES FIRE SERVICE LINE FIRE SERVICE VAULT FIRE SERVICE CONNECTION /9-oiffc' Cali 3 Working Days Before You DIG! RECEIVED CITY OF TUKWILA JUN 04 2019 PERMIT CENTER 1-800-424-8555 Rev Date Issue Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206.973.5344 engineering pllc www,ipdengineering.com © 2019 LPD Engineering pllc -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of The Engineer. JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 06/03/19 SEWER AND WATER PLAN C4.0 °,ONLY 3 aad waterdwg cool 6/3/2019 J70 PM 1 0 s C4.3 I 1 SSO 2. 48' SSMH RIM 107.85 IE 101.66(8" E) IN IE 101.56(8" NE) OUT SHALLOW MANHOLE PER COT STD PLAN SS-05 CONNECT TO EX SIDE SEWER PROVIDE CO AT CONNECTION 86 LF 8" PVC ® 0.5% f los+ 8" 45' BEND (MJ) THRUST BLOCKING %•::'' PARCEL #3597000321 -.�.�148'-� cv RIM 106.8 IE 101.27 (8" SW) IN IE 101.17 (8" E) OUT (CONNECT TO EXISTING) SHALLOW MANHOLE PER COT STD PLAN SS-05 58 LF 8" PVC ® 0.5% , V 7 — — - 7 1 / / I\/ / // 1 1 PROTECT EX SSMH ADJUST SSMH TO GRADE \1<2"\SD \ I —I RIM=99.56 12"PE(W) IE=92.76 12"PE(E) BOTTOM=90.96 SDMt�� RIM=97.24 �I'ICt L+8.44 12"CMP(E) IIE=t 7.99 12"PVC(W) BOTITOM=B'3.Z\ I � CB(R) / 53 CONNECT TO EX WM (1) 8" 90' TEE (FL) cva (3) 8" GATE VALVE (FLxMJ) (2) 8" COUPLER (MJ) (1) 8" 22.5' BEND (FLXMJ) THRUST BLOCKING PAVEMENT RESTORATION INSTALL TEMP 2" BLOW —OFF ASSEMBLY FOR TESTING fir SSMH RIM=105.74 C.O.C.=98.4 "PVC(N),8"CONC(W),8"CONC(E) L 20 0 10 20 40 Scale 1"=20' LEGEND 230-- 231_ FF 78.0 0 PROPERTY LINE EX CONTOUR (INDEX) EX CONTOUR PROPOSED CONTOUR (INDEX) PROPOSED CONTOUR SPOT ELEVATION FINISHED FLOOR ELEVATION PROPOSED BUILDING CONCRETE PAVEMENT HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT (AC) PAVEME SITE WALL VERTICAL CURB CURB AND GUTTER TRENCH DRAIN CATCH BASIN TYPE 1 CATCH BASIN TYPE 2 STORM DRAINAGE PIPE STORM DRAIN CLEANOUT FOOTING DRAIN CLEANOUT DOWNSPOUTS ss SIDE SEWER PIPE SEWER CLEANOUT SIDE SEWER CONNECTION OO SSMH BOLLARD /941 FIRE HYDRANT WATER FITTINGS WATER SERVICE LINES WATER METER ATER SERVICE LINES FIRE SERVICE LINE FIRE SERVICE VAULT FIRE SERVICE CONNECTION RECEIVED CITY OF TUKWILA JUN 04 2019 PERMIT CENTER Call 3 Working Days Before You DIG! 1-800-424-5555 Rev Date Issue Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA 96101 p 206.725.1211 f. 206.973,5344 engineering pllc wmv.lpdengineering.com © 2019 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use an other projects or in other locations without the approval and participation of the Engineer. PRELIMINARY NOT FOR CONSTRUCTION JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 06/03/19 SEWER AND WATER PLAN C4.1 ARCHITECTS + URBAN DESIGNERS Z 1- tit 2 130 125 120 115 110 105 100 . . . • ...... ..... .... , . : ..... : •: :1 ... . . ........ SEE SECTION A SHEET C2.4 . ; ; EXISTING GRADE .......... ...... . FINISHED GRADE 141 LF 8" SS @ 0.5% . ; ........ , ........ ....... ........ ; ........ ; ....... . 1 ........ ..... • ...... • • • , 95 90 11/pd-fslIdalel/pd engineering pficiprojedstkreinstein oultukrik fire slaw 521designisheetellulorila_1552_sewer end troler_proti/e.thrg con% 5/J/2019 J21 PM SSI6 TYPE 2.-48.--.. • RIM 125.42 • 'IE 104.96 (8" N) IN. IE 104.86 (8" S) OUT EX SSMI4 TYPE: 2-48: RIM 126.10 IE 120.65 (8" S) OUT' SS #5 TYPE 2-45" RIM 112.36 IE 104.15 (8" N) IN IE 104.05 (8" E) OUT . I . 208 LF 8" SS 0.5% I .. ..... , . ...... • .. .... ....... . ; .... , ..... ... ..... ......... ......... . ..... . ..... ......... .... SS #4: TYPE 2-48" ..RIM 108.42 ......... . • 0 .. ...... 12" SD 1 i I CO 145 LF 8" SS EP 0.5% I ui IE 103.01 (8" W) IN IE 102.91 (8" N) OUT CD . W 10 0 10 • 6 10 6 10 6 0 Lid 10 co 0, 10 co 10 uJ 10 10 10 10 10 10 1,1 06 0 (01 LL_ 0 rt. CO 10 to 0 Lu LL. Lu 10 co 10 Li_ `tt: La to 04 10 10 to 01 rt-. cc, CO 0 1010 10 co co co od 6 6 ci o cd LL. " 10 CD LL. • 0 LLi 0 0 LL 10 10 10 CD 10 od 0 LiJ 0 10 Lid 99i-80 100+00 101+00 102+00 103+00 1 1 1 130 . .... ; ........ . 125 SS #2 TYPE 2-48" RIM 107.85 IE 101.66 (8" W) IN 120 E 101.56 (8" E) OUT w 0 co - w w • co o -cr co _J 0 I— • M 1 8" 30 110 87 LE 8" SS @ 0.5% ee #3•Type12- " • • • • . RIM 110.05 . . . 105 100 SS #1 CONNECT TO EX PIPE RIM 106.80 .-1E 101.27 (8" NO IN/OUT . IE 102.19 (8" S) IN IE 102.09 (8" E) OUT 0 10 CO 0 100 0 Lu LL. 0 10 •=t- ai co 10 CLi r-. 0 0 • cO 15 0 cd ILL 10 N 107 cd rt-• 040 CO od • 0 0 - co co o co 10 CD 10 10 0 0 10 N CO • CO 0 co LU 10 CD 10 CD 10 106+00 107+00 0 0 :Li Li- 107+60 95 90 85 cst 0 10 0 0 10 (P. a) a rct. 0 00 0 0) 3 10 0 10 SEWER PROFILE SCALE 1"=20' H 1"=.5' V 18) 107 cd • a ca a) cci co o 0 LL.1 10 0 8 0 10 0 oP 0 0 10 10 0 10 0. 04 to 0 : : 15 • a 10 LL. 104+00 105 RECEIVED CITY OF TUKWILA JUN 04 2019 PERMIT CENTER /9----0/5d Rev Date Issue Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS m 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206.973.5344 engineering pllc www.lpdengineering.com (0 2019 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. PRELIMINARY NOT FOR CONSTRUCTIO JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 Sheet Title SEWER PROFILE Sheet C4.2 z 0 NSTEINA+U ARCHITECTS + URBAN DESIGNERS 0 -67 �lpd-lsll dnlol 1pd engineering pl/cip MH RING & COVER. NOTES: 4 WEBS. 314.7HICK p His_. MANHOLE RING AND COVER r -'t -:---._ .-. ... .,-= 1 I r ACCESS i i � .r LAeELEDCO. z ❑ _� II"� 1. RUBBERGASKET& 1 GROUT AT ALL JOINTS. GROUT ALL LIFTING 24' /� ""'"�I/�°'"' stP, �, ,s•MAx I B'MIN. TO 25'MAX. f STEP 4•MW. - 4"Min. qq 4sii � L p fi 5 IL I\ 44 k fit`" l\ �?�` -•.' �� seaTHOIEs 3r4•Lt LItRRJG _ i El 1-1 � ■{{'� L- FINISH GRADE EYEHOLES. 2 STEPS SHALLBE a MIN. TO 1a MAX. � NI �i�yy�� N�� ❑ ❑ / ,� ., \ n\• LANE #P-13936-j REFER TO S8 13 FOR PRECAST CONCRETE FMCS STEP DETAIL. a sTEP ❑ ❑ r€ ❑� •®f I- II PLUG I I €>: = ' -1,8° RAISE -lir WIDE BORDER. 1" 12'Dl4 FIBRE JOINT PLAN VIEW PACKING 4 3!4" PRECAST CONE SECTION 1rTYP: r %CHANNELIZATION -`---- PIPE MAX 21° MAX 3a• DIAMETER FOR 48" M.H. FOR54"MM. •. 10' ,-1N'LE1TEItING ACCESS DETAIL (i)1'DNMEIER. PKIOIOLE y. COVER PLAN s as ' } FRAME PLAN I- 14" 45° BEND rr..oay.�;Ir i II NOTES: 1 �t�, Di 0 i S. S : 1• 2a9r4• 1.110.11 1 • I I Tea //eA z5• zsix• I _� a INSTALL GU MANHOLE BASE LINER, AVAILABLE THROUGH PREDL GU LINER SYSTEMS t GRour SLOPE SHELF TO PIPE:4%I / GU MANHOLE - _ r GROUNDI u• 15' \ 6'MW. AT C.L. I ELEVATION L IT MAX' _I iT MAX.' SEAT 1 SECTION A -A 1 t CAST IRON RING AND COVERL` NOTES: GRAY IRON LOCKING e I MACHINE GROUNDSEAT. {ALDERGROVE B.C. CA DERGR VE, -7755) \®�\ SASE LINER SIDE OHNWJE �%� 4. MIN. COVER L f� fl / EAR H /// =r 1. MAX. PIPE DIAMETER ENGINEER. 2. RUBBER GASKET a GROUT ALL 4. SEE SS-08: FOR 5. SEE SS-13 FOR 6. INSTALL PER *APPLIES TO MAY BE LIMITED BY PIPE CONFIGURATION OR AS DETERMINED. BY��1�• AND GROUT AT ALL JOINTS. LIFTING EYE HOLES. ACCESS AND CHANNELIZATION. STEP DETAIL CHAPTER 8 OF THESE STANDARDS. 24" OR SMALLER DIAMETER PIPES. NOT. TO SCALE INSIDE .67 DROP (MIN. MAX. 1 tt �� I' 1 . • �, •j � � // �. • SECTION B-B GRAY IRON FRAME111111 . NOTES: • Vir� •., '. '.... .• '•:, '� �, i a'- SIDE SE44ER 1. FRAME TO BE GROUTED 2. COVER TO BE EJIW CATALOG NUMBER 3717C1 PT, AND PRODUCT NUMBER NCR07-2775B, WITH THE SEAL OF TUKWILA, AND LEGENDS 1908, 2008, AND SEWER. 3. FRAME TO BE EJIW CATALOG NUMBER 3705CPT, OR EQUAL. 4. INSTALL SO THAT BOLT HOLES ALIGN WITH CENTER OF LADDER. NOT TO SCALE a" MIN s MIN• CRUSHED ROCK12• MIN. PRE T i ✓ I CHANNELIZATION NOT TO SCALE NOTTO&"AlF , .4 MANHOLE SEWER MANHOLE SANITARY SIDE SEWER MANHOLE a ® Chi, of ACCESS AND CHANNELIZATION ` j� 24" FRAME VIRTH COVER ;y. City of CLEAN -OUT .� o p� City of 48" AND 64 s �+�T SS-08 *' f SHSS411 t 1 SHEET: SS-03 SHEET: SS-04 Tukwila tenet: 08 03 I UST Ev�ON: 04.08 y ,� T kwila Beam"' 08.03 I LASIT REvtswN: 03.08 • . la REVISION #r: 06.03 I . REVISION Al 06.03 i APPROVAL: BOB GIBERSON, CITY ENGINEER APPROVAL B. GIBERSON APPROVAL: B• SHELTON APPROVAL: B. SHELTON MANHOLE - ACCESS AND CHANNELIZATION DETAIL 3 SEWER MANHOLE - 24" FRAME WITH COVER DETAIL 4 SANITARY SIDE SEWER - CLEAN -OUT DETAIL 1 MANHOLE - 48" AND 54" DETAIL 2 (//Jl/ d) /9--- /'C / RECEIVED CITY OF TUKEW{LA JUN 04 2019 PERMIT CENTER NOT USENTS D 8 / _\_ /� CC o o° oo 13" 1-3/16" RED REFLECTORS r• I. 0 co °o 0 00 RIND ORrw SEAL !OM ASPHALT ASPHALT w OR� „�,E m Eu.roirvt °vn$PrRvarwG -_,a / / 11.1 v � s / //� / � RAIL 9118" ROUND BAR ............ 0 0.0 0° o o- O o 0 ......................-. 4\ / x• . ,.;.. M,co . BE 14 1/4" PLAN _ wEEB �.,I MINIMUM 1 I o o 'JUMPING JACK. •"rG° /I 1 C� s)vi osn""G�� PERIMETER I ASPHALT R" GRAOER�RG rvGB I A• aADJUSTMENTrSER: RISERSOt1ADJUSTING BB�rcOR «i I 'MG. OR MANHOLE GwEGmv:IPil SECTION DETAIL THROUGH STRUCTURE / / NG 1"GRADE I ::::60 I S NOTE: 1. COMPACTION METHODS SHALL BE USED UNTIL MATERIAL REACHES A FIRM AND UNYIELDING CONDITION 2. UNPAVED AREAS: BACKFILL WITH NATIVE MATERIAL APPROVED BY THE ENGINEER OR CRUSHED ROCK PER WSDOT 9-03.9. NOT TO SCALE ., ,//l 1 / / �/ POLYPROPYLENE HANGING LADDER :,:o:a%:ll.„rSo.::::::°:::7: Pi 1C2"GRADE 60STEEL 11 1 I I 1 UIt at apil=� REINFORCING BAR wisississimssis i Ff„to, 0 .0,0S S P.' 101010 00.01 `4 i'0*`P°�ai*04,A�®P*�"irPn CAI sfo$0014.4 fiP P.nP'®P"`.•P 1 12 rw P� , s� .►.+ NOTES: 1. POLYPROPYLENE ASTM D4101 2. 1/2" GRADE 60 REINFORCING BAR A615 3. 9/16' COLD DRAWN BAR C1018 4. PATENT PENDING - LANE POLY STEPS 5. 3/8" DIA. BOLT 316-SS, 3-1/2" LONG 6. 316-SS TYP AT LADDER MOUNTS 6. REFER TO DS-10CFOR STEP DETAIL NOT TO SCALE ° NOTES: 1. LANE P-13938 CUT OUT OR APPROVED EQUAL NOT TO SCALE �W tU,„ r UTILITY ADJUSTMENT ff 'y. City Of 4 MANHOLE MANHOLE SHEET: G-2 � City of SAFETY STEP 'aw Cityof LADDERPOLYPROPYLENE Tuft IY ZlW Tukwila LAST REVISION: APRIL 30,9 i fa�rgd • SHEET:SS-17 �•"s � SHEET: SS-13 '1YdE APPROVAL: H. PONNEKANTi 3 6'Hl�l� REVISION #1: 08.Q3 I g k vzl ( .d i'4 LGCL Tukwila REYBION #1: D8:03 I UTILITY ADJUSTMENT 7 APPROVAL: B. SHELTON APPROVAL B. SHELTON MANHOLE - LADDER DETAIL 5 MANHOLE - POLYPROPYLENE SAFETY STEP DETAIL 6 Rev Date Issue Tukwila Fire Station 52 Project No. 224-17-01 Designed by Drawn by Checked by SWP CRL MJS 1932 First Ave, Suits 201, S01 peattle, WA 06.5.1211 f. 206.973.5344 engineering pllc caw 1.Ipdsngineera9.com 0 2019 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation piths Engineer. PRELIMINARY NOT FOR CONSTRUCTION' JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 06/03/19 Sheet Title SEWER DETAILS Sheet C4.3 ARCHITECTS + URBAN DESIGNERS LW ■ Z d wafer delallsdwg coil/ 5/J/2019 fire stoGron 521designisheelsitukwila_ (�lpd-Isl�dota� engineering pllcIprojectslweinstein FINISH GRADE 6LIN•� _ 44 IF III_ 36"MIN. 24'MIN. 9. Iit 9'�' j-I JS 4" � �, © DRAINAGE, COMMUNICATIONS, POWER UTILITY �•• , i ��I��I II BFLANGE CAPPED CROSS I P •••-TEE W/ PLUG �) PLUG 119111111. 111 TEE W10 PLUG TEE TAPP6D2• - M�ERALIND ��,,�� SS PIPES, THREADED _r BMETER Box: i I O © TO SERVICE PAVEDAREAS:OLVMPIC FOUNDRY 5Ma0 WITH STEEL Aft____ SHALL REAPPROVED BY ENGINEER. CONCRETE THRUST BLOCK VEHICLE TRAFFIC AREAS: 2M DIAMETER ... .. ... ' � 6" I I ��C1 �.�% O © 3/4" & 1" METERS THRUST BLOCKING SIZE (SF AREA MEASURED AGAINST PLUG NATIVE SOIL) ---"' BLIND FLANGE ORSMALLER SIZEPPE G C 6"MIN. CAST IN PLACE. SEE WS-10 CAST IRON MANHOLE COVER FOR 24" \ \ \ \ OPENING FRAME TO READ "WATER", WITH - \ \\ \\ \\ RASEDNON SKID PA ER RATED FORHS-20 LOADING. FRAME SHALL BE 6" DEEP, SET UNDISTURBED GROUND WITH FLANGE -SIDE DOWN ON 24^ CONCRETE DONurs. (TOTAL DEPTH OF 12^) UNPAVED AREAS: CARSON 1T36WITH D.I, LID PLAN VIEW ETHAFOAM PAD '. %,.';' �'•=� Q FINISH GRADE POWER, COMMUNICATIONS, DRAINAGE UTILITY CROSSING 36"MIN. 1.9:-I,II.II_4� f '0, I(�ItM,0 - O 24'MIN. / / 1 (' r s" © •_ IL' � .•+ •� n PIPE SIZE DIA A (ft') C (ft') D (ft') E (ft') '-11Ir�1 RESTRAINED JOINT 2"X2-12• BRASS ADAPTOR. vaL,vE BoxSCREWED X (SEE WS-0S) NOSE THREADS NATIONAL STANDARD 3•-6"CLEAR. OTHER UTILITY 4" 4 2 1 1 6" 10 5 3 1 DEAD END 28 15 8 4 .911 ��4,70, 40illib©559D :rim II I1A Mr rz ,• NOTES: A VE FOR LOCKINGEXPOSE VBYCITY WHEN INSTALLATION IS COMPLETE. 36^MIN. WATER MAIN co " 111 60 31 15 'I,.r 22" 135 73 37 19 •••» Jam' "- •• `,"1�� 24" 160 87 44 22 ' . 4 ��////III } 23" 216 116 6D 3U �►• «.« 1-1/2" & 2" METERS MaTERtaLusr 30" 251 136 69 35 /,/ WATER UTILITY.;.'• ' .. -',. Q 1, FOR PARTS LIST REFER TO CHAPTER Z1 - TUKWILA A TAPPING SADDLE w INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS. CORPORATION STOP SERVICE LINE SHALL BE PERPENDICULAR TO THE WATERMAIN 0 OTHERWISE APPROVED BY THE ENGINEER. A" STOP OR TAIL PIECE 3. ENGINEER SHALL PROVIDE PRESSURE AND FLOW CALCULATIONS 0METER SETTER SEE WSo2. WHEN A SINGLE METER IS SERVING BOTH DOMESTIC SERVICE AND ©SERVICE PIPE A FIRE SUPPRESSION SYSTEM. © METER sox 4. NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE COMPRESSION FITTINGS OR POSSIBLE. WHERE METERS CANNOT BE PROTECTED FROM wr COUPLINGS AS REQUIRED TRAFFIC, A TRAFFIC RATED ENCLOSURE IS REQUIRED. METER ©TRACER TAPE OR WIRE FOR POLYETHYLENE PIPE (IS USED) BOXES IN PEDESTRIAN PATHS WITHIN THE RIGHT OF WAY ARE GRAVEL BACKFILL FOR DRAINS P06W800T 9n3.12(4), REQUIRED TO HAVE AN ADA COMPLIANT LID. 5. METER BOX AND SETTER(IF APPLICABLE)SHALL BE SUPPLIED BY PERMITTEE. 6, METER SUPPLIED AND INSTALLED BY CITY OF TUKWILA UPON APPROVED PERMIT AND FINAL SERVICE INSPECTION. 7. POSITION SERVICE PIPING TO CENTER METER BELOW INSPECTION LID AND PROVIDE ADEQUATE CLEARANCE BETWEEN SERVICE PIPING AND METER BOX TO ALLOW REPLACEMENT, TESTING, AND BYPASS OF METER. 8. BRASS FITTINGS SHALL BE. LEAD FREE. 9. THE LID OF A METER BOX INSTALLED IN A PEDESTRIAN PATH SHALL HAVE A SKID RESISTANT LID PER ADA REQUIREMENTS. NOT TO SCALE 36" 361 195 100 50 kk/ J <' ✓ 18^"• 42" 491 266 135 68 / ��i%0GLE '2. /,.:.: 46 641 347 177 69UNLESS UST '.110 R TO N NOTES: ......... / """-" (EirsaI Ill_. NO DRAIN HOLE "\,•-iJ • , '" THREE2^STREET ELBOWS 2•PIPE,THREADED ELEVATION VIEW 1, BEARING AREA OFCONCRETE THRUST -BLOCK BASED ON250 PSI PRESSURE AND SAFE SOIL BEARING LOAD OF 1000 POUNDS PER SQUARE FOOT. ADJUST BEARING AREA FOR OTHER PIPE SIZES, SOIL TYPE SAFE BEARING LAOD (PSF) 10' (TYP) SEE NOTE 1 PARALLEL SEWER UTILITY SEWER UTILITY *'IN NO CASE WILL WATER BE ALLOWED TO CROSS SEWER AT LESS THAN 18" SEPARATION WITHOUT ADDITIONAL ISOLATION MEASURES. (WATER MUST PASS OVER SEWER) NOTES: 2. PRESSURES, AND SOIL CONDITIONS. SEE TABLE THIS SHEET FOR TYPE AND MUCK, PEAT, ETC 0 SAFE BEARING LOAD. 3. CONCRETE BLOCKING SHALL BE CAST IN PLACE AND HAVE A SOFT CLAY 1,000 1. ALL PIPE BEYOND MAIN SHALL BE PAINTED BRASS 2. INSTALL CAST METAL VALVE MARKER POST AND EXTENSION PIPE ADJACENT TO METER BOX. PAINT WITH TWO COATS OF NON -CORROSIVE PROTECTIVE PAINT, PER A,W,W.A, STANDARDS. 3. REFER TO CHAPTER 7 OF THESE STANDARDS. 4. REFER TO WS-10 FOR BLOCKING, WS-06 FOR VALVE BOX. 5. BRASS FITTINGS SHALL BE LEAD FREE, 6. THE LID OF A METER BOX INSTALLED IN A PEDESTRIAN PATH SHALL HAVE A SKID RESISTANT LID PER ADA REQUIREMENTS. NOT TO SCALE MINIMUM AREA OF 1/4 SQUARE FOOT BEARING AGAINST THE FITTING. SAND 2,000 4. CONTRACTOR SHALL INSTALL BLOCKING ADEQUATE TO WITHSTAND FULL TEST PRESSURE AS WELL AS TO SAND AND GRAVEL 3,000 WATER&SEWER CROSSING WATER & SEWER NOTE: 1. REFER TO G-1 FOR BACKFILL AND BEDDING STANDARDS. 2. A MINIMUM OF 5' SHALL BE APPROVED BY THE ENGINEER. REFER TO CHAPTERS 7 AND 8 OF THE CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS. 3. VERTICAL SEPARATION LESS THAN 12 INCHES. SHALL BE APPROVED BY THE ENGINEER. 4, WHERE 12" VERTICAL SEPARATION IS NOT ACHIEVABLE, 6" OF ETHAFOAM PAD SHALL BE INSTALLED BETWEEN UTILITIES. NOT TO SCALE CONTINUOUSLY WITHSTAND OPERATION PRESSURE UNDER ALL CONDITIONS OF SERVICE. 5 HRGHT OF MUST OR LESS SAND & GRAVEL CEMENTED WITH CLAY 4,000 THRUST BLOCK BE EQUAL TO THAN 11//2 THE DEPTH FROM THE GROUND SURFACE TO THE HARD. SHALE 10,000 BLOCK'S BASE, 7. REFER TO CHAPTER 70F THESE STANDARDS. 'VALUES BASED ON WSDOT STD PLAN B-90.40-01 NOTTOSCALE BLOCKING (HORIZONTAL). yL w. WATER WIAIN UTILITY TRENCH IL'42 y METER ��wrla, + ,, L/�y* .4 CityO CONCRETE ' f z.' �t� SEPARATION AND CROSSING s ,,z s v CityofBLOW-OFF ASSEMBLY k "^� C' '+ �Z of 3/4", 1", 1.1/2", & 2" .Q O SHEET: WS-10 1 OF 3 ) o SHEET: G-5 Y3fi:. SHEET: WS-09 , ri 4 SHEET: WS-01 Tukwila LAST REVISION: APRIL 2019 I Tukwila LAST REVISION: APRIL 2019 ..!!``'' Tukwila LAST REVISION: APRIL 2019 '/{ Tukwila LAST REVISION: APRIL 2019 (`:�,-, APPROVAL: H. PONNEKAND "1340'4" APPROVAL: H. PONNEKANTI ,:.14dd APPROVAL: H. PONNEKANTI 'A909': APPROVAL: H. PONNEKANTI CONCRETE BLOCKING (HORIZONTAL) WATER MAIN BLOW -OFF ASSEMBLY NTS UTILITY TRENCH 1 MS METER SETTER 2 TWO EPDXY OR ASPHALT COATED STEEL THREADED RODS AND ONE PIPE CLAMP. FIRE-YORANT PER WS-13 ROCK WALL, • ��`., „ L ._._..o ' D I E I E 1 .- .- N v (o m N M m 0 ,o m `FOR OTHER SOIL (BEARING) PRESSURE CONDITIONS, ADJUST BLOCK SIZING ACCORDINGLY. T MIN 6•M Ma p1 00 5' STORK - I 0 BLUE RPM AT ROADWAY CENTERLINE VERTICAL BLOCKING II o •L ,o ro O N O m N h rn m m mN N m m a 2. N ro ^ m ilintlin MINIMUM DIMENSIONS $ ■� 4 PIPE SIZE V.B. CU. FT. A D L (HONES) M.P./ LEE¢-n (M.N.) NEED J 1 / 1 ANGLE • PLANTINGS, OR OTHER SURFACE OBSTRUCTIONS GUARD POST - da ir NA GRAOE5IDEWA 4'CLEAR DI' - tip LEVEL GROr MIN. AREA OUND SURFACE H., G 't I 2.1(2) y L ¢ W a f m m m N N m m ,o u 8 - - CURB AND GUTTER FINISHED PAVEMENT a 6 8': 11 a/a.....a.. .22 a/2...: .30 • • • •'• tt114• 221/2 ':'.''.'3.5'.'.".'.37A.'.'.:.'2.0'.' •1.1.9i4:.":.96'•"•'2,5'•'-"•'-374'' Tr.......:3/a -''''•''a/a"...'.2 11 ''.25'' .2.u.....3ta.. 2,2,.''s/}• "'29''"'/4"'.:.'24.. .. ..1.5.. ... '. 2,0 -'•'2A'.' A ..L:: ....... . ............. _ _.. \ `f / i UNDISTURBED E� \� .\\n\ .\\ Ae- "r.:. L, �� r Hi! o 0 �j m N�� S o 2 .- W � 2 � 3 N m m S ,S � Si' M o5 PROVIDE THRUST B 8• MnrcHMA,NDePnt IN 3' AND MA%50 -SEES VALVE ws) 6• RESILIANT WEDGE GATE VALVE ((''CAST IRON TEE LINED)06 1 ,1-1 am � `J 2• `I 01 �� 1 �'� %IVf•IS 11 �, PLAN GUARD POST 4' MIN `' Q W a N N O to N o m " Tr ' o '° m " n °' ro ' m °' (1 � 3- � 22'I%2:''•4� ,...3:6 ,....,3%4.'.'.:.'2:b' -.. A 30 70 4.1 3/4 2.5 VERTICAL BLOCKING FOR SEE WG-16 \ •I / AUXMJ / � -MJx MJx FL \ 10-12 - -11 1/4 • ' • : 32. - • 3.2. •- • • 3/4 - • • 2.0- • CONDITIONS IN SHADED AREA \;,:::,:, MECHANICAL JOINT j// 16 18-20 221/2 30 11 1/4 221/2 30 111/4 88 132 70 184 275 91 4,5 5.1 4.1 5.7 6,5 4.5 7/8 7/8 11/8 11/4 7/8 3.0 3.0 4.0 4,0 3.0 COATED FASPHALT THREADED RODS AN TWO O PIPE STEEL CLAMPS 9 Q O N b m m N 5 N 3' "' g 3 V io n m m o " ' 0, \ NOTES: 1. 2. 3. 4 5. 6. 7. 8. 9. 10, CONCRETE DIM.181'x3" UNDISTURBED Solt REFER TO CHAPTER HYDRANTS EQUAL TO 5CD250 WATER MASTER. HYDRANTS SHALL BE PORT AND SHALL HAVE BOTTOM CONNECTION HYDRANTS SHALL CONFORM HAVE ATWO PIECE BREAKING SELF -OILING DRY BONNET RESERVOIR SHALL BE HYDRANT IS OPERATED. SHACKLE RODS SHALL CITY HYDRANTS BONNET FARWEST CASE YELLOW PRIVATE HYDRANTS WHERE NO CURB AND AND INSIDE THE HYDRANTS INSTALLED, FRESHLY PAINTED. HYDRANT SHALL NOT POSTS, PER TMC 14.24.03. MINI YARD GRAVEL BACKFILL FOR DRAIN (MOOT 9-03,12(4)) 2.3N^AS HALT BLOCKING COATED STEEL THRUST BLOCK SHACKL RODS sEEws-16 pDI IRON PIPE UNDISTURBED SOIL FLANGE J0 NT 7 OF THESE STANDARDS, MUELLER SUPER CENTURION #A-023, CLOW MEDALLION #F-2545, M & H 929, OR EJI EQUIPPED WITH TWO2-1/2" N.S.T. HOSE PORTS AND ONE 5" STORTZ PUMPER DISCHARGE 1-1t4" PENTAGON OPEN LIFT OPERATING NUT. HYDRANTS SHALL HAVE 6" M.J. AND 5-1/4" MAIN VALVE OPENING. TOAW WA SPECIFICATIONSC502-54 SHALL BE COMPRESSIONTY A.W.W.A.PE AND FLANGE WITH BREAKING THIMBLE AT THE GROUND LINE OR STEM; SHALL WITH FACTORY FILLED RESERVOIR HOLDING APPROXIMATELY 8 OUNCES OF SO DESIGNED AS TO GIVE A COMPLETE LUBRICATION OF STEMS EACH TIME THE THE UPPER STEM SHALL HAVE BRASS SLEEVE, BE ASPHALT -COATED STEEL OR CORTEN STEEL. AND PORT CAPS SHALL BE FARWEST COMPASS BLUE #4602. BARREL SHALL SAFETYX-3472. SHALL BE PAINTED WITH TWO COATS OF FARWEST CASE YELLOW (#X-3472). GUTTER IS INSTALLED, FIRE HYDRANT SHALL BE LOCATED CLOSE TO THE PROPERTY RIGHT OF WAY OR EASEMENT, INSTALL BOLLARD GUARD POST PER WS-14. RELOCATED OR OTHERWISE WORKED UPON AS A RESULT OF A PROJECT SHALL BE CLOSER THAN 4' TO ANY FIXED OBJECT, WITH THE EXCEPTION OF HYDRANT GUARD / W # SHALL HAVEA OIL, OIL BE BE NOT TO SCALE /( �� Y. 6 Q W '� a o .- ct v ,n n m _ N N m _ m C _ GUARD POST ELEVATION 22112 225 6.1 11/4 4.0 -' :.L� O 1 I II 2. MIN NOTES: m < j [E O m d' 3 o '" '" om, N p n m 2 m .- rn <,70. .- tzi N N 2. m S 2 6 _ 30 330 6.9 13/8 4.5 ��'■ -� 1 24 11114 22 1/2 128 320 5.0 6.8 1 1 3/8 3S. 4.5 • '/j• / .�� ANGLE �, 6^ MA% DI�I MI 1. GUARD POST SHALL BE EITHER CONCRETE FILLED STEEL PIPE t �n r, u> �n v> '~" u> " ,n ,n 'r' v, " v ° " " ,n '�' iO A "' ~:::: "' 30 480 7.9 1 5/8 5.5 . : . • ;.; - \/ .� N 1 ��'�`\,� � (MIN. 4" DIA.) OR CONCRETE POST "SHALL ATLEAST3 2FEET FROM THE CENTER OF THE ..«..»....«.»..»..» ...... ..... A r::: .::::::POISTSN. "': """ .........BE / UNDISTURBED y n `• N $ N N $ N N N $ N N N N N N B - HYDRANT AND SHALL NOT BE IN DIRECT LINE WITH ANY DISCHARGE PORTS. all3. POSTS SHALL BE 6 FEET LONG; 3-1/2 FEET SHALL BE BURIED. 4. PAINTED FINISH ON POSTS SHALL BE FARWEST CASE YELLOW #3472. NOT TO SCALE 4 6 • •45-•: -•.•,• .... .. ': ,30 •- '.'.G$': - 3,1'- , ','4,'i',': '•'•' 3t4,'• •:: �14.' ,', Z9,' :.'2'P' 8 12 123 232 5.0 6.1 3/4 3/4 2.0 2.5 :.;. ...........'..... ....': p` V" \� •16 • O "� o o `' 0 o c o p, n 0 .- N N m e o a i8 ti n m •-LINE 478 7.8 1 1/8 4.0 A 20 24 560 820 8.2 9.4 1 1/4 1 3/8 4.0 4.5 - VERTICAL BLOCKING FOR CONDITIONS IN UNSHADED AREA NOT TO SCALE a : c t I " tD . 2 -- .- 6' .- N N N N m m 8 Q NOT TO SCALE )LA K BLOCKING (VERTICAL) 4 LA+w FIRE HYDRANT wr t, FIRE HYDRANT �, • w BLOCKING a v i.. City ate, of CONCRETE f.T City o� GUARD POST City of CONCRETE � $� si....T,.. :�,.. City of ASSEMBLY AND SETTING _• SHEET: WS-10 (3 OF 3) ry zY SHEET: WS-14 41 -J 17 SHEET: WS-10 (2 OF 3) s' lr� SHEET: WS-13 1` "$O Tukwila LAST REVISION: APRIL 2019 ( )•/ } Tukwila LAST REVISION: APRIL 2019 i m '20 Tukwila LAST REVISION: APRIL 2019 j s _° Tukwila LAST REVISION: APRIL 2019 I 18p'b APPROVAL: H. PONNEKANTI 11D>I PONNEKANTI APPROVAL: H. PONNEKA X40'3' APPROVAL: H. PONNEKANTI .2 �Od `. APPROVAL H. PONNEKANTI NTS CONCRETE BLOCKING (VERTICAL) 6 ` NTS FIRE HYDRANT GUARD POST 8 NTS FIRE HYDRANT ASSEMBLY AND SETTING 7 Nf5 CONCREATE THRUST BLOCKING SIZE CHART 5 Rev Date Issue Tukwila Fire Station 52 Project No. 224-17-01 Designed by Drawn by Checked by SWP CRL MJS 1932 First Ave, Suite 201, Speattle, WA 206.725.1211 01 f 206 973 5344 engineering pllc www,lpdengineering.c0m © 2019 LPD Engineering pile -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. PRELIMINARY NOT FOR CONSTRUCT! fl!Ce!IVErILA I) ITY F TUKW JUN 04 2019 PERMIT CENTER JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 06/03/19 WATER NOTES AND DETAILS C4.4 kea_fs.52sewer and water details.dwg con% 6/1/2019 .121 tsiweinstein aultakwita tire station 52ides il/pd-Islidatal/pd engineering pl/c WITHIN SO. OF HYDRANT ----------- -- MATERIAL LISTING: HNISH a , SWAGE OF PAVEMENT CR CURB SPRINKLER FLUSH VATH GRADE FINISH GRADE PVC TEE OR EUBOW PVC LATERAL UNE DOUBLE CHECK VALVE ASSEMBL SFKIFBALIEIN FE.P9ATE 0 • 0 •- 1. 3/4" SHACKLE RODS WITH STAR BOLTS AND ASPHALT EMULSION COATING. 2, 4" MIN. D.I. CLASS 52 PIPE. MI 3. PRECAST CONCRETE VAULT WITH HINGED STEEL PLATE COVER, DIMENSION TO VARY lintriVANEDiFiganAERBFS TO PRESSURE MAIN 0.114111 El 0 0 01,40 ir Aao 0 1" QUICK COUPLER VOLVO Ism CONNECTION TO PRESSURE MAIN SHALL NOT BE MADE UNTIL IRRIGATION MAIN LINE IS PRESSURE TESIED. SEE INSTALLATION DETAIL THIS SHEET. TYPICAL POINT OF CONNECTION ASSEMBLY Irl 1 .5. STOR if 0 I WITH SIZE OF ASSEMBLY. 4. 0.S.H.A. APPROVED LADDER IF OVER 30. DEEP. ----------------- 12' MIN 0 5. PIPE SUPPORT STAND IN LOCATED INSIDE OF VAULT UNDER EACH CHECK VALVE. 6. COPPER OR BRONZE BYPASS WITH AN APPROVED DCVA AND 3/4" WATER METER. KNISH GRADE iliVI''' ' ' E le; CAA x 12* INN POLYEIHYLENE WALT. WHAM 8 6'9 VALVE BOX CX COUPLER 2 STAINLESS STEEL CLAMPS SNIFIE 1' REBAR STAKE 7. APPROVED DCVA IN MAIN LINE WITH TWO RESILIENT SEATED SHUTOFF VALVES AND EL. .414 EL TEST COCKS. 0 MOOG 1111110 8. 10", 8", 6" OR 4" COUPLING ADAPTER, FL, 12. MIN. ...MIN. 41411 iii_ 0 9. 10", 8", 6" OR 4" FL"PE D.I. CLASS 52 PIPE LENGTH TO FIT. 10. GROUT INTERIOR AND EXTERIOR ALL AROUND PIPE USING NON -SHRINK GROUT. 11. 10", Et", 6" OR 4" GATE VALVE FL*MJ WITH POST INDICATOR VALVE. TYPICAL FLEXIBLE RISER f4 . .360' PVC TRIM SWING JOINT _ v. tii) V 0411 a 12. FLANGE TEE ASSEMBLY SIZED ACCORDINGLY. . QUICK COUPLER ON BRASS NIPPLE AND TEE VALVE BOX AS APPROVED BY COPPER sack nine El rya% PVC PRESSURE MAIN PVC TEE OR ELBOW WM THREADED OUTLET QuicK COuPtER 36CF TRIPLE 111 (>°<.$ (>°<) Z:1 13. 14. 4" OR 6" D.I. CLASS 52 PIPE FL*FL. 15. 0 0 0 TO BUI DING --.... . 17164" OR 6" D.I. CLASS 52 PIPE, FL FL. PVC MG JONI ROSH GRADE PVC THREADED lEE AT MAINLINE . =ID ir COMPACT BACKALL 1, ON MARI I INF •': 4 II F 8 .T 7%M 84 P Vo' f/ E 1 :. 1ELESCOPING VALVE QUICK COUPLER DETAIL 0 12- MIN. 18. 19. 6" D.I. CLASS 52 PIPE LENGTH AS REQUIRED FLANGE . THREADED P.E. ENGINEER. SIZE TO FIT EQUIPMENT. FINISH GRADE TO METER PVC VC) 20 ..-a•-•• 21. SWING TYPE GRAVITY OPERATED CHECK VALVE WITH BALL DRIP VALVE TO BE INSTALLED HORIZONTALLY. 5cOvI93 LY TEFLCH ONLY T BOX NM LOOMING 1139 - FLUSH HRH FINISH GRADE , GATE VALVE T BRASS NIPPLE. DIAMETER OF VALVE. MINIMUM 4' LONG II lir SO IF DREssuRE miry ASS MN - BOTH NOES GRAVEL SUMP VALVE PER VALVE BOX THREADED 43INTS WITH TAPE ON MALE THREADS mANDALsBuToFF VALLI SHUT OFF VALVE COMPACT BACKRLL III COPPER UNION AND PIPE , - NB limi--u IL "-II .-. SHUT 088< VALVE , . . . . . . . . . . . . . . .. . ..... . , . . . , . . . . . .. . . DETECTOR DOUBLE CHECK AND VAULT ASSEMBLY GENERAL NOTES: PLAN VIEW - - -- -- -1 dirilitill PRESSURE REDUCING VALVE OF REQUIRED) PRESSURE MAIN CONNECT TO_ .,;,,,-..,- SHUT OFF VALVE AND METER. I...4...r 12" MIN. PEA GRAVEL i W.II 1 p i omit N ifr, is '' ' .. •°Pt?: u • • - a'. ,.. . . mi. li, , . Au. Antics I ilk • C IRRIGATION MAIN F70-S-E--------- 0 1 NIPPLE i ELBOW DOWN •••• - - P.E. THREADED ELBOW I PAINT WITH FARWEST , 1. BACKFLOW PREVENTORS SHALL BE ON WSDOH APPROVED LIST. 2. SIZE VAULT BASED ON SIZE OF APPARATUS AND MEETING MINIMUM CLEARANCES. 3. A SEPARATE DETAIL PLAN FOR VAULT INSTALLATION AND SPRINKLER LINE MUST BE II LIC 0OT PAINT III 10 H X-6270 LINK BELT RED i TWO COATS 1 SUBMITTED AND APPROVED BY THE FIRE MARSHALL PRIOR TO INSTALLATION. 4. MINIMUM APPARATUS SIZE SHALL BE 4". a 31X-98. 1 i 5, VAULT SHALL BE SEALED TO PREVENT WATER LEAKAGE. 6. LADDERS SHALL BE REQUIRED WHEN DEPTH FROM TOP OF LID TO FLOOR OF VAULT II I P.E THREADED FEMALE EXCEEDS 30Y, INSTALLATION OF ALL LADDERS SHALL BE IN COMPLIANCE TO 0.S.H.A. NOTES; ''a' --- •Ole mil W4 ew,v ISTORTZ FMTINO lwrrh KNOX LOOK I L_ __ ___aoLANGE END VIE1N SIDE VIEW P.E THREADED MALE i 1 FL X P E THREADED . WRAP WITH WINMORE I TAPE 2. WIDE TO BELOW GRADE TO . ___I 7. LOCATE VAULT IN PLANTING AREA AND NOT IN PAVING AREA, UNLESS APPROVED BY ENGINEER. 8. FITTINGS SHALL BE IN ACCORDANCE WITH ALL APPLICABLE REQUIREMENTS OF ANSI/AVVWA C110/A21.10 AND CEMENT LINED (SEE APWA & AWWA). 9, PIPE SHALL BE DUCTILE IRON MEETING ANSI A21.51, CL52 & CEMENT LINED. 10. TEMPORARY SUPPORT SHALL BE PROVIDED UNDER VALVES AT THE TIME OF INSTALLATION. AFTER COMPLETE INSTALLATION INSTALL PERMANENT PIPE SUPPORT STAND. 11. PROVIDE BALL DRIP VALVES ON F.D.C. CHECK VALVE ASSEMBLY OR AT BOTTOM OF F.D.C. RISER. 12. FIRE DEPARTMENT CONNECTION TO BE PROVIDED WITH ONE (1) 5" STORTZ CONNECTIONS DOH APPROVED DOUBLE CHECK VALVE. DETAIL DOUBLE CHECK VALVE ASSEMBLY NTS NOTES. 1. ALL INSTALLATIONS MUST MEET MINIMUM STANDARDS OF THE UNIFORM PLUMBING CODE AND WSDOH APPROVED INSTALLATIONS LIST. 2. TESTING IS REQUIRED BY A WSDOH CERTIFIED BACKFLOW ASSEMBLY TESTER UPON INSTALLATION AND ANNUALLY THEREAFTER. ASSEMBLY TO BE MAINTAINED BY THE OWNER. NOT TO SCALE • 12. MIN. W NOTES: ^•-••••••••-•-• •-•-•-•-••• • . 13. ALL UNDERGROUND PIPING TO BE INSPECTED, FLUSHED, AND PRESSURE TESTED IN THE PRESENCE OF AN INSPECTOR PRIOR TO COVER AND CONNECTION TO THE OVERHEAD 1. DESIGN FOR 4" THRU 10" DDCV. SYSTEM. 14, UPON INSTALLATION, BACKFLOW PREVENTION ASSEMBLIES ARE TO BE TESTED BY A . . . . ....... . CERTIFIED TEGTDR AND ALL TEST -COCKS ARE TO BE PLUGGED AFTER THE TEST. THEREAFTER, ANNUAL TESTS SHALL BE PERFORMED AT OWNER'S EXPENSE, AND COPIES 0' nell COMPACTED FOUNDATION OF TEST RESULTS SHALL BE PROVIDED. 15. CONCRETE VAULT SHALL HAVE ONE 4' X 4' OR TWO 3' X 3' STEEL HINGED DOORS. 1. ALL INSTALLATIONS MUST MEET MINIMUM STANDARDS OF THE UNIFORM PLUMBING CODE AND WSDOH APPROVED INSTALLATIONS LIST. NOT TO SCALE GRAVEL UNDER VAULT 16. BACKFLOW PREVENTION VALVES AND POST OR WALL INDICATING VALVES SHALL BE WITH UL CENTRAL SUPERVISION. NOT TO SCALE PROVIDED STATION TAMPER NOT TO SCALE CROSS CONNECTION CONTROL :LF , CROSS CONNECTION CONTROL C IRRIGATION SYSTEM (CITY OWNED) IRRIGATION SYSTEM (CITY OWNED) L" ' V ' a ty °f DETECTOR DOUBLE CHECK VALVE & VAULT ,,,y., 04 City of DETECTOR DOUBLE CHECK VALVE AND VAULT City of SYSTEM COMPONETS a ' City of DOUBLE CHECK VALVE ASSEMBLY ' SHEET: WS-15 1 OF 2 SHEET: WS-15 2 OF 2 •.,., SHEETWS-22 : 2 OF2) ( ,. SHEET : WS-22 (1 OF2) Tukwila LAST REVISION: APRIL 2019 I :. Tukwila LAST REVISION:APRIL 2019 I i' Tukwtia LAST REVISION: APRIL 2019 I , 2'- Tukwila LAST REVISION: APRIL 2019 IVOSAPPROVAL: H. PONNEKANTI IVOV APPROVAL: H. PONNEKANTI APPROVAL: H. PONNEKANTI 000* APPROVAL: H. PONNEKANTI NTS CROSS CONNECTION CONTROL 2 NTS IRRIGATION SYSTEM - SYSTEM COMPONETS 4 NTS IRRIGATION SYSTEM - DOUBLE CHECK VALVE ASSEMBLY 3 NTS NOT USED 5 NTS NOT USED 6 NTS NOT USED 7 RECEIVED CITY OF TUKWILA JUN 04 2019 CENTER zZERMIT NTS NOT USED 8 Rev Date Issue Tukwila Fire Station 52 Project No. Designed by Drawn by Checked by 224-17-01 SWP CRL MJS 1. 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206,725.1211 t 206.973.5344 engineering pllc wintlpdengineering.com 02019 LPD Engineering pile - These documents have been prepared specifically for the above named prorect. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 06/03/19 Sheet Title WATER NOTES AND DETAILS Sheet C4.5 NA+U ARCHITECTS + URBAN DESIGNERS uJ 1- General Structural Notes THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS CODE REQUIREMENTS STEEL 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2015 EDITION, AND THE LATEST EDITION OF PTI DC-35.1, RECOMMENDATIONS FOR PRESTRESSED ROCK AND SOIL ANCHORS". REFERENCE DOCUMENTS 2. TOPOGRAPHIC AND BOUNDARY SURVEY BY BUSH, ROED & HITCHINGS, INC. SURVEY 2017259.01 4/10/2018 3.REPORT ON GEOTECHNICAL INVESTIGATION BY HART CROWSER,INC. REPORT 19297-01 10/11/2018 GENERAL REQUIREMENTS 4.ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECIFICATIONS, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ENGINEER AND ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. 5.SHOULD ANY DISCREPANCIES BE FOUND IN THE PROJECT DOCUMENTS, THE CONTRACTOR WILL BE DEEMED TO HAVE INCLUDED IN THE PRICE THE MOST EXPENSIVE WAY OF COMPLETING THE WORK, UNLESS PRIOR TO SUBMISSION OF THE PRICE THE CONTRACTOR ASKS FOR A DECISION FROM THE ENGINEER AND ARCHITECT AS TO WHICH SHALL GOVERN. 6.CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTOR'S WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 7.CONTRACTOR SHALL VERIFY ALL DIMENSIONS OF EXISTING STRUCTURES IN THE FIELD AND SHALL NOTIFY THE ENGINEER OF ALL FIELD CHANGES PRIOR TO FABRICATION AND INSTALLATION OF ANY STRUCTURAL MEMBER. 8.CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 9.DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. ALL TYPICAL AND NOTES SHOWN ON DRAWINGS SHALL APPLY, UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL DETAILS ARE NOTED ON THE PLANS, THE SPECIFIED TYPICAL DETAIL SHALL BE USED. WHERE NO TYPICAL DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED. THE CONTRACTOR SHALL SUBMIT ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION AND FIELD USE. 10. THE FOLLOWING ITEMS SHALL BE SUBMITTED IN WRITING FOR APPROVAL TO THE ENGINEER, ARCHITECT AND OWNER PRIOR TO THE COMMENCEMENT OF ANY WORK OR THE FABRICATION OR INSTALLATION OF ANY STRUCTURAL ITEM. THE CONTRACTOR SHALL RETAIN ALL RESPONSIBILITY FOR MEANS AND METHODS OF CONSTRUCTION. SHORING MONITORING PROGRAM: SEE MONITORING SECTION. SHORING SEQUENCING PROGRAM CONCRETE AND GROUT MIX DESIGN 11. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. STRUCTURAL STEEL MISCELLANEOUS METALS GROUTS AND CONCRETES. APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BU DEPARTMENT. LD NG 12. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE BEEN APPROVED BY THE DESIGN TEAM. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER` THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. 13. UTILITY LOCATION: THE UTILITIES INFORMATION SHOWN ON THE PLANS MAY NOT BE COMPLETE. THE SHORING CONTRACTOR SHALL DETERMINE THE HORIZONTAL AND VERTICAL LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO DRIVING PILES, DRILLING PILE HOLES, TIEBACK ANCHORS, OR CUTTING OR DIGGING IN STREETS OR ALLEYS. THIS INCLUDES CALLING UTILITY LOCATE AT 1-800-424-5555 AND THEN POTHOLING ALL UTILITIES PRIOR TO CONSTRUCTION TO CONFIRM DEPTHS AND LOCATIONS AND TO VERIFY THAT THERE ARE NO CONFLICTS WITH THE PILE AND TIEBACK CROSSING ELEVATIONS. PILES AND TIEBACKS, INCLUDING CONCRETE CASING SHALL MAINTAIN A MINIMUM OF 12°CLEARANCE TO ANY EXISTING UTILITIES TO REMAIN. CONTRACTOR SHALL NOTIFY THE ENGINEER OF CONFLICTS. CONFLICTS SHALL BE RESOLVED IN WRITING PRIOR TO PROCEEDING WITH CONSTRUCTION. QUALITY ASSURANCE 14. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND SECTIONS 110 AND 1704 OF THE INTERNATIONAL BUILDING CODE BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS WITHIN TWO WEEKS OF COMPLETION OF EACH PHASE OF WORK. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION IS REQUIRED STRUCTURAL STEEL FABRICATION AND ERECTION CONCRETE CONSTRUCTION SOIL CONDITIONS, FILL PLACEMENT, AND DENSITY CAST -IN -PLACE DEEP FOUNDATION PER TABLE 1705.2 PER TABLE 1705.3 PER TABLE 1705.6 PER TABLE 1705.8 PERIODIC INSPECTION ALLOWS INSPECTION AT INTERVALS NECESSARY TO CONFIRM THAT WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE WITH REQUIREMENTS. CONTINUOUS SPECIAL INSPECTION.. REQUIRES THAT THE INSPECTOR BE ONSITE AT ALL TIMES THAT WORK REQUIRING SPECIAL INSPECTIONISPERFORMED. 15. INSPECTORS SHALL BRING DEFICIENCIES TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF THE DISCREPANCIES ARE NOT CORRECTED, THE INSPECTOR SHALL BRING THE UNCORRECTED DEFICIENCY TO THE ATTENTION OF THE BUILDING OFFICIAL AND THE STRUCTURAL ENGINEER IMMEDIATELY AND PRIOR TO COMPLETION OF THAT PHASE OF WORK. 16. SOILS INSPECTION: INSPECTION BY THE SOILS ENGINEER SHALL BE PERFORMED FOR PILE PLACEMENT AND TIEBACK PLACING AND STRESSING. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY THE SOILS ENGINEER PRIOR TO PLACEMENT OF PILES. SOIL COMPACTION SHALL BE SUPERVISED BY AN APPROVED TESTING LAB. THE GEOTECHNICAL ENGINEER SHALL ALSO ADVISE ON WATER CONTROL AND SLAB ON GRADE CONSTRUCTION. 17. WET WEATHER INSPECTION: A SITE VISIT FROM THE GEOTECHNICAL SPECIAL INSPECTOR SHALL OCCUR DURING EACH DAY OF ACTIVE GRADING AND IN THE EVENT OF SIGNIFICANT RAINFALL WHICH MIGHT COMPROMISE STABILIZATION MEASURES BETWEEN NOVEMBER 1 AND MARCH 31. THE DETERMINATION OF WHAT CONSTITUTES SIGNIFICANT RAINFALL IS SUBJECT TO THE DISCRETION OF THE GEOTECHNICAL SPECIAL INSPECTOR. HOWEVER, AS A MINIMUM STANDARD, THE GEOTECHNICAL SPECIAL INSPECTOR IS REQUIRED TO CONDUCT A SITE VISIT IF MORE THAN ONE HALF INCH OF PRECIPITATION OCCURS ON ANY GIVEN DAY. ANY RECOMMENDATIONS REQUIRED TO MAINTAIN STABILITY OF EXCAVATIONS AND PROPER FUNCTIONING OF THE SEDIMENT/EROSION CONTROL SYSTEM PROVIDED BY THE GEOTECHNICAL SPECIAL INSPECTOR SHALL BE IMPLEMENTED IMMEDIATELY. SHORING MONITORING 18. A SYSTEMATIC PROGRAM OF MONITORING SHALL BE CONDUCTED DURING THE PROJECT EXECUTION TO DETERMINE THE EFFECT OF CONSTRUCTION ON ADJACENT FACILITIES AND STRUCTURES IN ORDER TO PROTECT THEM FROM DAMAGE. REFER TO REPORT OF GEOTECHNICAL INVESTIGATION FOR RECOMMENDATIONS. FIELD DATA AND MEASUREMENTS ARE TO BE SUBMITTED TO THE STRUCTURAL AND GEOTECHNICAL ENGINEER FOR REVIEW. 19. MONITORING SHALL BE PERFORMED BY A PROFESSIONAL LAND SURVEYOR (PLS) LICENSED IN THE STATE OF WASHINGTON. 20. UNLESS OTHERWISE REQUIRED BY THE GEOTECHNICAL ENGINEER, THE MONITORING PROGRAM SHALL INCLUDE A VIDEO OR PHOTOGRAPHIC SURVEY PRIOR TO THE BEGINNING OF THE SHORING INSTALLATION TO DOCUMENT THE CURRENT CONDITIONS OF THE SURROUNDING FEATURES. THE SIZE AND LOCATION OF ANY EXISTING CRACKS IN ADJACENT SLABS, PAVEMENTS OR BUILDINGS SHALL BE MEASURED AND DOCUMENTED. CONTROL POINTS SHALL BE ESTABLISHED AT A DISTANCE WELL AWAY FROM THE WALLS AND SLOPES, AND DEFLECTIONS FROM THE REFERENCE POINTS SHALL BE MEASURED THROUGHOUT CONSTRUCTION BY OPTICAL SURVEY. A MINIMUM OF 3 MONITORING POINTS SHALL BE ESTABLISHED ON NEARBY ADJACENT BUILDINGS. MINIMUM SURVEY FREQUENCY SHALL BE ONCE PER WEEK. 21. SOLDIER PILE MONITORING PROGRAM: FOLLOWING INSTALLATION OF THE SOLDIER PILES, MONITORING POINTS SHALL BE ESTABLISHED ON THE TOP OF THE PILES PRIOR TO PROCEEDING WITH THE EXCAVATION. ONE MONITORING POINT SHALL BE ESTABLISHED FOR EVERY FOUR PILES. THE MONITORING POINTS SHALL BE READ DAILY DURING EXCAVATION OPERATIONS AND TWICE WEEKLY ONCE THE EXCAVATION IS COMPLETED. THE INITIAL READINGS FOR THIS MONITORING SHALL BE TAKEN BEFORE STARTING ANY DEMOLITION OR EXCAVATION ON THE SITE. NOTIFY THE GEOTECHNICAL AND STRUCTURAL ENGINEERS, SHORING DESIGNER, AND THE BUILDING DEPARTMENT IF .5"OF MOVEMENT OCCURS BETWEEN TWO CONSECUTIVE READINGS. THE ENGINEERS AND DESIGNERS SHALL DETERMINE THE CAUSE OF DISPLACEMENT AND DEVELOP REMEDIAL MEASURES IF WARRANTED. PLEASE NOTE THAT A MAXIMUM OF 1" HORIZONTAL DISPLACEMENT IS REQUIRED ANYWHERE ON SHORING WALL SURFACES THROUGHOUT THE SHORING WALL SERVICE LIFETIME. CONSTRUCTION SHALL BE SUSPENDED IMMEDIATELY AND REMEDIAL PROCEDURES APPLIED AS LONG AS A DISPLACEMENT READING EXCEEDS 1". IF THE TOTAL MEASURED LATERAL DEFLECTION OF THE PILES EXCEEDS 1", REMEDIAL MEASURES MAY BE REQUIRED. 22. EACH SET OF MONITORING DATA MUST BE PROVIDED TO THE GEOTECHNICAL ENGINEER FOR REVIEW. IT MAY BE NECESSARY TO INSTALL ADDITIONAL MONITORING POINTS IF WARRANTED BY THE DATA. RECOMMENDATIONS WILL BE PROVIDED BY THE GEOTECHNICAL ENGINEER DURING CONSTRUCTION IF ADDITIONAL MONITORING POINTS BECOME NECESSARY. 23. SURVEY FREQUENCY MAY BE DECREASED AFTER THE SHORING SYSTEM HAS BEEN INSTALLED AND EXCAVATION IS COMPLETE IF THE DATA INDICATES LITTLE OR NO ADDITIONAL MOVEMENT. CHANGE IN THE SURVEY FREQUENCY SHALL BE APPROVED IN WRITING BY THE GEOTECHNICAL ENGINEER AND THE BUILDING DEPARTMENT. SURVEYING MUST CONTINUE UNTIL THE PERMANENT STRUCTURE (INCLUDING FLOOR SLABS AS BRACES) IS COMPLETE TO FINAL AND STREET GRADES. 24. SUBMIT SURVEY DATA, INCLUDING BASELINE READINGS AND EVALUATION OF SHORING PERFORMANCE BY THE GEOTECHNICAL ENGINEER AT LEAST ON A WEEKLY BASIS TO THE BUILDING DEPARTMENT. GEOTECHNICAL INFORMATION AND CRITERIA 25. INSTALLATION OF SHORING, SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION AND FILLING REQUIREMENTS SHALL CONFORM WITH THE RECOMMENDATIONS CONTAINED IN THE SOILS REPORT AND/OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE SUBSURFACE CHARACTERIZATIONS USED TO DESIGN THE SHORING ARE CONTAINED IN THE SOILS REPORT AS REFERENCED ABOVE. 26. EXCAVATIONS FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE MATERIAL PER THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER EXCAVATED AREAS SHALL BE BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT THE CONTRACTOR'S EXPENSE. EXCAVATION SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE LIMITS SPECIFIED BY LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS. CONTRACTOR SHALL PROTECT CUT SLOPES AS NECESSARY IF CONSTRUCTION OCCURS DURING WET WEATHER, AND SHALL CONTROL AND MANAGE RUNOFF TO MINIMIZE EFFECTS ON CONSTRUCTION. 27. DESIGN SOIL CAPACITIES ARE DETERMINED BY THE GEOTECHNICAL ENGINEER. THE SOIL PRESSURES INDICATED ON THE SOIL PRESSURE DIAGRAM WERE USED FOR DESIGN, IN ADDITION TO THE DEAD AND LIVE LOADS. SEE REPORT OF GEOTECHNICAL INVESTIGATION FOR MORE COMPLETE INFORMATION, INCLUDING RECOMMENDATIONS FOR SHORING IN GENERAL, SHORING MONITORING, EXCAVATION, LAGGING, AND DRAINAGE. 28. SOIL DESIGN PARAMETERS ARE AS FOLLOWS: LATERAL EARTH PRESSURES ACTIVE EARTH PRESSURE (YIELDING) ACTIVE EARTH PRESSURE (AT -REST) TRAFFIC SURCHARGE PRESSURE (UNIFORM LOAD) SEISMIC SURCHARGE PRESSURE (UNIFORM LOAD) PASSIVE EARTH PRESSURE (INCLUDES FS=1.5) ALLOWABLE BEARING PRESSURE 29. SHORING DURATION: PERMANENT CONCRETE E.F.P. 25 PCF 41 PCF 50 PSF 7H PSF 450 PCF 2, 500 PSF 30. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905, 1906, AND ACI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS: f'c Minimum Cement (psi) Per Cubic Yard Max. Water Per Use 94 LB Cement 1-1/2 sacks 3,000 9 sack pumpable mix 3,000 5-1/2 sacks .5 w/c 4,000 5-1/2 socks .5 w/c pile & tieback lean concrete pile & tieback structural grout raker foundations foundations and retaining walls 31. THE MINIMUM AMOUNTS OF CEMENT MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 301. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID BY THE GENERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. 32. CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD CYLINDER TESTS, UNLESS APPROVED OTHERWISE. REQUIRED ULTIMATE COMPRESSIVE STRENGTH OF STRUCTURAL GROUT SHALL BE REACHED BY 5 DAYS FOR TIEBACKS AND 28 DAYS FOR PILES AND FOUNDATIONS. REVIEWED This plan was reviewed for general conformance with the following; as amended by the jurisdiction: XStructural Provisions of the International Building Code Non -Structural Provisions of the International Building Code El others: 13 The project applicant is responsible for conformance with all applicable codes, conditions of approval, and permit requirements subject to the requirements and interpretations of the governing authority. This review does not relieve the Architect and Engineers of Record of the responsibility for a complete design in accordance with the taws Mille governing jurisdiction and the State of Washington. Jurisdiction 33. STEEL SPECIFICATIONS: DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE AISC MANUAL, AISC 360 AND SECTION 2205 OF THE BUILDING CODE. 34. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER ASTM SPECIFICATION WIDE FLANGE SHAPES OTHER SHAPES, PLATES, AND RODS OTHER SHAPES AND PLATES (NOTED GRADE 50 ON PLANS) A992 A36 A572 (GRADE 50) FY 50 KSI 36 KSI 50 KSI 35. ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS AND SHALL BE PERFORMED BY WABO CERTIFIED WELDERS USING E70XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY AWS) SHALL BE USED. ALL COMPLETE JOINT PENETRATION GROOVE WELDS SHALL BE MADE WITH A FILLER MATERIAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT 20 DEGREES F AND 40 FT-LBS AT 70 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. 36. STEEL PROVIDED FOR PERMANENT SHORING SHALL BE GALVANIZED OR PAINTED BLACK FOR CORROSION RESISTANCE. WOOD 37. FRAMING LUMBER SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: Use Grade Fb (psi, single use) 4X TIMBER LAGGING 4X TIMBER LAGGING HEM -FIR NO. 1 975 HEM -FIR NO. 2 850 (WHERE SPECIFIED) 38. WOOD IN CONTINUOUS CONTACT WITH FRESH WATER OR SOIL SHALL BE TREATED TO A RETENTION OF 0.40 PCF. WOOD FOR USE IN PERMANENT FOUNDATIONS SHALL BE TREATED TO A RETENTION OF 0.60 PCF. SODIUM BORATE (SBX) TREATED WOOD SHALL NOT BE USED WHERE EXPOSED TO WEATHER. PILE AND LAGGING CONSTRUCTION 39. DEMOLITION: SHORING AND SOIL EXCAVATION SHALL BE DONE SIMULTANEOUSLY. 40. DIMENSIONS AND LOCATION OF EXISTING STRUCTURES SHALL BE VERIFIED PRIOR TO FABRICATION AND INSTALLATION OF ANY STRUCTURAL MEMBER. NOTIFY ENGINEER ABOUT ANY DISCREPANCIES PRIOR TO FABRICATION. 41. PILE AND ANCHOR HOLES SHALL BE DRILLED WITHOUT LOSS OF GROUND AND WITHOUT ENDANGERING PREVIOUSLY INSTALLED PILES AND ANCHORS. THIS MAY INVOLVE CASING THE HOLES OR OTHER METHODS OF PROTECTION FROM CAVING. REFER TO REPORT OF GEOTECHNICAL INVESTIGATION FOR RECOMMENDED HOLE DIGGING PROCEDURE. 42. AUGERCAST PILE PLACEMENT: ALTERNATE PILES SHALL BE PLACED AND COMPLETED SO THAT AT LEAST 24 HOURS IS ALLOWED FOR THE CONCRETE TO SET PRIOR TO DRILLING ADJACENT PILES. 43. STEEL PILE PLACEMENT TOLERANCES: 1" INSIDE PERPENDICULAR TO SHORING WALL. 1" OUTSIDE PERPENDICULAR TO SHORING WALL. 3" LATERALLY. 1" IN ANY DIRECTION 44. LAGGING: TIMBER LAGGING SHALL BE INSTALLED IN ALL AREAS. VOIDS BETWEEN LAGGING AND SOIL SHALL BE BACKFILLED WITH PEA GRAVEL OR LEAN MIX FILL. DRAINAGE BEHIND THE WALL MUST BE MAINTAINED. IT IS CONTRACTOR'S RESPONSIBILITY TO LIMIT THE AMOUNT OF EXPOSED SOIL WITHOUT LAGGING TO AVOID LOSS OF SOIL. MAXIMUM HEIGHT OF 4 FEET IS RECOMMENDED. THE CONTRACTOR SHALL TAKE SPECIAL CARE TO AVOID GROUND LOSS DURING EXCAVATION. GN of -rc»<tut, a REID MIDDLGCON, INC. Code Review Consultant o& Q7/3119 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 52 Shoring Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite too - Seattle, WA 98txt p: ao6.443.6212 ssfenglneers.com 934 Broadway - Tacoma, WA 984oa p: a53•a84.947o ssfengineers.com JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 6/3/19 Sheet Title GENERAL SHORING NOTES Sheet S H 101 Statement of Special Inspections Special inspections shall be provided per the requirements of IBC section 1705 and as noted herein SOILS VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCES 1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY X 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL X 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS X 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL X 5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY X CONCRETE AND CONCRETE REINFORCING IBC 1705.6 VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCE 1. INSPECTION OF REINFORCING STEEL INCLUDING PRESTRESSING TENDONS, AND PLACEMENT X IBC 1908.4 ACI 318: Ch. 20, 25.2, 25.3, 26.6.1-26.6.3 2. INSPECTION OF ANCHORS CAST IN CONCRETE X ACI 318: 17.8.2 3. INSPECTION OF POST -INSTALLED ANCHORS IN HARDENED CONCRETE MEMBERS: a. ADHESIVE ANCHORS INSTALLED HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS X I SEE ICC-ES ESR REPORT FOR ADDITIONAL REQUIREMENTS ACI 318: 17.8.2.4 b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 3-a X ACI 318: 17.8.2 4. VERIFYING USE OF REQUIRED DESIGN MIX X IBC 1904.1 IBC 1904.2 IBC 1908.2 IBC 1908.3 ACI 318: Ch. 19, 26.4.3, 26.4.4 5. INSPECTION DURING CONCRETE MIXING: a. CONCRETE MIXES PREPARED IN A BATCH PLANT b. MIXES WITH tc > 6000psi X 6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE X IBC 1705.3.2 IBC 1908.10 ASTM C 172 ASTM C 31 ACI 318: 26.4, 26.12 7. INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES 8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES X X IBC 1908.10 ACI 318: 26.5 IBC 1908.9 ACI 318: 26.5.3- 26.5.5 9. REINFORCING BAR WELDING: a. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN ASTM A706 X b. INSPECT SINGLE -PASS FILLET WELDS, MAXIMUM 5/16", OTHER THAN C & D c. WELDING OF REINFORCING STEEL RESISTING FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES AND BOUNDARY ELEMENTS OF SPECIAL STRUCTURAL WALLS OF CONCRETE AND SHEAR REINFORCEMENT X d. WELDING SHEAR REINFORCEMENT X e. WELDING OF OTHER REINFORCEMENT STEEL X AWS D1.4 ACI 318: 26.6.4 10. MECHANICAL COUPLERS FOR REINFORCING X SEE ICC-ES ESR REPORT FOR ADDITIONAL REQUIREMENTS STRUCTURAL STEEL VERIFICATION AND INSPECTION TASK I CONTINUOUS PERIODIC I COMMENTS REFERENCE 1. FABRICATED AND ERECTED STEEL: a. COMPLIANCE WITH DETAILS SHOWN ON CONSTRUCTION DOCUMENTS X b. APPLICATION OF JOINT DETAILS AT EACH CONNECTION X AISC 360, SECTION N5.7 2, INSPECTION OF HIGH STRENGTH BOLTING: a. SNUG -TIGHT JOINTS X 3. MATERIAL VERIFICATION OF WELD FILLER MATERIALS: a. IDENTIFICATION MARKINGS TO CONFORM TO AWS SPECIFICATIONS IN THE APPROVED CONSTRUCTION DOCUMENTS b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED 4. INSPECTION OF WELDING: X X AISC 360, SECTION A3.5 AND APPLICABLE AWS A5 DOCUMENTS a. COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELD X b. MULTIPASS FILLET WELDS X c. SINGLE PASS FILLET WELDS > 5/16" X d. PLUG AND SLOT WELDS X e. SINGLE PASS FILLET WELDS < 5/16" NOTES X IBC 1705.2 AWS D1.1 1. TESTING AND SPECIAL INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION ITEM ON A DAILY BASIS WHENEVER WORK IS PERFORMED ON THAT ITEM. REPORTS SHALL BE DISTRIBUTED TO OWNER, CONTRACTOR, BUILDING OFFICIAL, ARCHITECT, AND STRUCTURAL ENGINEER. 2. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED BY THE STRUCTURAL ENGINEER OF RECORD OR DESIGNATED REPRESENTATIVE IN ACCORDANCE WITH IBC 1704.6. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED AS FOLLOWS: a. PERIODIC VISUAL OBSERVATION OF STRUCTURAL SYSTEMS FOR GENERAL CONFORMANCE TO CONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTON STAGES b. REVIEW OF TESTING AND INSPECTION REPORTS c. REPORTS SHALL BE PREPARED FOR EACH SITE VISIT AND SHALL BE DISTRIBUTED TO ARCHITECT. 3. WHERE APPLICABLE, SEE ALSO IBC SECTION 1705.11, SPECIAL INSPECTION FOR WIND RESISTANCE AND IBC SECTION 1705.12, SPECIAL INSPECTION FOR SEISMIC RESISTANCE 4."STRUCTURAL STEEL" REFERS TO STEEL CONSTRUCTION DEFINED BY AISC 303, "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES." Rev Date Issue Tukwila Fire Station 52 Shoring Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite 100 - Seattle, WA Om p: 206.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 984o2 p: 253.284.9470 ssfengineers.com JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 6/3/19 Sheet Title STATEMENT OF SPECIAL INSPCTIONS ARCHITECTS + URBAN DESIGNERS Sheet S H 102 P2 P1 Plan Notes P4 P3 EXISTING CONC. BLOCK WALL TO REMAIN. COORDINATE SHORING WALL INTERSECTION WITH (E) WALL W/jCIVIL, STRUCTURAL, AND ARCHITECT P5 j P10 P11 P6\ P8 5/SH301 P9 P� 8" SANITARY SEWER LINE 4fSH* P13 P14 \ P15 j P16 '� P17 Pile Schedule PILE PER SCHEDULE IN 24"0 MIN. AUGERED HOLES PILE SPACING I5 8'=0"oc 9/SH3Q1 typ. P18 20/SH301 P19 P20 P21 (19) PILES ® 8'-0"oc = 152'-0" P.T. 4x12 LAGGING PER GENERAL SHORING NOTES P22 P23 P24 P25 P26 P27 P28 P29r Legend 8" CONC. RETAINING WALL H=6'-0" MAX. SEE CIVIL & ARCHITECTURAL SITE DRAWINGS FOR EXTENT. COORDINATE FACE OF WALL W/ ADJACENT SHORING WALL 8/SH30 c-- Shoring Plan 1. REFER TO CIVIL SITE PLANS AND SURVEY FOR OVERALL AREA OF WORK AND LOCATIONS OF EXISTING Pile ADJACENT STRUCTURES AND SITE FEATURES. Mark Top of Wall (ft.) Finish Grade (ft.) Bottom of Wall (ft.) Retained Height (ft.) Min. Auger Diameter (in.) Pile Section Pile Height (ft.) Pile Embed (ft.) Total Est. Scale: 1/8"=1'-O" Pile Length (ft.) PILE MARK - REFER TO PILE SCHEDULE, THIS SHEET 2. FOR GENERAL SHORING NOTES REFER TO SH101. P1 132.5 132.5 124.6 7.9 24 W18x35 8.0 12 20.0 3. REFER TO GEOTECHNICAL REPORT FOR ADDITIONAL SHORING INSTALLATION REQUIREMENTS. P2 132 131.5 124.0 7.5 24 W18x35 8.0 12 20.0 4. CONTRACTOR SHALL LOCATE ALL SUBGRADE UTILITIES PRIOR TO ANY PILE INSTALLATION OPERATIONS. P3 131 130.3 122.3 8.1 24 W18x35 8.8 12 21.0 5. OBSTRUCTIONS MAY BE ENCOUNTERED DURING EXCAVATION AND SHORING INSTALLATION. NOTIFY ENGINEER OF RECORD IF OBSTRUCTIONS ARE ENCOUNTERED. P4 130 129.2 121.0 8.2 24 W18x35 9.0 12 21.0 6. MAXIMUM EXPOSED VERTICAL SOIL CUT SHALL BE NO GREATER THAN 4'-0" DURING SHORING. WALL P5 129 128.0 118.0 10.0 24 W18x35 11.0 14 25.0 INSTALLATION UNLESS OTHERWISE PERMITTED BY THE GEOTECHINCAL ENGINEER OF RECORD. P6 128 127.2 116.0 11.2 24 W18x50 12.0 16 28.0 7. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. P7 125.7 125.0 112.8 12.2 24 W18x86 12.9 16 29.0 _ P8 125.7 125.0 112.5 12.5 24 W18x86 13.2 16 30.0 Q IS V -W 30.0 _ JUL 1 5 2015 P9 125.7 125.0 112.3 12.7 24 W18x86 13.4 16 P10 125.7 125.0 112.2 12.8 24 W18x106 13.5 19 33.0 REID MIDDLETON, INC. P11 125.7 125.0 111.0 14.0 24 W18x106 14.7 19 34.0 P12 125.7 124.5 111.0 13.5 24 W18x106 14.7 19 34.0 P13 125.7 124.0 111.0 13.0 24 W18x86 14.7 18 33.0 P14 125.7 123.0 111.0 12.0 24 W18x50 14.7 16 31.0 P15 125.7 122.5 111.0 11.5 24 W18x50 14.7 16 31.0 P16 125.7 121.8 111.0 10.8 24 W18x35 14.7 14 29.0 P17 125.7 122.0 111.0 11.0 24 W18x35 14.7 14 29.0 P18 125.7 121.0 111.0 10.0 24 W18x35 14.7 14 29.0 P19 122 120.8 111.0 9.8 24 W18x35 11.0 14 25.0 P20 122 120.6 111.0 9.6 24 W18x35 11.0 14 25.0 P21 122 120.5 111.0 9.5 24 W18x35 11.0 14 25.0 P22 122 120.3 111.0 9.3 24 W18x35 11.0 14 25.0 P23 121 120.0 111.0 9.0 24 W18x35 10.0 14 24.0 P24 121 119.5 111.0 8.5 24 W18x35 10.0 12 22.0 P25 120 118.8 111.0 7.8 24 W18x35 9.0 12 21.0 P26 120 118.3 111.0 7.3 24 W18x35 9.0 12 21.0 Z t?.... 6/ E.-1 P27 119 117.5 111.0 6.5 24 W18x35 8.0 10 18.0 P28 118 116.6 111.0 5.6 24 W18x35 7.0 10 17.0 P29 117 116.0 111.0 5.0 24 W18x35 6.0 10 16.0 Rev Date Issue Tukwila Fire Station 52 Shoring Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite mo - Seattle, WA 98ir p: zo6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 p: 253•284.947o ssfengineers.com JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 6/3/19 SHORING PLAN SH2O1 ARCHITECTS + URBAN DESIGNERS 4x12 LAGGING 135' 130'- — — 125' — 120'- 115- — 110' — 105- - 100'- (VIDE FREE -DRAINING ERIAL {a K /'% 11/2" ® & = • clr. #4's #5's 2" clr. © #6's FOOTING DRAIN BY OTHERS H (ft.) B1 is B2 Stem Reinforcing Footing Reinforcing Vert. Horiz. Top Longit. 3'-0" 5" 8" 5" 8" #4 ® 18"oc #4 ® 12"oc - (2)#4 4'-0" 5" 8" 1'-0" 8" #4 ® 18"oc #4 ® 12"oc #4 6 18"oc (2)#4 6'-0" 5" 8" 2' 3“t' I0 10" #4 ® 12"oc #4 @ 12"oc #4 it 12"oc (4)#4 FUTURE WALL FACING TO BE DETERMINED TIMBER LAGGING PER PLAN NOTES WF SOLDIER PILE PER PLAN BOTTOM OF EXCAVATION PER ELEVATION lei AUGER SIZE PER PLAN NOTES Typical Pile Plan - Small Auger „ 4/SH301 L Cantilever Pile 0 LAGGING PER PLAN WF PER PLAN AUGERED HOLE (typ.) EMBEDDED PORTION OF PILE TO BE GROUND CLEAN OF MILL SCALE, RUST, ETC. 450(D-2) 25(H+D) WF PILE SIZE PER PLAN TIMBER LAGGING PER PLAN NOTES fWa BLOCKING AS REQUIRED FOR SOLID BEARING FUTURE WALL FACING TO BE DETERMINED Auger Pile - Inside Corner 7H psf 50 psf SEISMIC TRAFFIC SURCHARGE SURCHARGE Passive Pressure Active Pressure NOTES: 1. ACTIVE PRESSURE ABOVE EXCAVATION ACTS OVER (1) PILE SPACING. ACTIVE PRESSURE BELOW EXCAVATION ACTS OVER (1) PILE DIAMETER. 2. PASSIVE PRESSURE BELOW EXCAVATION ACTS OVER (2.5) CONCRETED PILE DIAMETERS. PASSIVE PRESSURE INCLUDES FACTOR OF SAFETY OF 1.5. 3. TRAFFIC SURCHARGE OCCURS ONLY AT AREAS ADJACENT TO STREETS. 4. PILE DESIGN FOR FLEXURE IS BASED ON 80% LOADING. PILE DESIGN FOR SHEAR IS BASED ON 100% LOADING. 5. LAGGING DESIGN IS BASED ON 50% OF ACTIVE PRESSURE. 6. SEE GEOTECHNICAL REPORT FOR ADDITIONAL SHORING INFORMATION. Pile Loading Diagram 10 SANITARY SEWER LINE B.O. EXCAVATION -P7- --P8 P9 --T- _ _ -- - - - - -- P16-- - -P17-=-_-P18-- _-_ P19=- - -P20 P21- --=P22- _-P23 --- - - - - -- -P14-- - -P15 -P10- - - P13- P11 P12- -P24----P25----P26- -P27-----P28- - __-P29- NOTES: 1. UTILITIES SHOWN IN ELEVATION ARE GRAPHIC DEPICTIONS ONLY AND MUST BE LOCATED IN PLAN AND SUBSURFACE BY CONTRACTOR. REFER TO VIL DRAWINGS FOR UTILITY LOCATIONS. O/& Shoring Wall Elevation 20 Rev Date Issue Tukwila Fire Station 52 Shoring Project No. 00021-2017-01 STRUCTURAL ENGINEERING zu4 Third Avenue - Suite'oo - Seattle, WA 581m p: zo6.443.6zu ssfengineers.com 934 Broadway - Tacoma, WA g8400 p: 253.284947o ssfengineers.com JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 6/3/19 Sheet Title SHORING WALL ELEVATION & DETAILS Sheet SH301 ARCHITECTS + URBAN DESIGNERS Site Wall General Notes THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS Statement of Special Inspections Special inspections shall be provided per the requirements of IBC section 1705 and as noted herein 10.5' SOIL +2' GEOFOAM 9.5' SOIL 3.0' SOIL CODE REQUIREMENTS 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2015 EDITION. REFERENCE DOCUMENTS 2.DETENTION DETAILS BY LPD ENGINEERING, PLLS.DATED MAY 9, 2019 3.GEOTECHNICAL REPORT BY HART CROWSER (19297-01) GENERAL REQUIREMENTS 4.DESIGN LOADING CRITERIA A. VERTICAL LOADS ON VAULT LID: LIVE LOADS: HS20-44 PER AASHTO STANDARD SPECIFICATIONS* 150PSF TRAFFIC SURCHARGE* * NOTE: THE LIVE LOAD CONDITIONS GIVEN ABOVE ARE TO BE APPLIED INDEPENDENT OF EACH OTHER, BUT IN COMBINATION WITH OTHER LOADS AS REQUIRED BY AASHTO AND THE IBC. EACH LOAD MUST BE INCREASED BY ANY FACTORS REQUIRED BY AASHTO OR THE IBC UNLESS SPECIFICALLY EXCEPTED. DEAD LOADS: SOIL COVER DEPTHS PER DIAGRAM BELOW 2'-0" OF GEOFOAM SHALL BE PLACED OVER THIS PORTION OF THE VAULT PRIOR TO BACKFILLING A '\..'v V/V X N.,\ 'A / v Jv/ 's y / ;%\/ 0 :. / / �` / N /," z' / NA, / 10.5' SOIL +2' GEOFOAM 9.5' SOIL 3.0' SOIL Soil Cover Diagram VERIFY SOIL COVER DEPTH OVER THE PRECAST PLANKS WITH THE PERMITTED SET OF CIVIL DRAWINGS. NOTIFY THE PLANK MANUFACTURER AND ENGINEER OF ANY DISCREPANCY PRIOR TO CONSTRUCTION. 5. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECIFICATIONS, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE REPORTED TO THE CIVIL AND STRUCTURAL ENGINEERS, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE.GENERAL CONTRACTOR'S RISK. 6.SHOULD ANY DISCREPANCIES BE FOUND IN THE PROJECT DOCUMENTS, THE CONTRACTOR WILL BE DEEMED TO HAVE INCLUDED IN THE PRICE THE MOST EXPENSIVE WAY OF COMPLETING THE WORK, UNLESS PRIOR TO SUBMISSION OF THE PRICE THE CONTRACTOR ASKS FOR A DECISION FROM THE ENGINEER AS TO WHICH SHALL GOVERN. 7.CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTOR'S WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 8.CONTRACTOR SHALL VERIFY ALL DIMENSIONS OF EXISTING STRUCTURES AND EXISTING GRADES IN THE FIELD AND SHALL NOTIFY THE ENGINEER OF ALL FIELD CHANGES PRIOR TO FABRICATION AND INSTALLATION OF ANY STRUCTURAL MEMBER. 9.CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE CIVIL ENGINEER AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 10. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE CIVIL ENGINEER AND THE STRUCTURAL ENGINEER. ALL TYPICAL AND NOTES SHOWN ON DRAWINGS SHALL APPLY, UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL DETAILS ARE NOTED ON THE PLANS, THE SPECIFIED TYPICAL DETAIL SHALL BE USED. WHERE NO TYPICAL DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED. THE CONTRACTOR SHALL SUBMIT ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION AND FIELD USE. 11. DEFERRED SUBMITTALS: THE FOLLOWING ITEMS SHALL BE SUBMITTED IN WRITING FOR APPROVAL TO THE ENGINEER AND OWNER PRIOR TO THE COMMENCEMENT OF ANY WORK OR THE FABRICATION OR INSTALLATION OF ANY STRUCTURAL ITEM. THE CONTRACTOR SHALL RETAIN ALL RESPONSIBILITY FOR MEANS AND METHODS OF CONSTRUCTION. PRECAST CONCRETE PANELS METAL BAR GRATING 12. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE CIVIL ENGINEER AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. REINFORCING STEEL GROUTS AND CONCRETES APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPARTMENT. 13. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE BEEN APPROVED BY THE DESIGN TEAM. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. 14. BACKFILL MAY BE PLACED AGAINST THE VAULT WALLS 7-DAYS AFTER PLACEMENT OF THE CONCRETE IN THE PLANK VOID FILL AND PERIMETER CLOSURE OF THE HOLLOW -CORE PLANK. BACKFILL MAY BE PLACED PRIOR TO 7-DAYS IF CONCRETE CYLINDER BREAKS INDICATE A MINIMUM CONCRETE COMPRESSIVE STRENGTH OF 3,000 PSI. 15. UTILITY LOCATION: THE UTILITIES INFORMATION SHOWN ON THE PLANS MAY NOT BE COMPLETE. THE SHORING CONTRACTOR SHALL DETERMINE THE HORIZONTAL AND VERTICAL LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO DRIVING PILES, OR CUTTING OR DIGGING IN STREETS OR ALLEYS. THIS INCLUDES CALLING UTILITY LOCATE AT 1-800-424-5555 AND THEN POTHOLING ALL UTILITIES PRIOR TO CONSTRUCTION TO CONFIRM DEPTHS AND LOCATIONS AND TO VERIFY THAT THERE ARE NO CONFLICTS WITH THE PILE AND TIEBACK CROSSING ELEVATIONS. PILES SHALL MAINTAIN A MINIMUM OF 12" CLEARANCE TO ANY EXISTING UTILITIES TO REMAIN. CONTRACTOR SHALL NOTIFY THE ENGINEER OF CONFILICTS. CONFLICTS SHALL BE RESOLVED IN WRITING PRIOR TO PROCEEDING WITH CONSTRUCTION. QUALITY ASSURANCE 16. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND SECTIONS 110 AND 1704 OF THE INTERNATIONAL BUILDING CODE BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE CIVIL ENGINEER, AND RETAINED BY THE BUILDING OWNER. THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS. THE CIVIL ENGINEER, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS WITHIN TWO WEEKS OF COMPLETION OF EACH PHASE OF WORK. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION IS REQUIRED CONCRETE CONSTRUCTION PER TABLE 1704.4 SOIL CONDITIONS, FILL PLACEMENT, AND DENSITY PER TABLE 1704.7 PERIODIC INSPECTION ALLOWS INSPECTION AT INTERVALS NECESSARY TO CONFIRM THAT WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE WITH REQUIREMENTS. CONTINUOUS SPECIAL INSPECTION REQUIRES THAT THE INSPECTOR BE ONSITE AT ALL TIMES THAT WORK REQUIRING SPECIAL INSPECTION IS PERFORMED. 17. INSPECTORS SHALL BRING DEFICIENCIES TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF THE DISCREPANCIES ARE NOT CORRECTED, THE INSPECTOR SHALL BRING THE UNCORRECTED DEFICIENCY TO THE ATTENTION OF THE BUILDING OFFICIAL AND THE STRUCTURAL ENGINEER IMMEDIATELY AND PRIOR TO COMPLETION OF THAT PHASE OF WORK. 18. SOILS INSPECTION: ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY THE SOILS ENGINEER PRIOR TO PLACEMENT OF FOUNDATIONS. SOIL COMPACTION SHALL BE SUPERVISED BY AN APPROVED TESTING LAB. THE GEOTECHNICAL ENGINEER SHALL ALSO ADVISE ON WATER CONTROL AND SLAB ON GRADE CONSTRUCTION. 19. WET WEATHER INSPECTION: A SITE VISIT FROM THE GEOTECHNICAL SPECIAL INSPECTOR SHALL OCCUR DURING EACH DAY OF ACTIVE GRADING AND IN THE EVENT OF SIGNIFICANT RAINFALL WHICH MIGHT COMPROMISE STABILIZATION MEASURES BETWEEN NOVEMBER 1 AND MARCH 31. THE DETERMINATION OF WHAT CONSTITUTES SIGNIFICANT RAINFALL IS SUBJECT TO THE DISCRETION OF THE GEOTECHNICAL SPECIAL INSPECTOR. HOWEVER, AS A MINIMUM STANDARD, THE GEOTECHNICAL SPECIAL INSPECTOR IS REQUIRED TO CONDUCT A SITE VISIT IF MORE THAN ONE HALF INCH OF PRECIPITATION OCCURS ON ANY GIVEN DAY. ANY RECOMMENDATIONS REQUIRED TO MAINTAIN STABILITY OF EXCAVATIONS AND PROPER FUNCTIONING OF THE SEDIMENT/EROSION CONTROL SYSTEM PROVIDED BY THE GEOTECHNICAL SPECIAL INSPECTOR SHALL BE IMPLEMENTED IMMEDIATELY. THE GEOTECHNICAL SPECIAL INSPECTOR SHALL PROVIDE COPIES OF FIELD REPORTS NO LATER THAN 48 HOURS AFTER EACH INSPECTION. THE GEOTECHNICAL SPECIAL INSPECTOR SHALL PROVIDE WRITTEN NOTICE THAT THE SITE HAS BEEN STABILIZED FOLLOWING COMPLETION OF GRADING. 20. EACH SET OF MONITORING DATA MUST BE PROVIDED TO THE GEOTECHNICAL ENGINEER FOR REVIEW. IT MAY BE NECESSARY TO INSTALL ADDITIONAL MONITORING POINTS IF WARRANTED BY THE DATA. RECOMMENDATIONS WILL BE PROVIDED BY THE GEOTECHNICAL ENGINEER DURING CONSTRUCTION IF ADDITIONAL MONITORING POINTS BECOME NECESSARY. GEOTECHNICAL INFORMATION AND CRITERIA 21. SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION AND FILLING REQUIREMENTS SHALL BE AS DIRECTED BY THE GEOTECHNICAL ENGINEER. 22. VAULT FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH OR STRUCTURAL FILL. FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY;THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND GEOTEHCNICAL ENGINEER. BACKFILL BEHIND ALL VAULT WALLS WITH FREE DRAINING GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. 23. EXCAVATIONS FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE MATERIAL PER THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER EXCAVATED AREAS SHALL BE BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT THE CONTRACTOR'S EXPENSE. EXCAVATION SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE LIMITS SPECIFIED BY LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS. CONTRACTOR SHALL PROTECT CUT SLOPES AS NECESSARY IF CONSTRUCTION OCCURS DURING WET WEATHER, AND SHALL CONTROL AND MANAGE RUNOFF TO MINIMIZE EFFECTS ON CONSTRUCTION. 24. DESIGN SOIL CAPACITIES ARE DETERMINED BY THE GEOTECHNICAL ENGINEER. THE SOIL PRESSURES INDICATED ON THE SOIL PRESSURE DIAGRAM WERE USED FOR DESIGN, IN ADDITION TO THE DEAD AND LIVE LOADS. 25. SOIL DESIGN PARAMETERS ARE DERIVED FROM THE GEOTECHNICAL REPORT BY HART CROWSER. ALL VALUES SHALL BE FIELD VERIFIED PRIOR TO CONSTRUCTION AND THE ENGINEER OF RECORD NOTIFIED OF ANY DISCREPANCIES: AT -REST EARTH PRESSURE ACTIVE EARTH PRESSURE SEISMIC SURCHARGE PRESSURE ALLOWABLE BEARING PRESSURE 55 PCF EFD 35 PCF EFD 12H PSF UNIFORM (AT REST) 2, 500 PSF CONCRETE 26. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905, 1906, AND ACI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS: f' (psi) c Minimum Cement Max. Water Per Use Per Cubic Yard 94 LB Cement 3,000 5-1/2 sacks 3, 000* .5 w/c foundations and walls .53 w/c* plank void fill STRENGTH AND W/C RATIO LISTED ARE A MINIMUM. MIX SHALL MEET PLANK MANUFACTURERS SPECIFICATIONS. 27. THE MINIMUM AMOUNTS OF CEMENT MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH IBC 1905.6. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID BY THE GENERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. 28. CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD CYLINDER TESTS, UNLESS APPROVED OTHERWISE. 29. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, fy = 60,000 PSI. 30. ALL CONCRETE WITH SURFACES EXPOSED TO WEATHER OR STANDING WATER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND C618. TOTAL AIR CONTENT FOR FROST -RESISTANT CONCRETE SHALL BE IN ACCORDANCE WITH TABLE ACI 318 TABLE 4.2.1 MODERATE EXPOSURE. 31. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI 315-99 AND 318-08. LAP ALL CONTINUOUS REINFORCEMENT #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0° MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN ACCORDANCE WITH ACI 318-08, CLASS B. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 32. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#6 BARS OR LARGER). . . 2" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#5 BARS OR SMALLER) . 1-1/2" 4° SLAB ON GRADE 1-1/2" 33. CAST -IN -PLACE CONCRETE: VERIFY WITH CIVIL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF OPENINGS IN ALL CONCRETE WALLS. 34. PLANK JOINT GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL MEET PLANK MANUFACTURER'S SPECIFICATIONS. PRECAST HOLLOW CORE CONCRETE PLANKS 35. PRECAST HOLLOW CORE PLANKS TO BE DESIGNED AND MANUFACTURED BY CONCRETE TECHNOLOGY CORPORATION (OR APPROVED MANUFACTURER). 36. PRECAST HOLLOW CORE PLANKS SHALL BE CONSIDERED A DEFERRED SUBMITTAL. PLANK DESIGN SHOP DRAWINGS AND CALCULATIONS, INCLUDING DIMENSIONS, DESIGN LOADS, AND DETAILS SHALL BE STAMPED BY AN ENGINEER REGISTERED IN THE STATE OF WASHINGTON AND SUBMITTED FOR APPROVAL PRIOR TO FABRICATION. 37. THE MANUFACTURER SHALL INSTALL ALL BLOCKOUTS REQUIRED FOR STRUCTURAL CONNECTIONS AS INDICATED ON THESE DRAWINGS. NO OTHER PENETRATIONS ARE PERMITTED WITHOUT PRIOR APPROVAL OF THE PLANK MANUFACTURER. ALL JOINTS SHALL BE GROUTED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. 38. PRECAST HOLLOW CORE PLANKS SHALL BE DESIGNED TO CARRY THE DESIGN LOADS ONLY AFTER VAULT CONSTRUCTION IS COMPLETE, ALL DESIGN CONCRETE AND GROUT STRENGTHS HAVE BEEN ACHIEVED AND ALL COVER HAS BEEN PLACED OVER THE VAULT WITHIN THE SPECIFIED LIMITS. ALLOWABLE UNIFORM LOADS ON THE BARE PLANK MAY BE OBTAINED FROM THE PLANK MANUFACTURER. METAL BAR GRATING 39. METAL BAR GRATING AND SUPPORT BEAM DESIGN SHALL BE PROVIDED BY THE SUPPLIER.SHOP DRAWINGS, AND MATERIAL SPECIFICATIONS SHALL BE PROVIDED FOR REVIEW PRIOR TO INSTALLATION. 40. DESIGN REQUIREMENTS A. LOADING: SEE DESIGN CRITERIA FOR LIVE LOADING REQUIREMENTS B. FINISH: ALL STEEL EXPOSED TO WEATHER SHALL BE GALVANIZED C. END BEARING: DESIGN OF BEARING ANGLE AND EMBED SHALL BE PROVIDED BY THE GRATING SUPPLIER SOILS VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCES 1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY X 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL X 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS X 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL X 5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY X CONCRETE AND CONCRETE REINFORCING IBC 1705.6 VERIFICATION AND INSPECTION TASK 'CONTINUOUS ',i PERIODIC COMMENTS REFERENCE 1. INSPECTION OF REINFORCING STEEL INCLUDING PRESTRESSING TENDONS, AND PLACEMENT i X IBC 1908.4 ACI 318: Ch. 20, 25.2, 25.3, 26.6.1-26.6.3 2. VERIFYING USE OF REQUIRED DESIGN MIX X IBC 1904.1 IBC 1904.2 IBC 1908.2 IBC 1908.3 ACI 318: Ch. 19, 26.4.3, 26.4.4 3. PRIOR TO CONCRETE PLACEMENT, FABRICATE X SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE IBC 1908.10 ASTM C 172 ASTM C 31 ACI 318: 26.4, 26.12 4. INSPECTION OF CONCRETE AND PLACEMENT FOR PROPER APPLICATION TECHNIQUES X IBC 1908.10 ACI 318: 26.5 5. VERIFY MAINTENANCE OF SPECIFIED CURING X TEMPERATURE AND TECHNIQUES IBC 1908.9 ACI 318: 26.5.3- 26.5.5 NOTES 1.TESTING AND SPECIAL INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION ITEM ON A DAILY BASIS WHENEVER WORK IS PERFORMED ON THAT ITEM. REPORTS SHALL BE DISTRIBUTED TO OWNER, CONTRACTOR, BUILDING OFFICIAL, ARCHITECT, AND STRUCTURAL ENGINEER. gEvri_NE _ JUL 1 5 2C19 REID MIDDLETON, INC. Rev Date Issue Tukwila Fire Station 52 Detention Vault Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2124 Third Avenue. Suite too - Seattle, WA 98m p: 2o6.443.6202 ssfengineers.com 934 Broadway - Tacoma, WA g84o2 9:253•=84.947o ssfengineers.com JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 6/3/19 Sheet Title GENERAL NOTES & STATEMENT OF SPECIAL INSPECTIONS ARCHITECTS + URBAN DESIGNERS Sheet SV101 8" 61'-4" 4'-6 14'-6" 14'-6" 14'-6" 8" Plan Notes 1. SEE CIVIL DRAWINGS FOR PIPE INLET DIAMETERS, LOCATIONS AND INVERTS. SEE 20/SV301 FOR ADDITIONAL WALL REINFORCING AROUND PIPE PENETRATIONS. 2. REINFORCE GRADE SLAB WITH 6x6 W2.9xW2.9 WELDED WIRE FABRIC PLACED AT THE MID -DEPTH OF THE SLAB. 3. ALL FOOTING SHALL BEAR ON DENSE UNDISTURBED SOILS OR ON STRUCTURAL FILL PLACED AND COMPACTED PER GEOTECHNICAL RECOMMENDATIONS. ALLOWABLE BEARING PRESSURES SHALL BE FIELD VERIFIED PRIOR TO CONSTRUCTION. 4. SEE PLANK MANUFACTURER PLACEMENT PLAN FOR INSTALLATION REQUIREMENTS. Legend ITOV INSIDE TOP OF VAULT IBOV INSIDE BOTTOM OF VAULT VAULT INLET OR OUTLET PER CIVIL DRAWINGS FOOTING WIDTH (IN) FOOTING DEPTH (IN) F32x12 CORNER REINF. PER 19/SV301, TYP. 9/SV301 F50x14 OS THKND. SLAB FTG. TO F84x14 r 4' 0° 8" t . typ. u.n.o BE CAST W/ GRADE SLAB 4" THICK CONC. SLAB ON GRADE REINF. PER PLAN NOTE 2 0 LO 9/SV301 r l COCO '`I 0 N 1 10/SV301 F84x14 1 1 U 1 CO 5'-0" CO 1 L 10/SV301 84x14 J 5-0" 0 48'0 SUMP SEE CIVIL DRAWINGS & DETAIL 17/SV301 9/SV301 0 * (5)#6 x 8'-0" TOP IN FTG. CENTERED BELOW 4'-0" OPENING F50x14 (2)#6 VERT. IN WALL EA. SIDE OF OPENING & (2)#4 x 4'-0" DIAG. EA. CORNER CORNER REINF. PER 19/SV301, TYP. 9/SV301 CONTRACTOR'S NOTE: FOUNDATIONS EXCAVATIONS & SUBGRADE PREPARATION SHALL BE IN CONFORMANCE WITH GEOTECHNICAL RECOMMENDATIONS. IF BOTTOM OF VAULT EXCAVATIONS ENCOUNTERS DENSE UNDISTURBED NATIVE SOIL, CONTACT ENGINEER OF RECORD FOR POTENTIAL FOUNDATION REVISIONS. Detention Vault Foundation Plan 24"0 OPENING T 48"0 RISERS, LA & LOCKING SOLI COVER PER CIVII REINF. AT MANHt ACCESS PER 14/ 121/2" THICK PRE HOLLOW CORE LI[ POUR SLOTS PER PLANK MANUF. T 12"0 VENT PIPE (typ. 4 corners) REINF. AT VENT PER 15/SV301 61'-4" 8" i 14'-6" 8" 14'-6" 8" 14'-6" 8" 14'-6" 8" 3/SV301 5x10' 19-W-4 DUTY EQUIV. 30"sq METAL BAR GRATING 21/2"x1/4" HEAVY GRATING OR APPROVED W/ INTEGRAL ACCESS HATCH HATCHED EXTENT PLACED PLANKS. GEOFOAM AREA INDICATES: OF GEOFOAM TO BE ABOVE VAULT LID PROVIDE 2'-0" DEPTH 'co ` ❑ ❑ ❑ ❑ U U L U ❑ ❑ L) L LJ U ❑ ❑ LJ L ❑ ❑ ❑ ❑ 0 ❑ ❑ ; 0 7/SV301 ❑ . . ACCEPT IDER RING, Q= 1 MANHOLE °'� DRAWINGS — - ❑ i ❑ � X ` ❑ ❑ ❑ ; LE �- ❑ ❑ ❑ El" 8/SV301 �a • 0 1V301 01 a typ. u.n.o x: DAST ❑ ❑ ❑ ❑ PLANK co (12) PLANKS © 4'-0" = 4B'- ❑ ❑ 7/SV301 ❑ ❑ ❑ P. ❑ 2/SV301 �❑ ❑❑ ❑❑ ❑❑ ❑� ❑ ❑ D 4/SV301 ❑ ❑ ❑ ❑ ❑ 2/SV301 ❑ ❑ ❑ ❑ ❑ oy ❑ OO ❑ ❑ ❑ ❑ ❑ 18/SV301 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ El 10 El ❑ ❑ ) Er ❑ ❑ IPE { ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ n n ❑ ❑ n n ❑ n ❑ n n ❑ n n 5/SV301, typ. ❑ ❑ ❑ abv.-openings ❑ ❑ n n ❑ ❑ 3/SV3O1 41* 4'-0"w OPENING IN WALL BELOW, TYP. BLOCKOUTS IN EDGE CELL OF PLANK AS SHOWN Scale: 3/15"=1'-0" Detention Vault Lid Framing Plan Scale: 3/16"=1'- Rev Date Issue Tukwila Fire Station 52 Detention Vault Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite too - Seattle, WA 98121 p: 2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 984o2 p:253.284.947. ssfengineers.com JURISDICTIONAL APPROVAL STAMP Issue PHASE 1 PERMIT Date 6/3/19 Sheet Title DETENTION VAULT PLANS A+ Li ARCHITECTS+ URBAN DESIGNERS Sheet SV2OI POUR SLOT PER PLANK (2) #5 CONT IN CLOSURE POUR SLOT PER PLANK (2) #5 CONT IN CLOSURE POUR SLOT PER PLANK MANUFACTURER MANUFACTURER #5 x 4'-0" EA. VOID MANUFACTURER GROUT EDGE VOID SOLID #5 x 4'-O" EA. VOID HOLLOW CORE PLANK W/ POUR SLOT (2 min. PER MANUFACTURER per plank) HOLLOW CORE PLANK WITH CLOSURE POUR PER MANUFACTURER HOLLOW CORE PLANK W/ POUR SLOT (2 min. PER MANUFACTURER per plank) HOLLOW CORE PLANK PER MANUFACTURER #5 HAIRPIN w/ 16" WIDTH AND 18" LONG TAILS @ EA �� ° 7.11 VOID BLOCKOUT VOID DAM PER ' ' I 1 / VOID DAM PER (3)#6 CONT. " �' O� J�� (3)#6 CONT. PLANK MFR. PLANK MFR. 2-2 #5 x 61 EA. VOID (245 HORZ @ TOP OF WALL • • W/ POUR SLOT (2 min. �9 -min. 3 ^! per plank) #5 CONT. WITHIN EDGE HORZ @TOP OF WALL proBEARING @ 6"oc STD VOID OF PLANK o (2)#5 BEARING STRIP PER PLANK MANUFACTURER - - (2}#5 HORZ @ TOP OF WALL STRIP PER PLANK MANUFACTURER (2)#5 HORZ @ TOP OF WALL BACKING ROD AS REQ'D. # x 3'-0" @ 12"oc AT ` % ' / ' • \ \5 ,o d #4 VERT W/ HOOK IN CLOSURE AND 2' 0" TYP. AT VOIDS W/ POURCENTER 2"CENTER #5 x 3' 0" @ 12"oc AT OF WALL W/ STD 180-DEG STD HOOK AT BOT OF WALL W/ STD 2' 0" TYP. AT VOIDS W/ POUR 6"0 PVC PRESSURE RELIEF N �, 8" OF HEADER 8" CONCRETE WALL REINF w/ #4 @ 12"oc HORIZ. AND #6 @ 12"oc VERT. INSIDE FACE. 2 HOOK IN CLOSURE SLOTS. (6" at other voids) SLEEVE SET 6" CLEAR FROM INSIDE TOP OF VAULT. SLOTS. (6" at other voids) clr HOOK IN CLOSURE ' ' (3) #6 x 9'-0" CONT OVER 4'-0" WIDE OPENING Header Reinforcing CENTERED 5 clr 8" CONCRETE WALL REINF w/ #4 @ 12"oc HORIZ. AND #6 @ 12"oc VERT. CENTERED IN WALL. EXTEND VERT REINF INTO CLOSURE W/ // SPACE AT 8'oc MAX. 8" CONCRETE WALL REINF w/ #4 @ 12"oc HORIZ. AND #6 @ 12"oc VERT. INSIDE FACE. // Top of Wall at Non -Bearing 3 STD HOOK NOTE: SEE PLANK MANUFACTURER'S PLACEMENT PLANS FOR FINAL BEARING WIDTH Top of Wall at Interior Bearing 4 NOTE: SEE PLANK MANUFACTURER'S PLACEMENT PLANS FOR FINAL BEARING WIDTH Top of Wall at Bearing 2 6 TOP BLOCKOUT CONCRETE CURB FOR STEEL BEAM COORDINATE GRATING Rev Date Issue ANCHORAGE REQUIREMENTS WITH GRATING SUPPLIER IN WALLL.WMATCDHOVERTCREINFED SIZE AND SPACING. EXTEND 2'-6" INTO WALL // 8" CONCRETE WALL w/ #4 it, 12"oc HORIZ. #6 @ 12"oc VERT. CENTERED IN WALL. REINF AND METAL GRATING PER PLAN. GRATING CLIP 8' FINISH GRADE EL. /• (2)#4 4" METAL GRATING AND SUPPORT BEAM PER CONNECTIONS PER SUPPLIER PER CIVIL FINISH GRADE EL. PER CIVIL PLAN. PROVIDE 3" MIN. BEAM BEARING. ' WALL REINFORCED PER 2 OR 3/SV301 • FREE DRAINING GRANULAR FILL PER GEOTECHNICAL ENGINEER �� GROUT SOLID \ �`ij`\ / PER PLANK MFR. (\ j � �\ .'.>. ` s�. • �� C 5 @ 8"oc HORIZ. & EMBED L31 x 31 x % %" � ti�� . �� ' # 6 @ 12"oc FTG-TO-WALL �i Wl (2} �i"4 Ilr�. / ��f: AA , � �F. DOWEL CENTERED ON WALL. EXTEND 2'-6" INTO WALL. / l?: HOLLOW CORE PLANK ��.� �� V # #5 @ 12"oc VERT. 3" W.N.S. @ 12"oc. ! if ti�,��/�� j W STD. HOOK IN BENTONITE CLAY OR 4"0 PERFORATED PVC log��;,��/PROVIDE HYDROPHILIC WATERSTOP AT FOOTING DRAIN PER GEOTECHNICAL ENGINEER. EMBED L3 x 3i x 1 x BLOCKOUT ® PERIMETER WALLS III BEAM WIDTH + 2" W/ (2) 6g"0 W.H.S. @ 6"oc• CAST BEAM BEARING 4" THICK CONCRETE GRADE SLAB REINF PER PLAN AS REQ'D BY GRATING woo. 4" THICK CONCRETE GRADE \ TIGHTLINE TO DOWNSTREAM STORM SYSTEM PER CIVIL SLAB REINF PER PLAN \ 0 _ ' r- SEAT IN BEAM OR CURB #4 CONT. a W/#STD. HOOKST. INTO 4 1 ASSEMBLY DTO ODATE EPTH TOTAL �� --• " „ \ WALL EA. END � #5 @ 8"oc HORIZ. & II . . `�* #5 @ 12"oc VERT. #4 TIES @ 5"oc 1'-0" REINF FOOTING W/ (5)#5 LONGITUDINAL AND #6 @ 12"oc TRANSVERSE Bottom of Interior Wall 10 8" THICK CONCRETE WALL REINF w/ #6 @ 12"oc VERT CENTEREDr — Curb and Beam at Grated Opening 7 AND #4 @ 12"oc HORZ. HOLLOW CORE PLANK REINF FOOTING W/ (4)#5 PER PLANK MFR. Curb at Grated Opening 3 LONGITUDINAL AND #6 @ 12"oc TRANSVERSE Bottom of Wall 9 11 1 2 Section (4)#6 PLANK DOWELS (5)#5 TOP AND BOT 1'-4 3 O) PLACED AT THE TRANSVERSE o I I I I I I (4)#6 PLANK DOWELS PLACED AT THE MID DEPTH MID DEPTH OF THE SLAB (4)#5 TOP AND BOT EA OF THE SLAB SIDE OF MANHOLE OPENING #5 x IN EACH #5 x 3'-0" I 41 0 VOID ((2) TOTAL) CV I ( I V 1 I 1 I I 1 I I I IIIMI I 1 I T I I Fire Station 52 Detention Vault Project No. 00021-2017-01 gm„Tukwila 1 1 HORIZ. AT TOP (5)#5 TOP AND BOT (2)#4 OF WALL TRANSVERSE I 8" CONCRETE WALL REINF II I I w/ #4 @ 12"oc HORIZ. AND @ 12"oc VERT. CENTERED 1 l (445 TOP AND BOT EA #6 6, d 0 o v y / / / \1 / / _ \ \ " i• 1 \ / ( SIDE OF MANHOLE OPENING IN WALL. REINF FOOTING W/ (3)#5 LONGITUDINAL AND #5 @ 12"oc TRANSVERSE #6 FTG-TO-WALL DOWEL CENTERED IN WALL. MATCH VERT REINF SPACING. EXTEND 2'-6" INTO WALL — STRUCTURAL, ENGINEERING p:206.4436zo2e-Suiteioossfengineers.com g346r844470-Tacoma,WA g84oz P''53•=e4947o ssfengineers.com I 4' 3" 24"0 OPENING TO \ (1)#6 AT THE MID -DEPTH ACCOMMODATE MANHOLE OF THE SLAB Section NOTE: SEE FOUNDATION PLAN FOR FOOTING DIMENSIONS 12"m VENT PENETRATION 6I" 2 6" # 5 x 1' 0"f IN Plank Reinforcing EACH VOID ((6) TOTAL) at Cut In Vent 5 Plan Cast -in -Place Slab and Knee Wall at Manhole 14 1 6 SLAB ON GRADE PER PLAN• GROUT JOINT 48 #5CORNER BARS .44-- _ @ 12"oc ON BACKFILL FACE OF WALL p EV6 ESE [h} � F JUL 1 5 2039 J PROVIDE EA SIDE DIAGONAL 1"dp x 1/4" (galvanized) ATTACH PER GRATING (2) 5 TOP & BOT OF CB AND #5x2'-0" EA CORNER BAR GRATING W/ ACCESS PANEL. TO CONC. BRG MFR. // , V ) O ;l pk W) ' E0 (1)#5 HORZ ABOVE AND ,EID MkDDLETQN, INC. ADD (1)#5 VERT FULL HEIGHT EA SIDE OF G BELOW OPENING OPENING FOR EACH PAIR OF TYP VERT BARS CUT _ 11111111111111 _ t ADDITIONAL VERT. APPROVAL STAMP # 5 VERT @ 12"oc BAR IN WALL 24 L ® / HOLLOW CORE PLANK PER MANUFACTURER ON BACKFILL FACE OF WALL ° #5 CORNER BARS TO MATCH HORZ OR LONGITUDINAL REINF LOCATIONS0 " o 0 0 0 BENTONITE CLAY OR HYDROPHILIC WATERSTOP AT THE FULL 4'- 5 x EA#CORNERO" DIAG itormilJURISDICTIONAL — } CONT. BACKER ROD IF REQD I 2'-0" Issue PHASE 1 PERMIT Date 6/3/19 Sheet Title VAULT DETAILS Sheet 301 TYP VERT REINF #5 VERT @ 12"oc ON BACKFILL FACE Plank -to -Plank Grout Joint1 3 / f 48" 0 TYPE 2 CATCH BASIN BASE PERIMETER OF CB ELEV PER CIVIL 2 Wall Reinforcing 9g / at /� U Pipe / Penetration OF WALL Typical Corner Bars at Concrete Walls and Footings 19 Catch Basin Base at Control Structure 1 7 ARCHITECTS + URBAN DESIGNERS Wednesday, May 29, 2019 10:08 AM File: BIM Server: WAU - BIM Server 19/17012 - TFSS et.oc 8 1.00 BLDG 000 RESIDENTIAL PROPERTY co LIJ 2 to II 0.00 GLGG COG' L'LDG CU RESIDENTIAL PROPERTY FG 122.00 FG 120.98 BW 110.6 (5.673.11 FG 113.2 --_ TW 113.70 eftRESIDEN�1OPERTY «`_ VAWOR I Afte , ___ _ immatimm minismmomminiffusmwk- RESIDENTIAL PROPERTY TW 106.0 BW103.8103.8 -rrr 1W 101 7 BW 95.3 (6.4') TN 97.6 1W 99.9 BW 91.4 BW 93.9 (6.2 1W 95.7 BW 90.6 (5.1') 1W 94.3 BW 90.0 (4.3') TW 90.50 8 �lUiIII11�►�11�1A J Ul IIIIIIi!rW,.,}:1y6.. rilk . PC ■�III�Ii .:..a....:. ., �',�(s11u. J!'.;:•:II� 1. t AN IuUU!!iulllflrdh � ��• off, e��.7y MN ,N11P1!!I/yl« �`1. 1111�� NI' i�6 « «�� II Ill � FP 0. 14$ks41ItT' YYPsiril•11� ta16- 0-8 CITY OF TUKVVILA PROPERTY ABBREVIATIONS: 109.81 MOE CITY OF TUKWILA PROPERTY ARCH BS BW CAL CIP CIVIL CLR CONC CRZ DBH DIA DWG EA ELECT EX HP HT MAX ARCHITECTURE BOTTOM OF STAIR BOTTOM OF WALL CALIPER CAST -IN -PLACE CIVIL CLEAR CONCRETE CRITICAL ROOT ZONE DIAMETER AT BREAST HEIGHT DIAMETER DRAVVING EACH ELECTRICAL EXISTING HIGH POINT HEIGHT MAXIMUM MECH MIN OC PA PAVE PED PL ROW SF SP MECHANICAL MINIMUM ON CENTER PLANTING AREA PAVEMENT PEDESTRIAN PROPERTY LINE RIGHT-OF-WAY SQUARE FEET SPECIES SS STAINLESS STEEL STRUCT STRUCTURE TOS TOP OF SLAB TS TOP OF STAIR TW TOP OF WALL TYP TYPICAL VIF VERIFY IN FIELD GENERAL SITE NOTES: 1. SEE SITE SURVEY FOR EXISTING CONDITIONS. 2. SEE CIVIL FOR VEHICULAR PAVEMENTS AND CURBS, VEHICULAR STRIPING, AND UTILITIES. 3. SEE ARCHITECTURAL FOR BUILDING LAYOUT. 4. ALL PLANTING AREAS SHALL BE WATERED WITH AN EFFICIENT FULLY AUTOMATIC IRRIGATION SYSTEM, INCLUDING CONTROLLER, POINT OF CONNECTION TO EXISTING WATER ASSEMBLY, BACKFLOW PREVENTION ASSEMBLY AND METER. 5. ALL PLANTING AREAS SHALL RECEIVE SOIL PREPARATION INCLUDING INSTALLATION OF 24" DEPTH 3-WAY TOPSOIL FOR SHRUB AREAS AND 36" DEPTH FOR TREES. 6. ALL PLANTING AREAS SHALL RECEIVE A MIN OF 2" OF ORGANIC MULCH. 7. SEE SCHEMATIC DESIGN NARRATIVE FOR DESCRIPTION OF SITE HARDSCAPE, PLANTING AND AMENITIES. 8. SEE L101 FOR SITE MATERIAL AND LAYOUT NOTES. 2t .5 0080 c0>Jc antic iW 109.06 FG 99.00 t.* /` / SOUND MENTAL HEALTH PROPERTY SHEET LIST TABLE SHEET NUMBER SHEET TITLE L001 SITE OVERVIEW PLAN L010 TREE PROTECTION PLAN L101 SITE MATERIALS AND LAYOUT PLAN L111 SITE MATERIALS AND LAYOUT ENLARGEMENT PLAN L201 SITE SECTIONS L211 SITE DETAILS L212 SITE DETAILS L213 SITE DETAILS L401 PLANTING PLAN L421 PLANTING DETAILS i30 UL3 C0'. 11, �99 2t ME/' 14:4-i i"I SEE L111 - SITE MATERIALS AND LAYOUT ENLARGEMENT PLAN 89 `1`1W 89'.0 1BW\86lT 11.4 (2.3) SW 86.2 (0.5') COWLITZ TRIBE PROPERTY SEE L010 - TREE PROTECTION PLAN, L101 - SITE MATERIALS AND LAYOUT PLAN, AND L401 - PLANTING PLAN 0 10' 20' 11111 1"= 20'-0" a 1 'N N 40' \t/ RECEIVED CITY OF TUKWILA JUN 04 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 651h Ave S Tukwila, WA 98188 Project No. 17012 S W I FTCO M PA NYLLc 3131 Western Ave., Suite M413, Seattle, WA 9812t TEL 206-652-2038'FAX 206.632-2048 www.swiftcompany.com info@swiftcompany.com ®2018 Swift Company LLC - These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 6/3/19 SITE OVERVIEW PLAN L001 RENCE ONLY N A + U ARCHITECTS + URBAN DESIGNERS Wednesday, May 29, 2019 10:08 AM File: BIM Server: WAU - BIM Server 19/17012 - TFS52/TFS52_Main T# 105 136.63 01 TREE PROTECTION PLAN T# 1OR N 0 z TREE TO B - ETAINED, TYP. CRZ OF TR LOCATION 0 PROTECTION ENCING, TYP. h 0 108.65 0' 06.40 TO BE R " +ED, TYP. / 112.85 V9 .109.4 .108.73 .106.5 2 .361p6.9 0x 99.49 472 98.15 0 0 00 T# 102R x 100.80 T# 103R x 103.22 x 102.4R T# 47R T# 23R TREE TO BE REMOVED, TYP. / \\ x 104.92 � 03.1b o ��ABM oanal - .s1 e�+ COQRDINATE REMOVAL OF TREES ON NEIGHBORING PROPERTY WITH LAND OWNER. REPLACE IN KIND PER NEGOTIATION. x 109.38 T# 34R 1012.93 L &/ / 89.23 / 8s 96 T# 27R 4 gyry 95.77 T# 101R NZ8' 9 S4 PROPERTY LINE, TYP. EASEMENT LINE, TYP. 0 10' 20' Ilil ( SCALE: 1'= 20' - 0" TREE PROTECTION NOTES: 1. TREE PROTECTION FENCING SHALL BE INSTALLED BEFORE THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES AND SHALL REMAIN IN PLACE THROUGHOUT CONSTRUCTION, PER SPEC SECTION 015639. 2. DASHED CIRCLES INDICATE APPROXIMATE CRITICAL ROOT ZONES (CRZ) FOR PRELIMINARY AREA OF PROTECTION FOR ROOT ZONE AND CANOPY. THE CRZ SHOWN ON THE PLANS IS EQUAL TO ONE FOOT RADIUS FOR EVERY ONE INCH TRUNK DIAMETER AT BREAST HEIGHT (DBH). 3. SEE SPEC SECTION 015639 FOR SPECIFIC REQUIREMENTS FOR WORK IN AND AROUND TREES TO REMAIN. 4. THE EXISTING TREE INVENTORY INFORMATION WAS COMPILED BY WASHINGTON FORESTRY CONSULTANTS, INC. IN A REPORT DATED JANUARY 30, 2019. 5. TREE IDENTIFICATION NUMBERS NOTED ON THIS PLAN CORRESPOND WITH EXISTING TREE INVENTORY SCHEDULE IN THE WASHINGTON FORESTRY CONSULTANTS REPORT. 6. A PHYSICAL BARRIER SHALL BE PLACED AT THE LIMITS OF THE CRITICAL ROOT ZONE WITH A SIGN THAT READS "TREE PROTECTION ZONE. THIS FENCE SHALL NOT BE REMOVED OR ENCROACHED UPON. NO SOIL DISTURBANCE, PARKING, STORAGE DUMPING OR BURNING OF MATERIALS IS ALLOWED WITHIN THE CRITICAL ROOT ZONE. THE VALUE OF THE TREE IS (INSERT $) DAMAGE TO THIS TREE DUE TO CONSTRUCTION ACTIVITY THAT RESULTS IN THE DEATH OR NECESSARY REMOVAL OF THE TREE IS SUBJECT TO THE VIOLATIONS CHAPTER OF THE TUKWILA MUNICIPAL CODE." 7. CITY OF TUKWILA DCD MUST CONDUCT A PRECONSTRUCTION INSPECTION TO FINALIZE TREE PROTECTION CONDITIONS AND APPROVE ALL TREE PROTECTION MEASURES PRIOR TO BEGINNING ANY EARTH MOVING. 8. ANY BRANCHES OUTSIDE THE CRITICAL ROOT ZONE THAT MIGHT BE DAMAGED SHALL BE PRUNED OR TIED BACK BY A QUALIFIED PROFESSIONAL PRIOR TO BEGINNING OF CONSTRUCTION. NO CONSTRUCTION PERSONNEL SHALL PRUNE AFFECTED LIMBS EXCEPT UNDER THE SUPERVISION OF QUALIFIED PROFESSIONAL. 9. POST CONSTRUCTION INSPECTION OF THE PROTECTED TREES SHALL BE DONE BY THE DCD AND PROJECT ARBORIST, AND IF DEEMED NECESSARY CORRECTIVE OR PREPARATIVE PRUNING WILL BE DONE BY A QUALIFIED TREE PROFESSIONAL. CRZ SIGNAGE ELEVATION /k PLAN 1"= 20'-0" DRIPLINE CRZ i 4mit r\/E'" 02 TREE PROTECTION FENCING CONTINUOUS CHAINLINK FENCING LOCATED AT CRZ OF EX TREE OR AS SHOWN ON PLAN 4" DEPTH WOOD CHIP MULCH OVER EXPOSED SOIL AREAS ABOVE GROUND PRECAST CONC FTGS FOR CHAINLINK FENCE EX GRADE EX UNDISTURBED SOIL ABOVE GROUND PRECAST CONC FOOTING, TYP. LOCKED GATE IN FENCING (ONE PER FENCED AREA) CHAINLINK FENCING, TYP NOTES: 1. SEE TREE PROTECTION NOTES, THIS SHEET. 92.2 N 40' \.J./ RECrIVED CITY OF T UKWILA JUN042019 PERMIT CENTER � /q-o/&a Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SW I FTCOM PANYLLc 3131 W extern Ave., Suite M423, Seattle, WA 98121 TEL 206-632-2038 •FAX 206-632.2048 wwwswiftcompany.com info5<swiftcompany.com 0 2018 Swift Company LLC - These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. PRELIMINARY Fo C T1 UCTIO JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 6/3/19 Sheet Title TREE PROTECTION PLAN Sheet L010 0 w`' 0 LL ARCHITECTS + URBAN DESIGNERS NSTEINA+U SCALE: NTS BLDG 0.00 BLDG C0R RESIDENTIAL PROPERTY BLDG COE RESIDENTIAL PROPERTY G i22.00 20.8 BW 110.6 (5.67 EG _ 1_13.2 T 113.70 RESIDEN ) PALI FG 11 84 OPERTY MOM RESIDENTIAL PROPERTY SEE L111 - SITE MATERIALS AND LAYOUT ENLARGEMENT PLAN TW 101.7 BW 95.3 (6.4.) TW 97.6 TW 99.9 BW91.4 BW 93.9 (62 -.- TW 95.7 BW 90.6 (5.1') 1W 94.3 BW 90.0 (4.3') is BW 112.1 TW ' 15.36 6W 112.86 REAR AP FG 125, 110,94 8W 10.97 FG 1f0.8 110.64 11111 =•se l minskti T IIIIiII�I 3&N111 6f I2.5'H 11,1,402 '� 111-85 1 , 110.96 1.0% ss ss 3..60% FIR: F G ER PRIGTW BW 3. BW 113 86 1W 1..0 BW 1 1.84 FC 101134 0:8)% -I A -AIM PLANTING AREA AT STAIRS, D CITY OF TUKWILA PROPERTY SITE MATERIAL AND LAYOUT NOTES: ;,,AEQ7.C/W LL STALL 1i0FPE / / ETB % 1 i 5s7 106.E1 EDGE CITY OF TUKWILA PROPERTY 1. SEE L001 FOR GENERAL SITE NOTES. 2. SEE SHEETS L211 - L213 FOR SITE DETAILS. 3. EXPANSION JOINTS SHALL BE LOCATED BETWEEN ALL HARDSCAPE AND ADJACENT MATERIALS INCLUDING, BUT NOT LIMITED TO WALLS, CURBS, SITE FURNISHINGS, AND BUILDINGS. 4. ALL SURFACES LEVEL AND PLUMB, UNLESS OTHERWISE NOTED. 5. SEE CIVIL FOR LAYOUT OF CURBS, CURB RAMPS, AND VEHICULAR PAVEMENTS. 6. ALL ANGLES TO BE 90°, UNLESS OTHERWISE NOTED. 7. DIMENSIONS TO CURBS ARE MEASURED TO THE BACK OF CURB, UNLESS OTHERWISE NOTED. 8. SEE ARCH FOR BUILDING GRID. 9. LAYOUT OF SITE PAVEMENT, STAIRS, WALLS, FURNISHINGS, AND LIGHT FIXTURES SHALL BE STAKED IN THE FIELD FOR REVIEW AND ACCEPTANCE BY OWNER'S REPRESENTATIVE PRIOR TO INSTALLATION. NOTIFY OWNER'S REPRESENTATIVE IMMEDIATELY OF ANY DISCREPANCIES BETWEEN LAYOUT ALIGNMENT OR DIMENSIONING AND FIELD CONDITIONS. 10. ALL SITE FURNISHINGS INCLUDING BENCHES, BICYCLE RACKS TO BE ADJUSTED AND APPROVED IN FIELD BY LANDSCAPE ARCHITECT PRIOR TO ATTACHMENT. / 41 6 0 00 irdrovammtadifrp-61001 1Si1,0 FG 99.00 4 L de::::3►anp . SOUND MENTAL HEALTH PROPERTY MATERIALS LEGEND: O CIP PEDESTRIAN CONC PAVING FINISH TYPE 1 - BROOM FINISH W/ SAW -CUT JOINTS, SEE 04/L211 04 EXPANSION JOINT, SEE 02/L201 O CONTROL JOINT, SEE 03/L201 10 SECURITY FENCE, SEE 09/L211 0 CURB RAMP, SEE CIVIL 0 CIP CONC WALL, SEE CIVIL C8 ASPHALT, SEE CIVIL 01 LANDSCAPE BLOCK WALL, SEE CIVIL 0 MONUMENT SIGN, SEE ARCH �1 LAGGING WALL WITH SHOTCRETE FINISH, SEE ARCH 1111747 / T' 191. 1 9-6±-ME- -- -199.Tt MEI 1 4% EX' COWLITZ TRIBE PROPERTY 0 10' 20' 111111111 1" = 20'•0" N 40' ED RECEIVED CITY OF TUKWILA JUN 04 2019 PERMIT C NTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SW I FTCOM PANYLLc 3131 Western Ave., Suite M423, Seattle, WA 98121 TEL 206.632.2038' FAX 206-632-2048 www.swiftcompany.com info@swiftcompany.com 02018 Swift Company LLC - These documents have been prepared specifically for the above named pmjecl. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect, JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 6/3/19 FERENcE ARCHITECTS + URBAN DESIGNERS Sheet Title SITE MATERIALS AND LAYOUT PLAN Sheet L101 - BIM Server 19/17012 - TFS5 BIM Server: W esday, May 29, 2019 10: FIREFIGHTER (PARKING REAR APRON ALTERNATE # 3: REAR APRON AS HEAVY-DUTY CONCRETE 2.9 2121.1 r:n.➢ mmmmm ,nnmrrmmTmT¢m➢Ttlmm➢mn; .TTTu TSf.CIDFPU➢NIRRT '.._-.ka.s t,< m''3 .. "'6. 'NNIMram '�9f"w bH �I —ss--- I,S(�� 8,-0" TYP, ITTIMILTT 7,111=nn¢➢mnam nuu1111.11D r➢TTTmrraniu Trr 211 1 ITISMTRITr T➢SEIMULI1TTSll11 11" 8'-0" T 4'-0" 8'-0" 4'-0" 4'-0" 8'-0" 4'-0" SS 2 -0" T P 4'-0" e0" SS SS FIRE pGHTER P RKING * A 1 O SOU,ND,ME HEALTH: Ill MATERIALS LEGEND: VlT O ®ooa000 CIP PEDESTRIAN CONC PAVING FINISH TYPE 1 - BROOM FINISH W/ SAW -CUT JOINTS, SEE 04/L211 CIP PEDESTRIAN CONC PAVING FINISH TYPE 2 - MEDIUM SAND BLAST W/ SAW -CUT JOINTS, SEE 04/L211 POROUS PAVEMENT, SEE 07/L211 EXPANSION JOINT, SEE 02/L201 CONTROL JOINT, SEE 03/L201 ROLLED CURB PAVEMENT TRANSITION, SEE 05/L211 AT -GRADE PAVEMENT TRANSITION, SEE 06/L211 CONC SEAT WALL WITH WOOD TOP, SEE 01/L213 CIP CONC BOLLARD SEAT, SEE 021L213 10 SECURITY FENCE, SEE 09/L211 11 GUARDRAIL, SEE 01/L212 12 HANDRAIL, SEE 02/L212 13 CIP CONC SITE STAIRS, SEE 03/L212 14 TRASH RECEPTACLE, SEE SPECS 15 BIKE RACK, SEE 081L211 16 PROPERTY LINE CONC PAVEMENT, SEE CIVIL CONC CURB, SEE CIVIL CURB RAMP, SEE CIVIL CIP CONC WALL, SEE CIVIL UTILITY VAULT, SEE CIVIL DRAIN, SEE CIVIL ROCKERY, SEE CIVIL ASPHALT, SEE CIVIL MODULAR WETLAND, SEE CIVIL LANDSCAPE BLOCK WALL, SEE CIVIL BUILDING EDGE, SEE ARCH REFUSE ENCLOSURE, SEE ARCH GENERATOR, SEE ARCH SECURE GATE, SEE ARCH DECK (OVERHEAD), SEE ARCH MONUMENT SIGN, SEE ARCH HYDRANT, SEE ARCH FLAG POLE, SEE ARCH CANOPY (OVERHEAD), SEE ARCH LAGGING WALL WITH SHOTCRETE FINISH, SEE ARCH 10' N 20' C112) RECEIVED CITY OF TUKWILA JUN 04 2019 PERMIT CENTER o/e Rev Date Issue Tukwila Fire Station 52 15447 65Ih Ave S Tukwila, WA 98188 Project No, 17012 SWI FTCOM PANYLLC 3i3a western Ave., Suite M4a3. Seattle, WA 98.0. TEL 206.632.2038-300 206-632-2048 www.swiftcompany.com info@swiftcompany.com 02018 Swift Company LLC - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect, PRELI, MINARY NO FOR - kCONS RUCTION JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 6/3/19 Sheet Title SITE MATERIALS AND LAYOUT ENLARGEMENT PLAN FOR E L N 5 T E I N + U ARCHITECTS+ URBAN DESIGNERS W Sheet Lill 3 02 SITE SECTION - WALL & SECURITY FENCE SCALE: 1" = 10' 01 SITE SECTION - FRONT OF BUILDING SCALE: 1" = 10' 03 SITE SECTION - BACK OF BUILDING SCALE: 1" = 10' MATERIALS LEGEND: 0 CONC SEAT WALL WITH WOOD TOP, SEE 01 /L213 O CIP CONC BOLLARD SEAT, SEE 02/L213 10 SECURITY FENCE, SEE 09/L211 11 GUARDRAIL, SEE 01 /L212 12 HANDRAIL, SEE 02/L212 13 CIP CONC SITE STAIRS, SEE 03/L212 16 PROPERTY LINE 0 CONC CURB, SEE CIVIL 0 CIP CONC WALL, SEE CIVIL 0 ASPHALT, SEE CIVIL (1 LANDSCAPE BLOCK WALL, SEE CIVIL Al BUILDING EDGE, SEE ARCH A8 FLAG POLE, SEE ARCH Ag CANOPY (OVERHEAD), SEE ARCH LAGGING WALL WITH SHOTCRETE FINISH, SEE ARCH (#b Tukwila Fire Station 52 15447 651h Ave S Tukwila, WA 98188 Project No. SWIFTCOMPANYLLc RECEIVED CITY OF I UKWIL.A JUN 04 2019 PERMIT CENTER 17012 3131Western Ave., 9eite M403, Seattle, WA 9810. TEL 206-632-2038 'FAX 206-632-2048 wwwswiftcompany.com info@swiftcompany.con 0 2018 Swift Company LLC - These documents haw been prepared specifically for the above named prujr They are not salable for use ontal and part10 pallor her projects or in other locations without theeAapp o Vibe Landscape WARY IC JURISDICTIONAL APPROVAL Issue Date Sheet Title SITE SI Sheet PHASE 1 nitWALL ELEVATION esday, May 29, 2019 10:08 AM File: BIM Server: WAU - BIM Server 19/17012 - TFS52f1FS52_Main I I-111-111=-111 01 EXPANSION JOINT CIP CONC PAVEMENT, SEE CIVIL SLOPE TO DRAIN PER CIVIL FINISH GRADE CONTROL JOINT NOTES: 1. SEE PLANS FOR EXTENT OF CONCRETE AND JOINT LOCATIONS 2. SEE CIVIL FOR SUBGRADE DETAILS 3. ALL PEDESTRIAN CONCRETE TO BE BROOM FINISH, SEE CIVIL FOR SPEC CIP PEDESTRIAN CONC PAVING SCALE: 1" =1.-0" EXPOSED AGGREGATE FINISH, SEE SPECS EXPANSION JOINT PEDESTRIAN CONC PAVEMENT NOTES: 1. SEE PLANS FOR EXTENT OF CONCRETE AND JOINT LOCATIONS SEE CIVIL FOR SUBGRADE DETAILS 3. ALL PEDESTRIAN CONCRETE TO BE BROOM FINISH, SEE CIVIL FOR SPEC 05 ROLLED CURB PAVEMENT TRANSITION SCALE: 1" = 1-0" PLAN 8'-3 3/4" TWINBAR FORTRE MESH SIZE: 2" x 8" FRONT ELEVATION 09 SECURITY FENCE SS PANEL, TYP SWEEP BUILDERS SAND OVER JOINT SEALER PRIOR TO DRYING 1/4" RADIUS, TYP. NO SHINERS 3/8" EXPANSION JOINT W/ PREMOLDED FILLER AND SELF -LEVELING JOINT SEALER, TYP AS SHOWN ON PLAN & AT ALL VERTICAL RESTRICTIONS, TYP, SEE SPECS 02 EXPANSION JOINT SCALE: 3" = 1-0" 1/4 OF SLAB MAX SAW CUT JOINT; EDGES OF JOINTS TO BE CLEAN 90 DEGREE ANGLES JOINT TO BE 1/4 OF OVERALL SLAB THICKNESS AND 1/4" WIDE, NO SHINERS, SMOOTH FINAL FINISH ACROSS GRID CONTROL JOINT 03 CONTROL JOINT EXPOSED AGGREGATE FINISH, SEE SPECS EXPANSION JOINT PEDESTRIAN CONC PAVEMENT NOTES: 1. SEE PLANS FOR EXTENT OF CONCRETE AND JOINT LOCATIONS 2. SEE CIVIL FOR SUBGRADE DETAILS 3. ALL PEDESTRIAN CONCRETE TO BE BROOM FINISH, SEE CIVIL FOR SPEC 06 AT -GRADE PAVEMENT TRANSITION SCALE: 1" = 1-0" NOTES: 1. ALL WIRE ELECTRO-FORGED AT ALL INTERSECTIONS. GALVANIZED AND POLYESTER POWDER COATED FINISH. 2. RETAINING BRACKETS ON INTERIOR OF FENCE, TYP. 3. SINGLE SWING GATE PER MANUFACTURERS SPECS, SEE PLANS FOR LOCATION (7) PLASTIC RETAINING BRACKETS PER POST, TYP, SEE NOTES SECTION A -A PRESS ON POST CAP TWINBAR FORTRESS PANEL TS 2" x 2" x 14 GALV STL FENCE POST, TYP SECURITY FENCE FOOTING, SAME AS ARCHITECTURAL SCREEN FOOTING , SEE ARCH DETAIL18/A0003 3/16" DIA 1/4" DIA SCALE: 3" =1.-0" VARIES, SEE PLANS VARIES, SEE PLANS 1/4" VVIDE x 1/4" DEEP SAW -CUT SCORE JOINT AS INDICATED, SEE ##/L8.01 , CIP CONC TYPE 1, . BROOM FINISH, SEE ° PLAN FOR LAYOUT ° AND ALIGNMENT EXPANSION JOINT - AS INDICATED, SEE 03/L8.01 TYPE 1 - PLAN VARIES, SEE PLANS VARIES, SEE PLANS TYPE 2- PLAN 04 CIP PEDESTRIAN CONC PAVING FINISH 1/4" VVIDE x 1/4" DEEP SAW -CUT SCORE JOINT AS INDICATED, SEE ##/L8.01 • CIP CONC TYPE 2, • MEDIUM SANDBLAST • FINISH, SEE PLAN FOR LAYOUT AND ALIGNMENT CIP CONC TYPE 1 EXPANSION JOINT AS INDICATED, SEE 03/L8.01 SCALE: 1/2" = 1-0" 6" DEPTH X 1/4" THK PLASTIC EDGE RESTRAINT, SEE SPECS POROUS PAVEMENT, SEE SPECS \/ / AV/ Ell N. 01 A W ftW TREE PLANTING TREE PLANTING AREAS ADJACENT AREAS ADJACENT TO PLANTING BEDS TO PAVEMENT 07 POROUS PAVEMENT CONC PAVEMENT AGGREGATE BASE, MIN 2" AT EXSITING TREE PLANTING AREAS, 4" AT ON -GRADE PLAZAS PLANTING SOIL SCALE: 1" = 1-0" FINAL ASSEMBLY ISOMETRIC TWINBAR FORTRESS PANEL ISOMETRIC SCALE: 1/2" = 1-0" 2'-4" NO SCRATCH MATERIAL TOFINO NO -SCRATCH / BIKE RACK, SEE SPEC SECTION - SIDE VIEW I., • -. ••1,- \,\\ :ll". SECTION - FRONT VIEW 00 ° PLAN 08 BIKE RACK o 0) CONC PAVEMENT IMBED MOUNT PER MANUFACTURER AXONOMETRIC VIEW SCALE: 1" =1.-0" RECEIVED CITY OF TUKWILA JUN 04 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SWIFTCOMPANYac 3131 western Ave., Suite M423, Seattle, WA 98121 TEL 206-632.2038 FAX 206-632-2048 www.swiftcom pa ny.com I nfo@swiftcompa ny.com 0 2018 Swift Company LLC These documents have been prepared specifically for the above named project. They are not suitable for use on other pThjects or in other locations without the approval and participation of the Landscape Architect. JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 6/3/19 SITE DETAILS L211 N A+U ARCHITECTS + URBAN DESIGNERS LU Wednesday, May 29, 2019 10:08 AM File: BIM Server: WAU - BIM Server 19/17012 - 7FS52/TFS52Main 9 -Co rs, A 44 B 4'-0" O.C. TYP. 3 1/2", MAX // 4. 11 Z \ I , 4 .,.... CV 4 4t AB SECTION ELEVATION 4'-0" O.C. TYP. ‘9o. ' SECTION ELEVATION E-E 01 GUARDRAIL 3 1/2", MAX 4 1/4" TYP 3/4" THK X 4" W ST STL FLAT BAR TOP RAIL, WELD TO VERTICAL STIFFENER, GRIND ALL WELDS SMOOTH, PAINTED FINISH, TYP 1/2" THK X 3" W ST STL FLAT BAR VERTICAL FACE, (2) PER POST, PAINTED FINISH, TYP 1/4" THK X 3 1/2" W ST STL FLAT BAR VERTICAL STIFFENER, PAINTED FINISH, TYP. 3/8" THK X 2" W ST STL GUARDRAIL PANEL, BEYOND 3/8" THK X 1 1/2" W ST STL GUARDRAIL PICKET, PAINTED FINISH, TYP 3/8" THK X 2" W ST STL GUARDRAIL PANEL, PAINTED FINISH, TYP MOUNTING PLATE 1/8" THK RUBBER SHIM, TYP THREADED ROD ATTACH GUARDRAIL PANEL TO STL POST W/ (3) 7/8" SCREWS GUARDRAIL PANEL SECTION A -A, STL POST 3/4" THK X 4" W ST STL FLAT BAR TOP RAIL WELD TO VERTICAL STIFFENER, GRIND ALL WELDS SMOOTH, PAINTED FINISH, TYP \\IP' 1/2" THK X 3" W ST STL FLAT BAR VERTICAL FACE, (2) PER POST, PAINTED FINISH, TYP 1 1/2" DIA ST STL HANDRAIL WELD TO BRACKET, PAINTED FINISH, TYP 1/2" THK, 2" WIDE ST STL BRACKET WELD TO STIFFENER, PAINTED FINISH, TYP 1/4" THK X 3 1/2" W ST STL FLAT BAR VERTICAL STIFFENER, PAINTED FINISH, TYP. 3/8" THK X 2" W ST STL GUARDRAIL PANEL, BEYOND 3/8" THKX 1-1/2" W ST STL GUARDRAIL PICKET, PAINTED FINISH, TYP 3/8" THK X 2" W ST STL GUARDRAIL PANEL, PAINTED FINISH, TYP MOUNTING PLATE 3 /2" 0,4 1/8" THK RUBBER SHIM, TYP THREADED ROD z 4? 1'-0" SECTION B-B, GUARDRAIL PANEL 4 SECTION F-F, STL POST 1 z 4? r F NOTES: 1. SEE PLANS L101 - L111 FOR GUARDRAIL DIMENSIONS AND POST LAYOUT. 2. FIELD VERIFY ALL LENGTHS PRIOR TO FABRICATION 3. ALL STEEL PLATE CONNECTIONS SHALL BE WELDED WITH CONTINUOUS AND GROUND SMOOTH. 3/4" THK X 4" W STL FLAT BAR TOP RAIL (ABOVE) 1/4" THKX 3 1/2" W GALV STL FLAT BAR VERTICAL STIFFENER, TYP. POST MOUNTING PLATE, BELOW 1/8" THK GASKET GUARDRAIL PANEL, MECHANICALLY FASTEN TO POST WITH TAMPER RESISTANT SCREW, FLUSH MOUNT GUARDRAIL PANEL BELOW GUARDRAIL GUARDRAIL PICKET SECTION -POST, LIGHT & PANEL ATTACHEMENT DETAIL C-C: SCALE: 3" = 1'-0" j SECTION ELEVATION G-G SLT FLAT BAR GUARDRAIL PANEL 1 1/2" GUARDRAIL TOP ENLARGEMENT SCALE: 3"=1'-0" 1/4" 1/4" 3/4" THK X 4" W ST STL FLAT BAR TOP RAIL WELD TO VERTICAL STIFFENER, GRIND ALL WELDS SMOOTH, PAINTED FINISH, TYP 1/2" THK X 3" W ST STL FLAT BAR VERTICAL FACE, (2) PER POST, PAINTED FINISH, TYP 1/4" THK X 3 1/2" W ST STL FLAT BAR VERTICAL STIFFENER, PAINTED FINISH, TYP. 1 1/2" DIA ST STL HANDRAIL WELD TO BRACKET, PAINTED FINISH, TYP 3/8" THK X 2" W ST STL GUARDRAIL PANEL, PAINTED FINISH, TYP 3/8" THK X 1-1/2" W ST STL GUARDRAIL PICKET, PAINTED FINISH, TYP MOUNTING PLATE THREADED ROD CIP CONC CHEEK WALL CIP CONC SITE STAIRS MOUNT FLUSH WITH STL POST 1/2" R, TYP 1/2" THK X 3" W GALV STL FLAT BAR VERTICAL FACE, (2) PER POST 1/4" THK X 3 1/2" W GALV STL FLAT BAR VERTICAL STIFFENER, TYP. 5-1/2" X 5-1/2" X 1/2" THK MILL -FINISH STEEL MOUNTING PLATE; WELD THREADED RODS W/1/2" MIN CLR FROM SIDES OF PLATE (4) 1/2" DIA X 6 L" THREADED ROD (BELO1N) SET INTO CONC PAVING OR FOOTING; EPDXY INTO PLACE PLAN -MOUNTING DETAIL D-D: SCALE: 3" = 1'-0" 1 3/411 3/4" SCALE: 1" = 1'-0" VARIES, SEE PLAN 4'-0" MAX 2'-0" TYP /- 2" 0 HOLE FOR EPDXY SET HANDRAIL. NON SHRINK GROUT TO MATCH CIP CONCRETE, FINISH FLUSH W/ ADJACENT STEPS EQ 6" 6" MIN / 1'-6' TYP NOTES: 1. FIELD VERIFY STAIR AND HANDRAIL LENGTHS PRIOR TO FABRICATION. 02 HANDRAIL EQ 1" THKX 1 1/2" W ST STL INTERMEDIATE POST, PAINTED FINISH, TYP 6" MIN MITER AND WELD CORNERS, EASE EDGES, GRIND ALL WELDS SMOOTH, TYP 1 1/2" DIA. ST STL TUBE HANDRAIL, GRIND ALL WELDS SMOOTH, PAINTED FINISH, TYP 03 CIP CONC SITE STAIRS SEE MATERIALS PLAN FOR /-- ADJACENT SURFACES, TYP SCALE: 1" = 1-0" STAIR NOSING NOTES: 1. HELD VERIFY STAIR AND HANDRAIL LENGTHS PRIOR TO FABRICATION 9 1/2" SECTION 03 CIP CONC SITE STAIRS CIP CONC STAIRS, SMOOTH RISERS, LIGHT SANDBLAST 1 EXPANSION JOINT, A - BOTTOM OF CIP CON, DIA x 8" L SSTL DOWE CIP PEDESTRIAN COt COMPACT BASE COURSE COMPACT SUBGRADE SCALE: 1/2" = 1'-0" 1/4" TYP 1/4" TYP 2" 1" ° '5/8"°TYPi., 04 (3) TROWELED INDICATOR GROOVES, LENGTH OF TREAD, HOLD BACK 6" FROM TREAD ENDS, TYP RADIUS = 3/8" 1" TREAD END STAIR TREAD STAIR NOSING (3) TROWELED IN GROOVE, TYP STAIR NOSE SCALE: 3" = 1-0" RECEIVED CITY OF TUKWILA JUN 04 2019 PERMIT CENTER tel Rev Date Issue Tukwila Fire Station 52 15447 65th Ave 5 Tukwila, WA 981E38 Project No. 17012 SW1FTCOMPANYLLc 3131 WeSterlt Ave., Suite M423, Sedttle, WA 98121 TEL 206-632-2038 FAX 206-632-2048 www.swiftcompany.com info@swiftcompany.com 2018 Swift Company LLC - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. PRELIMINARY OT FOR UCTIO JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 6/3/19 SITE DETAILS L212 ARCHITECTS + URBAN DESIGNERS WEINSTEINA+U jc co - BIM Server 19/17012 - TF dnesday, May 29,2019 10:08 AM File: BIM Se CUSTOM WOOD SEAT ASSEMBLY EXPANSION JOINT, TYP CIP PEDESTRIAN CONC PAVING 01 CONC SEAT WALL WITH WOOD TOP CIP CONC WALL, SMOOTH FINISH, EASE ALL EDGES AND CORNERS (1/4" RADIUS) LOCATE LED DRIVER BOX IN BLOCKOUT AND CONNECT TO CONDUIT, SEE ELECT FINISH GRADE VARIES, SEE PLANS #4 BAR @ 12" QC #4 BAR @ 12" OC PLANTING SOIL COMPACTED AGGREGATE COMPACTED SUBGRADE CIP PEDESTRIAN CONC PAVING LENGTH / NUMBER OF UNITS VARIES, SEE PLANS IM111111 MUM LENGTH VARIES, SEE PLANS CUSTOM WOOD SEAT ASSEMBLY CIP CONC WALL, SMO( FINISH, EASE ALL EDG AND CORNERS (1/4" RI EXPANSION OINT, TYP COMPACTED AGGREG COMPACTED SUBGRA SCALE: 1" = 1-0" EXPANSION JOINT, TYP CIP PEDESTRIAN CONC PAVING 02 CIP CONC BOLLARD SEAT CIP CONC WALL, SMOOTH FINISH, EASE ALL EDGES AND CORNERS (1/4" RADIUS) #4 BAR @ 12" OC #4 BAR @ 12" OC FINISH GRADE VARIES, SEE PLANS PLANTING SOIL COMPACTED AGGREGATE COMPACTED SUBGRADE CIP CONC WALL, SMOOTH FINISH, EASE ALL EDGES AND CORNERS (1/4" RADIUS) EXPANSION JOINT, TYP CIP PEDESTRIAN CONC PAVING COMPACTED AGGREGATE COMPACTED SUBGRADE SCALE: 1" = 1-0" LED STRIP LIGHT W/ MOUNTING BRACKET, SEE ELECT WOOD SEAT ASSEMBLY, 2 x 4 THERMALLY MODIFIED TIMBER, MECHANICALLY FASTENED TO SS FRAME, TYP CUSTOM SS ANGLE FRAME THREADED TAMPER -PROOF SCREW -IN BOLT, TYP NOTCH TOP AND BOTTOM STEEL ANGLE TO PROVIDE PASS - THROUGH FOR LIGHTING CABLES CIP CONC WALL LED STRIP LIGHT W/ MOUNTING BRACKET, SEE ELECT CUSTOM SS ANGLE FRAME 1" x 3" SS ANGLE FRAME .3" 03 CUSTOM WOOD SEAT ASSEMBLY 1'-4 3/8", TYP 1 1/2" TYP I , 4 " SECTION C-C 1/4" TYP LENGTH VARIES, SEE PLANS 1 ELEVATION A -A WOOD SEAT ASSEMBLY, 2 x 4 THERMALLY MODIFIED TIMBER, MECHANICALLY FASTENED TO SS FRAME, TYP 1" X 2" STEEL ANGLE THREADED TAMPER -PROOF SCREW -IN BOLT, TYP 1/4" DIA x 3" LONG ANCHOR BOLT, TYP CIP CONC WALL ADJACENT CONDITION BOARD, WITH CHANNEL, TYP, WHEN ADJACENT TO ADDITIONAL PANELS ATTACH LED STRIP LIGHT WITH MOUNTING BRACKET PER MANUF SPECS CUSTOM SS ANGLE FRAME LED STRIP LIGHT, SEE ELECT NOTCH TOP AND BOTTOM STEEL ANGLE TO PROVIDE PASS - THROUGH FOR LIGHTING CABLES 1/4", TYP 3'-0 1/2" 7 1'-4" 1'-4" EQ, TYP EQ, 1/4" TYP 1 1/2" TYP TYP 1 c --.... '1, 4, 7'\T\V4i'iVV'i.P.iO4\. ii JR il 1( ii A It ll 11 J 11 ) l kJ( 11 1( ii 1( 11 il re 1( ir A 11 Jl H A II 1( (I A ii A ii 1( II A 11 ki-h 43'4" ji 4 „ 4 llt 1/2% TYP LENGTH VARIES, SEE PLANS SECTION B-B 314'.1 -- END CONDITION BOARD, NO / CHANNEL, TYP, BOTH ENDS OF r EACH WOOD SEAT ASSEMBLY SCALE: 3" = 1-0" nEcEivEn CITY OF TUKWILA JUN 0 4 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SWI FTCOIVI FANYac 3131 Western Ave., suite M423, Seattle, WA 38121 TEL 206-632-2038 • FAX 306-632-2048 wavw.swiftcompany.com Infogpswiftoompany.com C2018 Swift Company LLC - These documents have been prepared sperafically for the above named project They are not suitable for use on other projects or in other locallons without the approval and parlicapation of the Landscape Architect PR I 'NARY JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 6/3/19 SITE DETAILS L213 poi 0 N A + U ARCH ITECTS + URBAN DESIGNERS 1— \v/ 8 AM File: BIM Server: WAU - BIM Server 19/17012 - TFS52JTFS52 Main 0) 0 0) ra 0t 1 CED DE 1 SEQ SE 3 PIN CH2 1 SEQ SE 1 ACE GRI 3 BET DUR 1 SEQ SE 1 ACE GRI 3 PIN SYL 3 ACE B05 2 CED DE 5 CHA GR 55 TAX DEN 01-73 Ta=o*o*oToTo*ofoTo-oToTo,oto*ono*o*o*oTo*oTo*o+oToTotoTo�o�o i� � - oTa-o*ofo=oToToToTo.ofofaororoToro-oforo�o*oro*oTo�or`o=o�ororo*oTo'o�oTo�o*o*oToToToi 0000000a000000000000000�►00000 00�00o®000m0000oop�a0000000a00000007►0000.,001 QO Opg00.0,0 0pp000o®0,000 0,0 p0o0 it OOOO fAOpopd60 0a0oo,0181,pOO.O,O1�COapo00,0>tO144% pl j[ aK 9r A ti y i6 PP !"F ti. Df1 N�719�`i �f�i `i t t 4 E3&i'QE. :9Ea a i i 3;�;3 Et�»•�i�tE+�E+n�?�� + ti f E+E�E+e+� �+ F3 � �E3w, ! � E+E. M:E+l..t+ _��a�`�f!£?cr,a }oirar�c��?c ��t�►oc��oioaaw?a��QE'+Eacs�9�.'�+rrc�cti`�??°'"+.�+�3y�t3�?:t?�c�E�cr::3��:f3.�?:`0'?(3:�F':3 4 PIN CH2 1 ACE RIUB II � I � 5 QUE RUB 7 PIN SYL 13 CHA GRA 95 LON PIL 1 IMET GLY 3IPIN CH2 3I BET DUR 2 STE PSE 000 —i u 20 � ®� dI!I! ®nl PIL iil1111 IIII!#IP 92 AU HAr o++++ �i' 4 ' CE :05 7 LON �'�+++++* 4 .�� .A6 6e HA 1 CED i t �* r� .�\1��oo p �`v -. RA �� OO*Woo*.4ik0 realro0tivrste- o,moOi000cro'O'oogoOO000lk m000tkow000-000tomoocooc• �',,on��0000 �`, po o amp 00000, oo' ttrit, //1 l/Illt°AI#.II2 �0SIA�tkplid �1�°ca° ° %.- /\/4/, 0. PLANT SCHEDULE TREES CODE QTY ACE GRI 2 ACE RUB 3 ACE 605 10 ACE KAR 27 AME GRA 14 BET DUR 6 CED DEO 6 CHA GRA 30 LIR TUL 2 MET GLY 1 PIN CH2 17 PIN SYL 21 QUE RUB 7 SEQ SEM 3 STE PSE 4 BOTANICAL NAME Acer griseum Acer rubrum Acer rubrum 'Bowhall' Acer rubrum 'Karpick' Amelanchier x grandiflora 'Autumn Brilliance' Betula nigra 'Duraheat' Cedrus deodara Chamaecyparis obtusa 'Gracilis' Liriodendron tulipifera Metasequoia glyptostroboides Pinus cembra 'Chalet' Pinus sylvestris Quercus rubra Sequoia sempervirens Stewartia pseudocamellia COMMON NAME CONT Paperbark Maple B & B, 3" Cal. Red Maple B & B, 3" Cal. Bowhall Maple Karpick Red Maple 'Autumn Brilliance' Serviceberry Duraheat River Birch B&B,3"Cal. B&B,3"Cal. B & B, 3" Cal. B&B,3"Cal. Deodar Cedar B & B, 12' HT MIN Sender Hinoki Cypress B & B, 6' HT MIN Tulip Tree B & B, 3" Cal. Dawn Redwood B & B, 3" Cal. Chalet Swiss Stone Pine B & B, 6' HT MIN Scotch Pine B & B, 12' HT MIN Red Oak B & B, 3" Cal. Coast Redwood B & B, 12' HT MIN Japanese Stewartia B & B, 3" Cal. SHRUBS 6 0 O OO VINES .799-4 �O'OTcati O'OTOTOeoTUTOTOTOTOTCTG'O*GTOTOTOnooti O* lioa OrUTotO'oTOTOT' T TOTOTOTorGTCTGTOTOTOTOrail70TO ov a OTG*O'oTOTGTGTOTcatic oroTUTOYOTCTOTOTOToTOTUT idol of oyOTCTOTOTOTOToTO o 00 � ®i >oe.00pa0000000p000.�oopaood.p000d000e000m00000p00000000000o aopp0000000�00ppO00pO00800000 o004Lbetc; 0000000 0000000 0000000 0000000 oa00000 0000000000000poo Op00000000000000000000000000000_��.. r - r ) t- r r o. . 00 . O O )OCCT000 )OOC'0000 O000000>OOE'C000 >0000000 )OOOOCCOOGOOOGOGO000000 00 OOOObOOOGO00�r tT r r a r r r. OOOL OOO �OOOL OOO /000�T000 i000L 000 i00 O OOGOOOCCOOGOGOOOOOOOOCO0000000 n �n n+ Tn TnT� O10T70 � ATO O� T)>�70TOtOTO 0 OTY� 0 ��O oozoozoo- - ._ ��- � \ ---V3A\ 1f77T7.1111 *� E GRA' OOIN PIL �� 25 LON • - i\\\ \ CODE QTY COR KEL 76 GAU SHA 811 LON PIL 825 ROS OFF 23 TAX DEN 359 WOO POL 126 CODE QTY PAR HEN PAR QUI GROUND COVERS QTY 27,464 sf 2,558 329 sf 1,847 \P 20 12 BOTANICAL NAME Eco Lawn Fragaria chiloensis Sedum x 'Color Max Mix' Vinca minor LtRT \ /\ 4-PIN-CH2 1 CED.DEO j I P II CHA GRA `4 BOTANICAL NAME Cornus stolonifera 'Kelseyi Gaultheria shallon Lonicera pileata Rosmarinus officinalis Taxus x media 'Densiformis' Woodsia polystichoides BOTANICAL NAME Parthenocissus henryana Parthenocissus quinquefolia COMMON NAME Beach Strawberry Sedum Color Max Common Periwinkle P` (-0\ 3 PINk12 6 ACE KARN 3/PIN SYL /3 CHAGRA �3�9CE-B0.5 — -- �2 I PNSY y�1�C D DEP 1\QU> RUB 4o I COMMON NAME Kelsey Dogwood Salal Privet Honeysuckle Rosemary Dense Yew Holly Fem Woodsia COMMON NAME Silvervein Creeper Virgina Creeper CONT seed 4" POT VEGETATED MAT 4" POT J li r \ Jr llfl CONT #3 CONT #3 CONT #2 CONT #3 CONT #3 CONT #2 CONT CONT #3 CONT #3 CONT SPACING 12" o.c. \\ I i I .444 PLANTING NOTES: \ P o' P \V \ \.A-c / \ \' ---\ P4,_ � A \- "\\ N 0 10' 20' 40'(i) �i�lll�lll I 1' = 20, 0" 1. PLANT MATERIALS AND INSTALLATION SHALL BE IN ACCORDANCE WITH CITY OF TUKWILA STANDARD SPECIFICATIONS. 2. ALL PLANTED AREAS TO RECEIVE SOIL PREPARATION INCLUDING IMPORTED TOPSOIL AND ORGANIC AMENDMENT TO A DEPTH OF 36" FOR TREE AND SHRUB PLANTING AND 18" FOR GROUNDCOVER PLANTING. MULCH IN ALL PLANT BEDS TO BE A MINIMUM DEPTH OF 2" 3. PLANTS SHALL BE NURSERY GROWN, WELL -ROOTED, OF NORMAL GROWTH AND HABIT, AND FREE FROM DISEASE OR INFESTATION. TREES SHALL HAVE UNIFORM BRANCHING, SINGLE STRAIGHT TRUNKS, (UNLESS SPECIFIED AS MULTI -STEMMED), AND THE CENTRAL LEADER INTACT AND UNDAMAGED. CONTAINER STOCK SHALL BE FULLY ROOTED BUT NOT ROOT -BOUND. PLANT MATERIAL WITH DAMAGED ROOT ZONES OR BROKEN ROOT BALLS WILL NOT BE ACCEPTED. CONIFEROUS TREES SHALL BE NURSERY GROWN, FULL AND BUSHY, WITH UNIFORM BRANCHING AND A NATURAL NON -SHEARED FORM. ORIGINAL CENTRAL LEADER MUST BE HEALTHY AND UNDAMAGED. MAXIMUM GAP BETWEEN BRANCHING SHALL NOT EXCEED 9 INCHES, AND LENGTH OF TOP LEADER SHALL NOT EXCEED 12 INCHES. 4. CONTRACTOR SHALL BE RESPONSIBLE FOR CONFIRMING LOCATION OF ALL UTILITIES. 5. CONTRACTOR SHALL REMOVE ALL INVASIVE VEGETATION IN AREAS OF NEW CONSTRUCTION. 6. CONTRACTOR SHALL INSTALL A 3'-0" 0 MULCH RING FOR ALL TREES PLANTED IN GRASS AREAS. MULCH RING SHALL BE CENTERED ON TREE TRUNK OR AS SHOWN ON PLANS. IN AREAS WHERE LAWN STRIP IS TOO NARROW TO ACCOMMODATE A 3'-0" 0 RING, MULCH SHALL BE INSTALLED IN A 3' LONG RECTANGLE SPANNING THE WIDTH OF THE PLANTING STRIP, CENTERED ON TREE TRUNK, AS SHOWN ON PLANS. 7. GROUNDCOVER SPECIES MIX TO BE DEVELOPED FURTHER IN CONSTRUCTION DOCUMENTATION PHASE. IRRIGATION NOTES: 1. ALL NEW PLANTING AREAS SHALL BE WATERED WITH A FULLY 12" o.c. AUTOMATIC, UNDERGROUND IRRIGATION SYSTEM. 2. IRRIGATION MATERIALS AND INSTALLATION SHALL BE IN ACCORDANCE WITH CITY OF TUKWILA STANDARD SPECIFICATIONS. 3. SEE CIVIL FOR WATER SUPPLY. 4. THE IRRIGATION SYSTEM SHALL BE DESIGNED USING THE MINIMUM OPERATING PRESSURE AND MAXIMUM FLOW DEMAND OF EACH ZONE. 5. IRRIGATION SYSTEM SHALL USE HIGH -EFFICIENCY SPRAY HEADS AND PLANT BASE DRIP EMITTERS TO MAXIMIZE WATER CONSERVATION. 6. IRRIGATION PIPES SHALL BE INSTALLED IN SLEEVES WHEN PASSING UNDER PAVEMENTS OR THROUGH WALLS. 7. PER TMC 18.52.070-B, IRRIGATION MUST BE DESIGNED TO CONSERVE WATER BY USING THE BEST PRACTICAL MANAGEMENT TECHNIQUES AVAILABLE INCLUDING MOISTURE SENSORS OR BMP'S FOR DAILY TIMING OF IRRIGATION TOPTIMIZE WATER INFILTRATION (a ND CONSERVATION. Rev Dale Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SW I FTCO M PANYLLc 3131 Western Ave.. Suite M423, Seattle, WA 98121 TEL 206.632-1038• FAX 206-632.2048 www.swiftcompany.com info@swiftcompany.cam 02018 Swift Company LLC - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Archhect. 1 NAFY RECEIVED ITY OF TUKWILA JUN 04 2019 PERMIT CENTER JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PHASE 1 PERMIT 6/3/19 PLANTING PLAN L401 STAKE TREE WITH (2) TREATED 2" DIA. WOOD TREE STAKES; STAKE LOCATIONS SHALL NOT INTERFERE WITH PERMANENT BRANCHES LOOP EACH TREE TIE AROUND STAKE AND TREE LOOSELY TO PROVIDE 1" SLACK FOR TRUNK GROWTH; PLACE TIES AT 2/3 HEIGHT OF MAIN TRUNK; NEVER PLACE TIES DIRECTLY BELOW FIRST SET OF BRANCHES TREE TIE MATERIAL, REFER TO SPECIFICATIONS 2" MULCH DEPTH; TAPER AT TRUNK NO MORE THAN 1" DEPTH ON TOP OF ROOTBALL FINISHED GRADE LOOSENED SOIL. DIG TREE PIT WITH SLOPED SIDES; DIG AND TURN THE SOIL TO REDUCE COMPACTION TO THE AREA AND DEPTH SHOWN PRIOR TO MULCHING, LIGHTLY TAMP SOIL AROUND THE ROOT BALL IN 6" LIFTS TO BRACE TREE. DO NOT OVER COMPACT. WHEN THE PLANTING HOLE HAS BEEN BACKFILLED, POUR WATER AROUND THE ROOT BALL TO SETTLE THE SOIL UNDISTURBED SUBGRADE OR COMPACTED FILL; REST BOTTOM OF ROOTBALL ON EXISTING OR RECOMPACTED SOIL 01 TREE PLANTING PLAN 1E111_ 1=111— — 111E— 1=11- 1=111E111E1 _ 111=-111=111 ill=111=-111-11' 3 x DIA OF ROOTBALL OR 5'-0", WHICHEVER IS GREATER SECTION TREE CANOPY TREE ROOTS TREE TRUNK TREE TIE MATERIAL, REFER TO SPECIFICATIONS TREATED 2" DIA. WOOD TREE STAKES (8.-0" LENGTH) PREVAILING WIND NOTES: 1. TREES SHALL BE OF QUALITY PRESCRIBED IN DETAILS AND SPECIFICATIONS. 2. TREE PIT DEPTH = ROOTBALL DEPTH (MEASURE BEFORE DIGGING TO AVOID OVEREXCAVATION) 3. STAKE TREES ONLY UNDER CONDITIONS NOTED IN SPECIFICATIONS. INSTALLATION INCLUDES REMOVAL OF STAKES ONE YEAR AFTER INSTALLATION, OR DURATION AS REQUIRED TO ACHIEVE TREE STABILITY. ROOT FLARE REMOVE EXCESS SOIL TO EXPOSE ROOT FLARE; SET TOP OF ROOT CROWN 2" ABOVE ADJACENT FINISH GRADE CONSTRUCT 4" HIGH X 8" WIDE SOIL BERM AROUND ROOT BALL AT SOIL SURFACE AS WATERING RING. BERM SHALL BEGIN AT ROOT BALL PERIPHERY REMOVE ALL BURLAP FROM ROOTBALL; REMOVE ALL WIRE AND STRING DRIVE STAKES 2" FROM ROOTBALL EDGE, 6" TO 1'-0" INTO UNDISTURBED SOIL BELOW ROOTBALL SCALE: 1/2" = 1'-0" NOTES 1. REMOVE STAKES AT END OF WARRANTY PERIOD. 2. TREE PIT DEPTH = ROOTBALL DEPTH (MEASURE BEFORE DIGGING TO AVOID OVEREXCAVATION). 3. MIN, BRANCH CLEARANCE ABOVE ADJACENT PAVEMENT TO BE 7'-0" TYP. 4. STAKING REQUIRED FOR 5'-0' HT AND TALLER TREES ONLY. 5. CONDUCT TREE PIT DRAINAGE TEST ON PRESENCE OF INSPECTOR PRIOR TO PLANTING. 2/3 TREE HEIGHT 05 EVERGREEN TREE PLANTING 5" 'CHAINLINK' PLASTIC TREE TIES. LOOP EACH TIE AROUND HALF TREE LOOSELY TO PROVIDE MIN 2 SPARE LINKS FOR TREE GROWTH TOP OF ROOT CROWN AT SOIL FINISHED GRADE REMOVE BURLAP FROM ROOTBALL; REMOVE ALL WIRE AND STRING. PLANTING BACKFILL FOR ENTIRE TREE PIT AREA X ROOTBALL DEPTH. THOROUGHLY WATER SETTLE. MOUND SOIL TO FORM 4" HT. WATERING BASIN AROUND TREE. 2" DEPTH MULCH (NO MULCH WITHIN 6" OF TRUNK) PREPARED PLANTING SOIL STAKE 'CHAINLOCK' GUY SUFFICIENTLY TO WITHSTAND WIND VELOCITIES UNDISTURBED NATIVE SOIL OR COMPACTED FILL SCALE: 1/2" =1.-0" 111111/1111111111111 11111111111 6" MIN < \// >‘. \<•\'‘.‘, till 1'71 di katiorm,okip-. 3 x DIA OF ROOTBALL REMOVE EXCESS SOIL TO DEPTH OF ROOT FLARE AND SET TOP OF ROOT FLARE AT SOIL FINISH GRADE TAPER MULCH TO ZERO DEPTH 3" FROM ROOT FLARE 2" DEPTH MULCH FINISH GRADE ROUGHEN EDGES TOPSOIL COMPACTED TOPSOIL TO 95% TRANSITION LAYER NATIVE SOIL OR FILL SOIL NOTES: 1. PROVIDE PEDESTAL TO SUPPORT WEIGHT OF SHRUB IF PLANT IS BALLED AND BURLAPPED OR GREATER THAN 5 GALLON CONTAINER SIZE. 2. ENSURE SHRUB ROOT FLARE DOES NOT SETTLE BELOW TOP OF SOIL. 02 SHRUB PLANTING SCALE: 1" = 1.0" PREPARED PLANTING SOIL INCORPORATE IN LIFTS PER SPECS FOR A BLENDED SOIL HORIZON WITH PREPARED SUBGRADE PREPARED SUBGRADE, SCARIFY TO SPECIFIED DEPTHS SUBGRADE NOTES: 1 SEE SOIL VPREPARATION MATRIX k.. . W4 FOR MATERIAL DEPTHS. ,s,k. 4*40,4,2 SEE SPECS FOR SOIL ! .,<', <, "/.),/ PREPARATION. TYPICAL SOIL INCORPORATION SOIL PREPARATION MATRIX MINIMUM DEPTHS OF PLANTING SOIL UNLESS NOTED OTHERWISE ITEM DEPTH ON GRADE DEPTH ON FILL MULCH 2" 2" PREPARED PLANTING SOIL FOR LAWN 12" 12" FOR GROUNDCOVERS 18" 18" FOR SHRUBS 18" 36" FOR TREES 24" 36" PREPARED SUBGRADE 12" 12" 06 SOIL PREPARATION MULCH PREPARED PLANTING SOIL PREPARED SUBGRADE SUBGRADE NOTES: 1. SEE SOIL PREPARATION MATRIX FOR MATERIAL DEPTHS. 2. SEE SPECS FOR SOIL PREPARATION. TYPICAL PLANTING BED ttIiJt LAWN LAWN, TYP. PREPARED PLANTING SOIL, TYP. PREPARED SUBGRADE, TYP. SUBGRADE, TYP. NOTES: • SEE SOIL PREPARATION MATRIX FOR MATERIAL DEPTHS. • SEE SPECS FOR SOIL PREPARATION. III 03 GROUND COVER PLANTING PROVIDE 1" MIN MULCH UNDERNEATH ALL STEMS AND RUNNERS 2" MULCH THROUGHOUT PLANTING BED AND TAPERED TO NECK OF GROUNDCOVER PLANT FINISH GRADE HAND LOOSEN ROOT BALL TOPSOIL TRANSITION LAYER NATIVE SOIL, OR FILL SOIL SCALE: 1" = 1-0" CONTINUOUS OUTER ROW AT X FEET ON CENTER 2/3 X FEET SETBACK FROM EDGE OF PLANTING BED WITH TRIANGULAR SPACING INSIDE BED, TYP AREA r/ /;):7/SPACI‘l/ et—ED ///A JUST( )1 N/T // / / \ED ED ED ED ED/ ED ED ED- x- ED . ED EDGE OF PLANTING BED OR PAVEMENT ED ED ED ED ED ED ED ED ED 2/3X PLANT SPACING TYP 04 PLANT SPACING X = RECOMMENDED SPACING (SEE LANDSCAPE DETAIL ON DRAWING) EE= ACTUAL PLANT LOCATIONS SCALE: 1" = 1-0" HARDSCAPE EDGE MULCH TAPER ZONE MEET SPECIFIED DEPTH WITHIN 12" OF EDGE MULCH PREPARED PLANTING SOIL PREPARED SUBGRADE SUBGRADE NOTES: SEE SOIL PREPARATION MATRIX FOR MATERIAL DEPTHS. SEE SPECS FOR SOIL PREPARATION. PLANTING BED AT HARDSCAPE EDGE WilidgitititiMA Ks1,/ \-/ ejt:KMM , t** HARDSCAPE EDGE LAWN, TYP. PREPARED PLANTING SOIL, TYP. PREPARED SUBGRADE, TYP. SUBGRADE, TYP. NOTES: 1. SEE SOIL PREPARATION MATRIX FOR MATERIAL DEPTHS. SEE SPECS FOR SOIL PREPARATION. LAWN AT HARDSCAPE EDGE SCALE: NTS /cf RECEIVED CITY OF TUKWILA JUN 04 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 651h Ave S Tukwila, WA 98188 Project No. 17012 SWI FTCOM PANYac 3232 Western Ave., Suite M423, Seattle, WA 98222 TEL 206-632-2038 Fax 206-632-2048 www.swiftcompany.com info@swiftcompany.com 02000 Swift Company LLC • These documents have been prepared specifically for the above named proled They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect pREk_imiNARy OT FOR COISTRUCTIO JURISDICTIONAL APPROVAL STAMP Issue Date PHASE 1 PERMIT 6/3/19 Sheet Title PLANTING DETAILS Sheet L421 0 WEINSTEINA+U ARCHITECTS + URBAN DESIGNERS 101411% pligentelah IPW"94., aPti 7' H GALV CHAIN LINK SECURITY FENCE 111 pm') PROPERTY RESIDENTIAL rn 01 rn (E) CEDAR FENCE TO REMAIN AT WEST PROPERTY LINE 7' H GALV CHAIN LINK SECURITY FENCE RESIDENTIAL PROPERTY (E) CEDAR FENCE TO BE REMOVED AT NOR PROPERTY LINE 5 ALTERNATE 3: HEAVY-DUTY CONCRETE PAVING AT REAR APRON 1 --- EfT— RESIDENTIAL PROPERTY (E) CEDAR FENCE TO BE REMOVED AT NORT PROPERTY LINE N. RESIDENTIAL T'; OPERTY ..�.�•�._ r ��•�� '•�� .. �� .. Auv lror ."w„'a'.�1�9��\��i.3 ilt•BEIMIN TA':TW�,.+.�ii/�IrI��"�►i�rdINIW F ��io�� rwt� tticazwism��_.-�r.:�raw all f ��IMitteP r �� r`�10 SEWER LINE EASEMENT 5683679 � � �� 51TY OF TU LA PROPERTY _._r_I__��11��11�� ► �� 4 111111111 111__uiirnuuimiuii.i,t,1wai,i,i11__IHhIIIPiIIIi i1♦ � lommimmorinn In in•ni'r,,,,,III :IYr '� ♦; : �,,,.� ,. ,imuntm Tommor ammo om mono',TiMEM ® ♦�� ;,inn ° IMINIMMEHI woman ARCHITECTURAL SCREE ALTERNATE 2: SITE STAIR CONNECTION TO SOUND MENTAL HEALTH PROPERTY. A NTA N (E) DRIVEWAY TO COWLITZ PROPERTY EALTH SERVICES \ \ MONUMENT SIGN, PROJECT WILL SEEK EASEMENT TO ALLOW SIGN IN SETBACK DUE TO LIMITED R.O.W. FRONTAGE RECt:IVEO CITY OF TUKWILA JUN 04 2019 PERMIT CENTER Z/c(--c/R;1 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA98121 206 443 8606 206 443 1218 www.weinsteinau.com 192019 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. ,IUR1SE7CT:OiiAL APPROVAL STA7 Issue Date PHASE 1 PERMIT 6/3/19 ARCHITECTURAL FULL SITE PLAN SCALE:1" =20' 10' 20 40 Sheet Title ARCHITECTURAL FULL SITE PLAN Sheet A001 w SINGLE-FAMILY RESIDENCE EXISTING CHAIN LINK FENCE (LOCATION APPROX) RESIDENTIAL PROPERTY NEW SECURITY FENCE TO REPLACE (E) CEDAR FENCE ENCLOSING SOUTH END OF YARD HT TO MATCH EXISTING CHAIN LINK FENCE RESIDENTIAL PROPERTY Ave —prif � � ,. CIP RETAINING WALL ,-- WALIME1111111/ � /i. ItSf ..moo r L U B LD I 1N G ALTERNATE 3: HEAVY-DUTY CONCRETE — PAVING AT REAR APRON 0 0Y44ti1i/ 0 \\ CIPC RETAINING WALL FIREFIGHTER PARKING (2) REAR APRON FIRE HYDRANT ON CONC PAD _SHORING WALL FAC SHOTCRETE PTD STL FIXED BO ROOF OVERHANG ABV `.r+T `Ai�Nti�iST . `. TIU)��tt \k„ �se \alt �' FIREFIGHTER ENTRY LINE OF i UTILITY ENCLOSURE DECK ABV IRE STATION OOF OVERHANG ABV —POST-MTD FDC 10x30 LOADING SPACE RONTAPRON _FIRE HYDRANT ON CONC PAD SEE 1/ A101N & 1/ A201N SEE 1/A101S & 1/A201S • VISITING APPARATUS URN AROUND : LIGHTED BENCH, .SEE LANDSCAPE ENTRY PLAZA ANOPYABV AMAIN ENTRY / FIREFIGHTER PARKING (14) CANOPYABV HEAVY DUTIIASPHALT ► .r I IEAVY DUTY CONCRETE TRASH ENCLOSURE ARCH SCREEN W/ ELEC SECURITY GATE 711 ARCHITECTURAL SCREEN— / CIPC RETAINING WALL / DEMO (E) CONC STAIRS • REGRADE AND PLANT SEE CIVIL & LANDSCAPE dI •I^j _ PEDESTRIAN CONNECT ON TO CITY HALL PROPERTY CITY OF TUKWILA PROPERTY GENERATOR / / POLE LIGHT, TYP / /IW TRANSFORME PTD GALV STLASSEMBLY FOR MTG ELEC GATE SECURITY KEYPAD. COORD W/ ELEC` . • I VISITOR & ADMIN PARKING (14 + 1 ACCESSIBLE OLLED CURB POLE-MTD PIGHT FIXT: - SEE ELEC LANDSCAPEBLOCK ^- I RETAINING WALL —'ALTERNATE 2: SITE STAIR CONNECTION„ TO SOUND MENTAL HEALTH PROPERTY PATH/STAIR TO BE CONTINUED ON SOUND MENTAL HEALTH PROPERTY •� ,J'SOUND MENTAL HEALTH PROPERTY BELOW GROUND Ar DETENTION VAULT -- SEE CIVIL 335'-101/4" PAVEMENT JOINTS FLUSH CONCRETE. KE RACK MEMORIAL GARDEN Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Westem Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com 2019 Weinstein AtU -These documents have been prepared specifically for Me above named project, They are not suitable for use on other projects or in other locations without the approval and participation of the Architect RECEIVED ITY OF TUKWILA JUN 04 2019 PERMIT CENTER .JU iSD1CTiDNAL APPROVAL ST. ii Issue PHASE 1 PERMIT Date 6/3/19 Sheet Title ENLARGED ARCHITECTURAL SITE ARCHITECTS + URBAN DESIGNERS ENLARGED ARCHITECTURAL SITE PLAN e' 1 wiewetitie SCALE: 3/32" = 1'A" D -0/6-0 Sheet A0�