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Permit D19-0196 - KING COUNTY METRO TRANSIT - BUILDING 3
K ING COUNTY METRO TRANSIT - BLDG 3 12400 E MARGINAL WAY S FINA►LED 08/11/21 D19-0196 Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #10CI Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 7340600480 Permit Number: 12400 E: MARGINAL WAY S Issue Date: Permit Expires On: KING COUNTY METRO TRANSIT - BLDG 3 D19-0196 7/25/2019 1/21/2020 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: KING COUNTY -TRANSIT 201 S JACKSON ST #417 , SEATTLE, WA, 98].04 JENNIFER LEE 201 S JACKSON ST M/S KSC-TR-0431, SEATTLE, WA, 98104 Phone: (206) 263-8272 PROSPECT CONSTRUCTION INC Phone: (253) 446-1600 116 23RD ST SE , PUYALLUP, WA, 98372 PROSPCI022CD Expiration Date: 2/4/2020 Lender: Name: KING COUNTY METRO TRANSIT Address: 201 S JACK.SON MAILSTOP KSC-TR- 0433 , SEATTLE, WA, 98104 DESCRIPTION OF WORK: MODULAR HOSTLER BUILDING DETAILS. PUBLIC WORKS PERMIT PW19-0047 SITE DEVELOPMENT HAS ALREADY BEEN APPROVED BY CITY PUBLIC WORKS, FIRE AND PLANNING. THIS ADDITIONAL PERMIT PROVIDESTHE MODULAR BUILDING DETAILS REQUIRED FOR THE CITY BUILDING DEPARTMENT REVIEW AND APPROVAL. Project Valuation: $55,683.75 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $2,653.66 Occupancy per IBC: B Water District: 125 Sewer District: VALLEY VIEW,TUKWILA L Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Coce Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: awv 'dad) Date: /' 579 I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to theconditions attached to this permit. Signature: Print Name: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 5: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 6: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 7: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 8: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 9: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 10: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 11: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 12: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 13: ***PUBLIC WORKS PERMIT CONDITIONS*** 14: Project shall comply with the Geotechnical Engineering Report by Clarity Engineering, LLC, dated December 5, 2018, Revision #1 Geotechnical Engineering Report by Clarity Engineering, LLC, dated March 20, 2019 and subsequent Geotechnical Engineering Reports/Evaluations. 18: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5,4) 15: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 16: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 17: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 19: Maintain fire extinguisher coverage throughout. 20: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 21: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 22: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 1400 FIRE FINAL 0201 FOOTING 0409 FRAMING 0606 GLAZING CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. 1)19 •• 0C q , Project No. / Date Application Accepted, Date Application Expires: (I - -(q (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 12400 E Marginal Way S King Co Assessor's Tax No.: 7340600480 Suite Number: Floor: Tenant Name: N/A Owner occupied King County Metro Transit New Tenant: ❑ Yes ❑ ..No PROPERTY OWNER Name: King County Metro Transit Address: 201 S Jackson St Mailstop: KSC-TR-0431 City: Seattle State: WA Zip: 98104 CONTACT PERSON — person receiving all project communication Name: Jennifer Lee, King County Metro Transit Address: 201 S Jackson St Mailstop: KSC-TR-0431 City: Seattle State: WA Zip: 98104 Phone: (206) 263-8272 Fax: Email: jennifer.lee@kingcounty.gov GENERAL CONTRACTOR INFORMATION Company Name: TBD Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: Tetra Tech Architect Name: Marcel Bodsky Address: 1420 Fifth Ave Suite 600 City: Seattle State: WA Zip: 98101 Phone: (206) 883-9314 Fax: (206) 883-9301 Email: marcel.bodsky@tetratech.com ENGINEER OF RECORD Company Name: Tetra Tech Engineer Name: Chuck Purnell Address: 1420 Fifth Avenue City: Seattle State: WA Zip: 98101 Phone: '(206) 883-9322 Fax: (206) 883-9301 Email: marcel.bodsky@tetratech.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: �T A T emie /Rnrd a5 King County -is - Address: City: State: Zip: H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 000 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): Modular hostler building details. Public Works Permit #PW 19-0047 site development has already been approved by city public works, fire, planning. This additional permit provides the modular building details required for the city building department review and approval. Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below All Buildings Only 1 story floor Existing Interior Remodel New Type of Construction per IBC Type of Occupancy per IBC New Building Hostler modular 375 V-B B Detached Garage 201,000 0 ex.Type II-B ex.S-1 Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING :DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: 12 Existing parking stalls for sandard vehiple retained:587 parking tails in garage & 9 relocated surface stalls. roved WP #Ll 8-0100 Will there be a change in use? 11 Yes LJ No If "yes", explain: p� use of site for office & warehouse remains with addition of bus base functions/use: bus staging,vehicle maintenance, operations FIRE PROTECTION/HAZARDOUS MATERIALS: © Sprinklers Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes VI 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 ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:WpplicationsWorms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): See Permit #PW19-0047 for underground utilities, storm water system/ detention in underground vault, grading, paving and landscaping Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ...Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ❑ .. Renton ❑...Valley View ❑ .. Renton ❑ ...Sewer Availability Provided ❑ .. Seattle Septic System: El On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis -UUP #L18-0100 ❑ ...Hold Harmless — (SAO) 0 ...Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): O ...Right-of-way Use - Nonprofit for less than 72 hours 0 .. Right-of-way Use - Profit for less than 72 hours 0 ...Right-of-way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance O ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way ❑ ❑ ...Total Cut 0 cubic yards ❑ .. Work in Flood Zone ❑ ...Total Fill 0 cubic yards 0 .. Storm Drainage 0 ...Sanitary Side Sewer ❑ .. Abandon Septic Tank 0 .. Grease Interceptor ❑ ...Cap or Remove Utilities 0 .. Curb Cut ❑ .. Channelization ❑ ...Frontage Improvements ❑ .. Pavement Cut 0 .. Trench Excavation 0 ...Traffic Control ❑ .. Looped Fire Line ❑ .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection Irrigation " Domestic Water ❑ ...Permanent Water Meter Size... WO # 0 ...Temporary Water Meter Size .. 9, WO # O ...Water Only Meter Size _JJ WO # ❑ ...Deduct Water Meter Size O ...Sewer Main Extension Public ❑ Private 0 0 ...Water Main Extension Public ❑ Private 0 FINANCE INFORMATION Fire Line Size at Property Line El ...Water 0 ...Sewer Monthly Service Billing to: Name: Number of Public Fire Hydrant(s) 0 ...Sewage Treatment Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line\2011 ApplicationsWermit 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. BUILDING OWNER OR AUTHORIZED AGENT: Signature: Print Name: Jennifer Lee King County Metro Transit Mailing Address: 201 S Jackson St Mailstop KSC-TR-0431 Date: 06/13/2019 Day Telephone: (206) 263-8272 Seattle WA 98104 City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 DESCRIP I I NS ; ACCOUNT , QUANTITY PAID PermitTRAK $2,551.84 D19-0196 Address: 12400 E MARGINAL WAY S Apn: 7340600480 $2,551.84 Credit Card Fee $74.33 Credit Card Fee R000.369.908.00.00 0.00 $74.33 DEVELOPMENT $1,687.99 PERMIT FEE R000.322.100.00.00 0.00 $1,067.78 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $25.00 PLAN CHECK FEE R000.345.830.00.00 0.00 $595.21 IMPACT FEE $736.13 FIRE R304.345.852.00.00 0.00 $294.00 PARK R104.345.851.00.00 0.00 $442.13 TECHNOLOGY FEE $53.39 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R18107 R000.322.900.04.00 0.00 $53.39 $2,551.84 Date Paid: Friday, July 12, 2019 Paid By: TSENGYANG VANG Pay Method: CREDIT CARD 023537 Printed: Friday, July 12, 2019 2:36 PM 1 of :1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIP1I • NS ' ACCOUNT PermitTRAK QUANTITY PAID $101.82 D19-0196 Address: 12400 E MARGINAL WAY S Apn: 7340600480 $101.82 Credit Card Fee $2.97 Credit Card Fee R000.369.908.00.00 0.00 $2.97 DEVELOPMENT $98.85 PLAN CHECK FETE TOTAL FEES PAID BY REC R000.345.830.00.00 c IPT: R17896 0.00 $98.85 $101.82 Date Paid: Friday, June 14, 202L9 Paid By: TSENGYANG VANG Pay Method: CREDIT CARD 002066 Printed: Friday, June 14, 2019 9:34 AM 1 of 1 A- SYSTEMS CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 07/12/2019 02:35:55 PM CREDIT CARD SALE VISA CARD NUMBER: **********3188 K TRAN AMOUNT: $2,551.84 APPROVAL CD: 023537 RECORD #: 000 CLERK ID: kandace Thank you! Customer Copy CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 06/14/2019 09:33:50 AM CREDIT CARD SALE VISA CARD NUMBER: **********1262 K TRAN AMOUNT: $101.82 APPROVAL CD: 002066 RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director March 18, 2021 Jennifer Lee 201 S JACKSON ST M/S KSC-TR-0431 Seattle, WA 98104 Sent to Jennifer.Lee@kingcounty.gov RE: Request for Extension #j.1'2- Permit Number 1D19-0272, D19-0195, D19-0196 Dear Ms. Lee, This letter is in response to your written request for an extension to the subject permits. The Permit Supervisor, Rachelle Sagen, has reviewed your letter and considered your request to extend the above referenced permits. It has been determined that the City of Tukwila Building Division will be granting an extension to the permits as follows: - D19-0272 10/21/2021 - D19-0195 11/18/2021 - D19-0196 11/29-2021 If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Shana Markstrom Admin Support Coordinator Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov La King County METRO Moving forward together Capital Division Capital Planning & Portfolio Management 201 S. Jackson Street KSC-TR-0431 Seattle, WA 98104-3856 3/15/21 City of Tukwila Jerry Hight, Building Official Permit Center, Building, Division 6300 Southcenter Boulevard Suite #100 Tukwila, WA 98188 jerry.hight@tukwilawa.gov Re: Request for extension TMC 16.04.250 E Permit No. D19-0196 King County Metro Transit Modular Bldg Hostler Issued: 7/25/19 Last Inspection: 11/30/20 Permit Expires On: 5/29/21 Dear Mr. Hight, King County Metro Transit continues to complete our construction work for the site which includes completing and finalizing work associated with this permit. We are in the process of obtaining the required city permit for the associated fire alarm radio system for this modular building which impacts when we can request a final inspection for permit D19-0196. We request the City of Tukwila grant us a permit extension. Sincerely, Jennifer Lee, Real Property Agent Cc: Rachelle Sagen (Ripley), Permit Supervisor rachelle.ripley@tukwilawa.gov City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director December 23, 2019 Jennifer Lee 201 S Jackson St. M/S KSC-TR-0431 Seattle, WA 98104 RE: Request for Extension #1 Permit Number D19-0196 Dear Ms. Lee, This letter is in response to your written request for an extension to Permit D19-0196. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the Ciity of Tukwila Building Division will be granting an extension to the permit through August 1, 2020. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Frankie Alexander Permit Technician File: Permit No. D19-0196 Tukwila City Hall • 6200 Sc uthcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov W King County METRO Moving forward together Capital Division Capital Planning & Portfolio Management 201 S. Jackson Street KSC-TR-0431 Seattle, WA 98104-3856 December 20, 2019 City of Tukwila Jerry Hight, Building Official Permit Center, Building Division 6300 Southcenter Boulevard Suite #100 Tukwila, WA 98188 Re: Request for extension up to 180 days Permit No. D19-0196 King County Metro Transit Modular Bldg 3 Issued Date: 7/25/19 Permit Expires On: 2/1/20 Dear Mr. Hight, King County Metro Transit is currently having the modular building under this permit fabricated off site. Fabrication schedule impacts when our contractor will be able to install the modular on - site. We request the City of Tukwila grant us a permit extension. Sincerely, c Jennifer Lee, Real Property Agent Cc: Frankie Alexander, Permit Tech Request for Extension # Cur: ent Ei:piration Date: e;)'l `L s Extension .Zequest: Approv d for--_trU_-- days Denied iprOVide explanation) Signature/Initials BILE Clarity Encineering LLC REVIEWED FOR CODE COMPLIANCE APPROVED JUL 05 2019 City of Tukwila BUILDING DIVISION Geotechnical Engineering Report King County South Interim Base Tukwila, Washington March 20, 2019 Revision 1 RECEIVED CITY OF TUKWILA JUN 14 2019 PERMIT CENTER blEci•Olci& RECEIVED JUN 17 2019 TUKWILA PUBLIC WORKS Prepared for: Tetra Tech, Inc Seattle, Washington Prepared By: Clarity Engineering LLC 12705 SW 248th Street Vashon, WA 98070 GEOTECHNICAL ENGINEERING REPORT KING COUNTY SOUTH INTERIM BASE TUKWILA, WASHINGTON Prepared for: Tetra Tech, Inc Seattle, Washington Attention: Marcel Bodsky Prepared by: Clarity Engineering, LLC 12705 SW 248th Street Vashon, WA 98070 Matthew D. Gibson, PhD, .PE; .� Principal Project No:107 ` MARCH 20, 2019 Clarity Engineering LLC du.* KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC CONTENTS 1 INTRODUCTION 1 1.1 PROJECT UNDERSTANDING 1 1.2 SCOPE OF SERVICES 2 1.3 BASIS OF REPORT 2 1.4 USE OF THIS REPORT 3 1.5 LIMITATIONS 4 2 SITE AND SUBSURFACE CONDITIONS 5 2.1 SITE CONDITIONS 5 2.2 SUBSURFACE EXPLORATIONS 5 2.3 GROUNDWATER OBSERVATIONS 6 Table 1: Summary of Observed Groundwater Conditions 6 2.4 SMALL PILOT INFILTRATION TESTS 7 Table 2: Summary of Small Pilot Infiltration Tests 8 2.5 INTERPRETED SUBSURFACE CONDITIONS 8 2.5.1 VM Building . 8 2.5.2 OPS Building,. 9 2.5.3 Southeast Corner 9 3 EARTHQUAKE ENGINEERING HAZARD 10 3.1 LIQUEFACTION AND LATERAL SPREAD 10 3.2 SEISMIC DESIGN INFORMATION 10 Table 3: IBC 2015 Seismic Design Parameters 10 4 SHALLOW FOUNDATIONS 11 4.1 BEARING PRESSURES AND FOOTING DEPTHS 11 Table 4: Shallow Foundation —Allowable Bearing Pressures 11 4.2 UPWARD RESISTANCE 12 4.3 LATERAL RESISTANCE 12 4.4 MAT FOUNDATIONS AND SLABS -ON -GRADE 12 5 SUBGRADE WALLS 13 6 UTILITIES 14 6.1 EXCAVATION AND PIPE SUPPORT 14 6.2 BEDDING 14 6.3 UTILITY BACKFILL 15 6.4 UPLIFT OF UTILITIES 15 7 DEWATERING 16 7.1 VM BUILDING INSPECTION PITS 17 Table 5: Summary of Observed Water Levels in TP- 5 17 Project No: 107 ii KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC 7.2 DETENTION POND DEMOLITION AND BACKFILLING 17 8 SURFACE WATER INFILTRATION CHARACTERISTICS 18 8.1 VM BUILDING AND WESTERN PROJECT BOUNDARY 18 8.2 OPS BUILDING AND WEST PROJECT BOUNDARY 19 8.3 GROUNDWATER MOUNDING 19 9 PAVEMENT SECTIONS 19 10 EARTHWORK 20 10.1 SUBGRADE PREPARATION 20 10.1.1 VM Building Footings 20 10.1.2 OPS Building 21 10.1.3 Slabs -on -Grade and Pavement 21 10.2 STRUCTURAL FILL 22 10.3 WET WEATHER CONSIDERATIONS 22 10.4 TEMPORARY SLOPES 23 11 SITE DRAINAGE CONSIDERATIONS 24 12 ADDITIONAL SERVICES 24 13 REFERENCES 26 APPENDIX A: SUBSURFACE EXPLORATION A-1 APPENDIX B: GEOTECHNICAL LABORATORY TESTING B-1 APPENDIX C: VIBRATING WIRE INSTRUMENT CALIBRATION SHEETS C-1 APPENDIX D: HISTORIC EXPLORATIONS - SOUTH BASE FACILITY D-1 APPENDIX E: HISTORIC EXPLORATIONS — EXISTING PARKING GARAGE E-1 FIGURES Figure 1—Site Vicinity Map and Exploration Plan Figure 2 - Groundwater Observation Summary Figure 3 - Pilot Infiltration Test Summary - TP-1 Figure 4 - Pilot Infiltration Test Summary - TP-3 Project No: 107 iii KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC GEOTECHNICAL ENGINEERING REPORT KING COUNTY SOUTH INTERIM BASE TUKWILA, WASHINGTON 1 INTRODUCTION This revised report presents geotechnical engineering recommendations for the King County South Interim Base facility (Facility) located at 12400 East Marginal Way South in Tukwila, Washington (see Figure 1— Site Vicinity Map and Exploration Plan). This report supersedes any previous versions of the report, preliminary conclusions and recommendations previ- ously provided in e-mails, meetings, or by verbal communication. 1.1 Project Understanding The current facilities located on the site consist of a multilevel parking structure, a large com- mercial building, a one-story addition to the commercial building, a stormwater pond, and paved parking areas and throughways. We understand that the existing commercial build- ings and stormwater detention pond will be demolished prior to construction of the new Facility. Constructionof the Facility consists of the following features: ■ Vehicle Maintenance (VM) Building located at the southwest comer of the site. This building is a proposed one-story, at -grade structure that will have maintenance pits used to service buses. We understand that excavations for the maintenance pits will extend down to approximately elevation 22 feet (or 6 to 8 feet below the existing ground surface). • Operation (OPS) building located at the northeast comer of the site where a storm - water pond currently exists. This building is a proposed one-story, at grade structure. According to original development plans, the bottom of the existing stormwater de- tention pond is at approximately elevation +18 feet (or 10 feet below the existing ground surface). • Stormwater treatment and detention vaults along the southern half of the east bound- ary of the site. ■ Stormwater, sewer, water, and power utilities. ■ Paving over most of the site including existing building locations. Project No: 107 1 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC 1.2 Scope of Services This scope of services was authorized under work order no. 4 under contract E00455E16 is- sued by Tetra Tech, Inc effective July 9, 2018. The scope was developed based on our under- standing of the project, project objectives, schedule, budget, risk management preferences, and report purpose. The portion of our scope of services covered by this report include: • Data search and gathering of existing geotechnical information. • Site visit to visually observe field conditions and site features visible at the surface. • Geotechnical subsurface explorations: perform field tests, collect samples, and install groundwater monitoring instruments. • Geotechnical laboratory tests. • Geotechnical engineering evaluations and provide recommendations for: • Seismic hazard • Liquefaction and lateral spread • Settlement • Shallow foundations • Retaining walls • Groundwater levels • Groundwater infiltration • Earthwork • Dewatering • Utilities Our scope of services did not include: • Removing instrumentation that we installed at the site. It is the Owner's responsibil- ity to properly decommission subsurface installations in accordance with Washington State regulations when use of the instrumentation is no longer needed. • Restoring site conditions to pre -exploration conditions. 1.3 Basis of Report Our geotechnical evaluations, explorations, conclusions, and recommendations are based on: • The limitations of our approved scope, schedule, and budget described in our scoping letter dated June 18, 2018. Project No: 107 2 KC Interim South Base - Geotechnical Report_revl.dooc Clarity Engineering LLC ■ Our understanding of the project and :information provided by Tetra Tech, Inc and their design team. We assume this information is representative and accurate. ■ The 2015 International Building Code. • Existing geotechnical subsurface data by Converse Davis Dixon Associates Inc. for the existing King County South Base facility located to the north of the project site. • Existing geotechnical subsurface data by Earth Consultants, Inc. for the existing park- ing garage located at the northwest corner of the project site. • Published United States Geologic Survey geology and topography maps. • Site and subsurface conditions we observed in the subsurface explorations as they ex- isted at the time of the explorations. • The results of field testing performed during the explorations and laboratory testing performed on samples we collected from the explorations. • Groundwater measurements made with vibrating wire piezometers (VWPs) installed in two of the exploration boreholes. ■ Our experience for similar projects with similar site conditions. • Assumptions described in this report. 1.4 Use of this Report This report was prepared for the exclusive use of Tetra Tech, Inc and their design consultants for the King County South Interim Base. This report should not be used for other purposes without Clarity Engineering's review. This report is an informational document and is not to be used for construction contractual purposes. Clarity Engineering should be retained to review the applicability of assumptions, conclu- sions, and recommendations of this report if any of the following occurs: • Conditions at or adjacent to the site change due to natural forces or human activity. • The basis of this report has changed or is no longer representative or accurate. • Project details or schedules change or new information about the project or site be- comes available. • If the site ownership or land use has changed. • Regulations or taws change. Project No: 107 3 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC 1.5 Limitations This report for the King County South Interim Base was prepared in accordance with local. generally accepted engineering principles, practices and standards. No warranty is ex- pressed or implied. The findings and recommendations contained in this report are based upon the services you requested and approved. Geotechnical engineering requires the application of professional judgment, as no study can completely quantify subsurface conditions. Any interpretations of subsurface conditions in this report are based on our analyses, experience, and judgment. There is no warranty that these subsurface conditions occur anywhere on the site except at the exact location and exact time when and where explorations and field tests were conducted. Groundwater levels can be especially sensitive to seasonal.and other changes. Clarity Engineering is not responsible for interpretations others may make using this report. The conclusions and recommendations in this report assume that field explorations and tests, and our interpretations accurately portray and represent subsurface conditions at the site. If, during excavation and/ or construction significantly different subsurface conditions are en- countered from that described in this report, our firm should be immediately notified and retained to review these conditions and, if necessary, revise our recommendations. Unantic- ipated soil conditions are commonly encountered during excavation and construction and cannot be fully anticipated by widely spaced subsurface sampling locations and testing in- tervals. The owner should be prepared to accommodate potential extra costs through the development of a contingency fund. If there is a significant lapse of time between our report submittal and the start of construc- tion, we should be retained to review and verify site conditions. Clarity Engineering cannot be responsible for any deviation from the intent of this report including, but not limited to the nature of the project, the construction timetable, and any construction methods discussed in this report. The recommendations contained in this report are not intended to direct the contractor's methods, techniques, sequences or procedures, ex- cept as may be specifically described in the report. Clarity Engineering will not be responsi- ble or liable for any construction, scheduling, or safety activity on this site. Project No: 107 4 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC 2 SITE AND SUBSURFACE CONDITIONS 2.1 Site Conditions The project site is located between E Marginal Way South and Highway 99 in Tukwila, WA. The current facilities located on the site consist of a multilevel parking structure, a large one- story commercial building, a one-story addition to the commercial building, a stormwater pond, and paved parking areas and throughways. Based on historic topographic maps (Wal- dron 1962) and geology and mineral resource documents (Cole and Fraser, 1969), the site was once a rock outcrop consisting of basalt and sandstone. The Riverton quarry was formed at the site in 1930 to mine basalt and andesite. An aerial photograph of the site during quarry operations is shown below. prox' S;i tion- Aerial photograph of site during quarry operations According to these documents, the quarry consisted of many working levels with the lowest occurring along the eastern boundary near the highway. The quarry was apparently back - filled however the methods and composition of that backfill is unknown except where the historic explorations and the explorations performed for this study sampled the fill. 2.2 Subsurface Explorations We performed three mud -rotary borings, one hollow -stem auger boring, seven test pits, and three small pilot infiltration tests (PITs) for the current project to evaluate the subsurface con- ditions at the locations of proposed development. The locations of these explorations and tests are shown on Figure 1 - Site Vicinity Map and Exploration Plan. Detailed information Project No: 107 5 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC on methods used for the subsurface explorations, boring logs, and test pit logs are presented in Appendix A: Subsurface Exploration. Laboratory test methods and results are presented in Appendix B: Geotechnical Laboratory Testing. In addition, we have reviewed documents of historic explorations performed by others for previous development of this site and the King County South Base facility to the north. Boring and test pit logs and site map that were prepared for the original King County South Base facility are presented in Appendix D: His- toric Explorations - South Base Facility. Historic boring logs prepared for the development of the existing parking garage structure are presented in Appendix E: Historic Explorations — Existing Parking Garage. Note that a site map and some pages of the boring logs were missing from this document 2.3 Groundwater Observations For this study, we measured groundwater piezometric levels using vibrating wire piezome- ters (VWPs) installed in two boreholes (MW-1 and MW-2) and observed indications of groundwater in a third borehole and in the test pits. Calibration sheets for the installed VWPs are presented in Appendix C: Vibrating Wire Instrument Calibration Sheets. A graph of the measured groundwater piezometric levels are shown in Figure 2. Groundwater level obser- vations are also available from the historic explorations completed by others. All observa- tions indicate that groundwater levels vary across the site from approximately 2.5 to 20 feet below existing ground surface. A summary of the observations made by Clarity Engineering are summarized in the table below. Location MW-1 B-2 MW-4 TP-1 TP-2 TP-3 TP-4 TP-5 TP-6 TP-7 Table 1: Summary of Observed Groundwater Conditions Depth in Feet 5.5 to 121 14.5 2.5 to 4.51 5.0 (mounded after PIT) None Observed 4.7 (mounded after PIT) 7.0 4.2 4.0 (perched) 4.0 (perched) Date Observed Sept 6, 2018 to Sept 6, 2018 Sept 5, 2018 to Nov 21, 2018 Nov 21, 2018 Nov 26, 2018 Nov 21, 2018 Nov 21, 2018 Nov 26, 2018 Nov 27, 2018 Mar 19, 2019 Mar 19, 2019 Project No: 107 6 KC Interim South Base - Geotechnical Report_revl.dooc Clarity Engineering LLC The groundwater levels are influenced by rainfall, the water level in the Duwamish River, the geometry of the quarry excavations, groundwater flow from the surrounding areas and slope at the south end of the site, and environmental factors. We will continue to monitor groundwater piezometric levels through May 2019 or through construction if feasible to as- sess seasonal groundwater levels that may impact infiltration and construction activities. We will provide results of the additional groundwater monitoring as an addendum to this report. 2.4 Small Pilot Infiltration Tests Clarity Engineering performed three small pilot infiltration tests at test pits TP-1, TP-3, and TP-7. Infiltration was attempted at TP-2 and TP•-6, however infiltration was not observed in the first hour, so the tests were aborted. Based on over excavation, infiltration was prohibited by bedrock and a cemented sandy silt layer in TP-2 and TP-6, respectively. The tests were performed based on guidelines from the King County Surface Water Design Manual. The test pits were dug to the test depth and then the PIT was started using a hose bib as a source of water. The test depths were chosen based on the proposed depth of infil- tration facilities. The test generally consists of three steps: pre-soak period, steady-state pe- riod, and falling head period. The water was delivered to the test pit using a 3/4-inch hose with a screened dispersion pipe. The flow rate from the hose into the pit was monitored with an in -line flow meter. During the pre-soak period, a constant head was maintained at about one -foot depth for at least six hours by adjusting the flow of water into the pit. The steady-state period was deter- mined when a constant head was maintained at a constant flow rate from the hose bib for at least one hour. Following the steady-state period, the hose was turned off and a falling head test was per- formed. The water level in the test pit was monitored by visual depth observations based on a survey rod and a vented, 0 to 70kPa, vibrating wire piezometer placed at the bottom of the pit. After the falling head period, the test pits were over excavated about 5 feet to observe soil types and mounding water depths beneath the test elevation. Water level observations for TP-1 and TP-3 are presented in Figure 3 and Figure 4, respec- tively. A summary of the infiltration tests is provided in the Table 2 below. See Section 8 Project No: 107 7 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC Surface Water Infiltration Characteristics for further discussion of infiltration rates and de- sign recommendations. Table 2: Summary of Small Pilot Infiltration Tests Test Test Steady -State In- Falling Head Infiltration Depth Dimensions Date filtration Rate Rate at 6-inches of head Location in Feet in feet Performed in inches/hours in inches/hours TP-1 3.5 3.5 x 5.0 Nov 21, 2018 14 8 TP-2 3.5 3.0 x 4.0 Nov 21, 2018 None2 Not Attempted3 TP-3 4.0 3.0- x 4.0 Nov 26, 2018 9 4 TP-6 4.0 3.0 x 4.5 Nov 26, 2018 None2 Not Attempted3 TP-7 4.5 3.0 x 4.0 Nov 27, 2018 None2 Not Attempted3 1. Infiltration rates are estimated from field measurements and correction factors used for design of infiltration facilities have not been applied. See Section 8-Surface Water Infiltration Characteristics for infiltration recom- mendations. 2. No visible infiltration observed. 3. Falling head infiltration was not performed given infiltration was not observed at steady-state with zero inflow. 2.5 Interpreted Subsurface Conditions Our understanding of the subsurface conditions of the project site are based on observations of conditions encountered in our explorations, our review of historic explorations, and our understanding of the historic quarry activity at the project site. Given the variability of sub- surface conditions we observed at the site and for purposes of this design report we have assumed different subsurface conditions across the site. 2.5.1 VM Building At the southwest corner of the site where the VM building is proposed we observed a four to five -inch layer of asphalt pavement over approximately 1 to 2 feet of fill. Beneath the fill we encountered dense to very dense sand and very dense sand with gravel and cobbles that appears to be native soils down to the maximum explored depth of 31.5 feet below ground surface (bgs). Some of the sand was slightly cemented. We observed groundwater levels in TP-5 and piezometric measurements monitored by a vi- brating wire piezometer installed in exploration MW-4. Measurements collected since Sep- tember 2018 indicate a piezometric level three to four feet below the ground surface. Mois- ture contents of samples collected from explorations B-3 and MW-4 appear consistent with this piezometric surface. These groundwater measurements were made during the dry Project No: 107 8 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC season and the beginning of the wet season; we estimate that wet season groundwater levels could be as high as 2 feet deep. 2.5.2 OPS Building At the northeast corner of the site near the existing detention pond and the planned OPS building, we observed a four to five -inch layer of asphalt pavement over approximately 1 to 2 feet of base gravel fill. Beneath the gravel base we observed silt, sand, and gravel fill to a depth of about 15 feet bgs underlain by a medium dense to dense sandy silt fill to a depth of 27 feet bgs. Based on groundwater levels, it is possible that the sandy silt was placed in submerged conditions during backfilling of the quarry. Below 27 feet bgs we encountered a hard, blue -grey, sandstone down to the maximum explored depth of 30 feet bgs. Groundwater was observed in boring B-2 at depths of 12 to 14.5 feet bgs. Measurements gathered from the VVVP instrument installed in exploration MW-1, indicates a piezometric surface ranging from 5.5 to 12 feet bgs. Moisture contents of samples collected from these two explorations appear consistent with this piezometric surface. Explorations completed for the existing parking structure indicate the shallowest depth of groundwater encountered at that time was nine feet bgs with localized seepage at shallower depths. Explorations completed for the King County South Base facility to the north of the site measured groundwater fluctuations of four to six feet. Seasonal fluctuations of 6 to 8 feet should be considered likely for the OPS building and nearby facilities. 2.5.3 Southeast Corner At the southeast corner of the site where a stormwater detention vault will be constructed, we performed four test pits, TP-1 through TP-4, and two small PITs (see Section 2.4 Small Pilot Infiltration Tests). The subsurface conditions consisted of 4 to 7 feet of sand with some gravel. Beneath the sand was sandy gravel. In TP-2 and TP-3, refusal conditions were en- countered at 3.5 and 8.0 feet below ground surface, respectively, and were interpreted to be bedrock. Based on the explorations along the east boundary of the project and borings com- pleted for the Sound Transit elevated guideway, it appears that the bedrock surface slopes north and east. Project No: 107 9 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC Groundwater was observed at 7 feet in TP-4 and at 5 feet in TP-2 and TP-1 after the PITs. Based on the vibrating wire in MW-1, we expect similar groundwater fluctuations as de- scribed for the OPS building. 3 EARTHQUAKE ENGINEERING HAZARD 3.1 Liquefaction and Lateral Spread We evaluated the liquefaction potential of soils within the project area using the simplified method of Boulanger and Idriss 2014. Earthquake input parameters used in our analyses were based on the 2008 United States Geological Survey (USGS) seismic hazard model for a recurrence interval of 2,475 years (Petersen et al, 2008). We used a design earthquake mag- nitude of 7.1 and peak ground acceleration (PGA) equal to 0.63g. Based on our analyses, the site sandy soils are not susceptible to liquefaction. The analysis method indicates that the silts between 14 and 27 feet bgs near the OPS building would have a factor of safety less than one for liquefaction. However, in our opinion the liquefaction analysis method is conserva- tive for silts; thus, we estimate that elevated pore pressures will result in post -seismic settle- ments of less than one inch. Given this liquefaction analysis, the presence of bedrock to the east below the Sound Transit guideway, and the distance to the green river, the risk of lique- faction -induced lateral spreading for this site is low. 3.2 Seismic Design Information Basedon our interpretation of the existing subsurface data, the site can be classified as a Site Class C for structures. Site Class C seismic parameters for this site that should be used to construct a code -based spectrum are shown in Table 3 below. Table 3: IBC 2015 Seismic Design Parameters IBS 2015 Seismic Parameter Value Site Class Designation Short Period SRA, Ss, Site Class B Long Period SRA, S1, Site Class B Seismic Coefficient, FA Seismic Coefficient, Fv Short Period SRA, Ss, Site Class C Long Period SRA, S1, Site Class C SRA = Spectral Response Acceleration Source: USGS US Seismic Design Maps C 1.51g 0.57g 1.0 1.3 1.51g 0.74g Project No: 107 10 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC 4 SHALLOW FOUNDATIONS In our opinion, the VM and OPS buildings and slabs -on -grade can be supported by shallow foundations. However, given the varying subsurface conditions, differing preparation of subgrade soils and allowable bearing pressures are required. The VM building foundations can be placed on dense, in -situ soils assumed to be no more than 2 feet below the bottom of the foundations. The OPS building foundations can be placed on structural fill that will need to be placed to fill the excavation created by the demolition of the existing stormwater deten- tion pond. 4.1 Bearing Pressures and Footing Depths Shallow, square and strip footing foundations for the two buildings can be designed for the allowable bearing pressures in Table 4, provided the subgrade preparation recommendations in Section 10.1, Subgrade Preparation are followed. Table 4: Shallow Foundation — Allowable Bearing Pressures Allowable Bearing Foundation Location Pressure Soils VM Building OPS Building ksf = kips per square foot 8 ksf 3 ksf Dense, In -Situ Sand Structural Fill A temporary, one-third increase in bearing pressure is allowed for wind and earthquake loading cases. Footing widths should be a minimum of 18-inches. The VM Building foundations can be founded on the dense, native sand encountered in bor- ings B-3 and MW-4 at; 2 feet bgs. The footings should be founded at the lower elevation as determined from the following criteria: • two feet below finished grade, • the bottom elevation of the demolished existing communications building footings, • the 'lowest elevation of soil disturbed by demolition activities. If the above criteria are too costly or onerous for construction, then the VM Building footings can be designed for an allowable bearing pressure of 3 ksf and founded on prepared struc- tural fill as described in Section 10.1, Subgrade Preparation. Project No: 107 11 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC For static loading conditions, footings will experience settlement as loads are applied to the footings. For footings less than 5-foot-square, we estimate that total settlements from long- term loads will be less than one inch and differential settlements will be approximately half of the total settlements. Actual settlement will depend on preparation of the subgrade prior to concrete placement. 4.2 Upward Resistance Upward building forces can be resisted by the self -weight of the footing and compacted soil above the top of footing. Only soil within the vertically projected footprint of the footing should be considered. The soil unit weight above the footing can be assumed to be 125 pounds per cubic foot if compacted, structural fill is used. 4.3 Lateral Resistance Shallow foundations can resist lateral forces by the combination of sliding resistance along the base of the footing and passive pressure against the face of the footing. An ultimate co- efficient of friction for footings and slabs founded on structural fill can be assumed to be 0.55. Ultimate passive resistance for footings can be calculated using an equivalent fluid weight of 450 pounds per cubic foot. A minimum factor of safety of 1.5 should be used for sliding. 4.4 Mat Foundations and Slabs -on -Grade Mat foundations and slabs -on -grade founded on prepared subgrade can be designed assum- ing a Winkler spring model. A coefficient of subgrade reaction for a 1-foot square plate is estimated to be approximately 150 pounds per cubic inch. This coefficient can be modified to larger slabs sizes using the equation ks = kl `(1+B)2 4B J ks = k1 (i+B) 2BJ for footings/slabs where B <_ 20 for footings/slabs where B >_ 40 Where, Ks = modulus of subgrade reaction, interpolate for intermediate values of B Ki = modulus of subgrade reaction, 1-foot square plate B = Foundation width Project: No: 107 12 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC Slabs should be underlain by a minimum of 6-inches of compacted drainage layer to serve as a sub -slab drainage and capillary break layer. Slabs -on -grade constructed below the design groundwater level should be designed to resist uplift forces induced by hydrostatic pressures. The pressure will be equal to the depth of the base of the slab below the groundwater level multiplied by the density of water. 5 SUBGRADE WALLS For retaining walls backfilled on one side only, the structural engineer can estimate the lateral load and resistance on the walls using an equivalent fluid to represent the soil. We make the following recommendations for walls with backfill placed per the structural fill recommen- dations as follows: • Retaining wallfootings should be designed as described in Section 4, Shallow Foun- dations; ■ For a yielding wall, defined as one in which the top rotates at least 0.1 percent of the wall height, with level backfill, the wall should be designed for an active horizontal equivalent fluid density of o 35 pounds per cubic foot (pcf) for soils above the design groundwater level, or; o 18 pounds pcf for soils below the design groundwater level. • For a non -yielding wall with level backfill, the wall should be designed for an at -rest equivalent fluid density of o 55 pcf should be used for soils above the design groundwater level, or; o 28 pcf for soils below the design groundwater level. ■ For seismic loads, add an incremental uniform earth pressure equal to 8H pounds per square foot (psf) where H is the height of the wall in feet to the active or at -rest earth pressures. • For uniform surface surcharges within a horizontal distance equal to the retained height of the wall, a uniform earth pressure should be applied to the wall. This uni- form earth pressure can be calculated as the uniform surface surcharge multiplied by 0.3 and 0.45 for active and at -rest wall conditions, respectively. • For passive resistance, use an ultimate passive equivalent fluid density of 550 pcf. The top two feet of soil providing passive resistance should be ignored. A factor of safety of at least 1.5 should be used in computing resistance to lateral loads. Project No: 107 13 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC • For portions of the wall below the design groundwater level, a hydrostatic water pres- sure should be added to both the active and passive earth pressures. The water pres- sure will start at zero at the groundwater level and increase hydrostatically with depth at a rate of 62.4 pounds per cubic foot. • Hydrostatic uplift pressures will act on the base of retaining wall footings constructed below the groundwater level. The pressure will be equal to the depth of the base of the footing lbelow the groundwater level multiplied by the density of water. • For walls above the groundwater level, weep holes should be installed and the wall should be backfilled with free -draining material. Note that these densities do not consider any surface loading conditions other than uniform surface surcharges. Clarity Engineering should be consulted to evaluate other surcharges conditions if they occur. 6 UTILITIES The native and existing fill soil encountered throughout the site should generally provide suitable support for underground utilities, provided subgrades remain in an undisturbed condition and the pipes and structures are bedded and backfilled as described in the follow- ing sections. 6.1 Excavation and Pipe Support A smooth -bladed excavator bucket should be used to excavate to the subgrade elevation and foot traffic on the subgrade minimized to reduce the amount of disturbance to the subgrade. A layer of bedding material or gravel may be used to protect the subgrade once it is exposed. If unsuitable subgrade conditions are encountered at the time of construction, the subgrade should be evaluated, and the course of action determined by Clarity Engineering. Typical courses of action may include overexcavation and replacement with structural fill, stabiliza- tion with quarry spalls, or judicious use of geosynthetics. 6.2 Bedding Bedding material and placement procedures should meet the appropriate requirements and criteria of the current King County Standard Specifications, depending on the utility being considered. Six inches of bedding is material placed both below and above the utility within Project No: 107 14 KC Interim South Base - Geotechnical Report_revl.dooc Clarity Engineering LLC the trench to reduce detrimental load concentrations on the buried utility. This thickness may need to be increased if the type or class of utility warrants. In areas where a trench box is used, the bedding material should be placed before the trench box is advanced. Bedding material disturbed by movement of trench boxes should be re -compacted prior to final back - filling. Care should be taken not to disturb the utility as the trench box is advanced. 6.3 Utility Backfill For utility backfill the following recommendations are made: • Structural fill should be placed on top of the bedding in accordance with 10.2 Struc- tural Fill. • The contractor should exercise care in compacting fill immediately adjacent to and above utilities to avoid damage to the utility. • Backfill should not be dropped directly on the utility. • Place and compact backfill uniformly on both sides of the pipe. • Do not place backfill containing cobbles or boulders (particles larger than 3 inches) adjacent to the utility walls. 6.4 Uplift of Utilities Utilities installed at or below groundwater should be evaluated for uplift caused by buoy- ancy of the utility. A factor of safety against uplift is defined as the weight of a manhole or utility divided by upward hydrostatic pressures and should be greater than one. The factor of safety assumes that side friction on the utility is not considered. The weight of the manhole or utility includes its self -weight plus any soil directly above it. If a base flange is used that extends out horizontally beyond and are structurally connected to the manhole then the soil directly above the flange can also be used for self -weight. Soil densities of 125 pcf and 62 pcf can be used for soil above and below groundwater, respectively. Buoyant pressures acting on the utility can be estimated as the unit weight of water (62.4 pcf) multiplied by the depth of the base of the utility below groundwater. Groundwater levels to be considered for the uplift evaluation of utilities will depend on where they are located on the site. Three recom- mended groundwater level zones for the purposes of utility uplift calculations are shown on Figure 1. Groundwater elevations (NAVD88) of +29 feet, + 27 feet, and + 25 feet are recom- mended for zones 1, 2, and 3, respectively. Project No: 107 15 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC 7 DIEWATERING Based on our review of project plans, we expect excavations for the VM building inspection pits, demolition and backfilling of the existing stormwater detention pond, and various util- ity and detention vaults around the site will occur below groundwater and in areas with localized seepage. Based on our understanding of the subsurface conditions, we assume that a combination of dewatering wells and/or sumps and pumps could be used to manage groundwater inflow in these excavations. The dewatering system components will depend on the time of year dewatering is performed and the means and methods of the contractor. We make the following recommendations: • Pumped groundwater will likely need to be stored temporarily in above ground tanks so that suspended solids can settle out and be removed before pumping the water to the storm drains. ■ Dewatering of excavations will lower the groundwater levels outside the extents of the excavations. Construction requiring dewatering should be performed and com- pleted prior to construction of footings and walls within the dewatering system's area of influence where groundwater will be lowered. ■ The contractor should take care to not change the natural groundwater levels around existing or new structures to reduce the potential of inducing dewatering related set- tlements. • The contractor should be required to hire a professional civil engineer or licensed hy- drogeologist to develop a dewatering design based on the contractor's planned sched- ule and methods of excavation. The design should be submitted to Clarity Engineer- ing for review and should include a description of the system, materials, and equip- ment to be used. • Clarity Engineering should review the contractor's dewatering plan before commenc- ing with dewatering and excavation below groundwater. • Clarity Engineering should be on -site during implementation of the dewatering sys- tem. Additional information for specific locations of the project site are provided below. Project No: 107 16 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC 7.1 VM Building Inspection Pits For construction dewatering purposes of the VM Building inspection pits, the excavations will require excavations up to 3 feet below the groundwater level. Local excavations for sump pits and utilities will require excavations up to 6 feet below the groundwater level. Shallow excavations above the groundwater level may also encounter localized seepage. To assess groundwater infiltration behavior near these pits, after excavation of TP-5 to a depth of 9 feet bgs (elevation 20 feet), we allowed groundwater to infiltrate into the test pit. The test pit horizontal dimensions were approximately 2 feet by 3.5 feet. The water level in the test pit was observed using a measuring tape -and is summarized in Table 5. Table 5: Summary of Observed Water Levels in TP- 5 Depth to Water Elevation of Water Surface Elapsed Time in Feet in Feet in Minutes 9.0 20.0 0 8.5 20.5 4 8.0 21 17 7.5 21.5 28 6.9 22.1 48 Groundwater initially encountered at 4 feet deep (elevation 25 feet) While the water level rose in TP-5, we observed caving of the vertical side walls where groundwater was flowing into the test pit through the side walls. The inflow rates into TP-5 are dependent on the geometry of the test pit, soils encountered, and groundwater levels at the time the test pit was excavated. These observations will differ from those experienced during construction as infiltration rates into an excavation will depend on the geometry of the excavation, accumulated rainfall, actual soil and groundwater conditions encountered at the time of construction. For these reasons, the observed rates should not be used directly as expected rates of groundwater inflow of a larger excavation to be completed during construc- tion. 7.2 Detention Pond Demolition and Backfilling Demolition of the detention pond will require removal of stormwater from the pond and excavation of pond infrastructure and accumulated sediments. Given our understanding of the bottom of the pond elevation earthwork will need to take place approximately 4 feet Project No: 107 17 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC below observed groundwater levels. Depending on the weather season this work is per- formed in, groundwater may be higher and local seeps may be encountered. 8 SURFACE WATER INFILTRATION CHARACTERISTICS Pilot Infiltration Tests (PITs) were performed to assess infiltration behavior at the site and are described in Section 2.4-Small Pilot Infiltration Tests. In addition, we estimated infiltration characteristics of the near surface soils based on grain -size tests performed on samples col- lected from the borehole explorations. Our evaluation of the subsurface infiltration charac- teristics is based on the Department of Ecology's 2014 Stormwater Management Manual for Western Washington (SMMWW). This manual was used to evaluate short -terra infiltration rates for the soils tested. Correction factors to address uncertainties associated with variabil- ity in the subsurface soils and the amount of siltation and bio-build-up that could occur over the design life of the facility were applied to these short-term infiltration rates to calculate a long-term design infiltration rate. The SMMWW requires the base of all infiltration systems to be at least 5 feet above the seasonal high groundwater level, bedrock, or other low perme- ability layer. Per the SMMWW, this separation may be reduced to 3 feet if a ground water mounding analysis, volumetric receptor capacity, and the design of the overflow and/or by- pass structures are judged by the site professional to be adequate to prevent overtopping and meet design goals. 8.1 VM Building and Western Project Boundary For the area around the VM building including the western boundary of the site we recom- mend no infiltration. This is based on the high groundwater level to the south and the rela- tively impermeable layers encountered at about 3 to 4 feet deep along the remainder of the boundary. Some infiltration may occur for shallow facilities one to two feet deep, however given the separation distance to the impermeable soils and shallow groundwater level, the rates may be small. Thus, facilities in this area should be designed with an underdrain that can accommodate all water introduced to the facility. Additional field tests and engineering including a groundwater mounding analysis would be required to determine allowable infiltration in these shallow soils. Based on discussions with the project team, limited opportunities to infiltrate, and likely low infiltration rates, these additional tests and analyses will not be pursued further. Project No: 107 18 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC 8.2 OPS Building and West Project Boundary For the area around the OPS building including the eastem boundary of the site we recom- mend design infiltration rates of 0.5 to 1 inch per hour. These rates include the following correction factors; Ftesting=0.5, Fplugging=0.8, and Fgeometry=0.3 estimated from 4D/W + 0.05, where D=distance from the bottom of the proposed facility to either the maximum wet -season water table or seven feet, and W=width of facility. Corrections factors are applied by multiplying the measured infiltration rate by each factor. As discussed in Section 2.5.2, groundwater lev- els may occur as high as 6 feet below the ground surface based on the current groundwater level and historic fluctuations measured in the 1970's at the King County South Base facility to the north. Given the high groundwater levels, the base of infiltrating facilities should be located no lower than one foot deep. Deeper infiltration facilities will require a groundwater mounding analysis to be performed and additional consideration of the influence of the ex- isting Sound Transit :infiltration facilities. 8.3 GROUNDWATER MOUNDING Groundwater mounding is an upward and outward expansion of the free water table, which results from a surface recharge method. Mounding can alter groundwater flow; however, the effects are often localized and may be temporary,, depending on the frequency and duration of the surface recharge events. The 2014 SMMWW requires a groundwater mounding anal- ysis for projects where runoff from more than orte acre will be infiltrated, or where it is de- sired to reduce the vertical separation between the bottom of the facility and the groundwater level to 3 feet. A groundwater mounding analysis was not in our scope of services. Clarity Engineering should be consulted if the above criteria are met and a mounding analysis be- comes necessary. 9 PAVEMENT SECTIONS We understand that two new pavement sections have been designed Tetra Tech for this site. The first section consists of 8 inches of hot -mix asphalt (HMA) placed over 4 inches of crushed surface base course (CSBC) to accommodate heavily traveled portions of the site with an es- timated 300,000 to 600,000 equivalent single axle loads (ESALS). The second section consists of 6 inches of HMA placed over 4 inches of CSBC. The design life for the pavement sections is 5 to 10 years. To evaluate these pavement sections for the subsurface conditions at the site Project No: 107 19 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC a bulk sample was collected from TP-4 so that a California Bearing Ratio (CBR) test could be performed. The results of this are presented in Appendix B: Geotechnical Laboratory Testing. The CBR measured in the test was 15 to 20 and is consistent with the subgrade soils encoun- tered in our explorations that are prepared according to Section 10 Earthwork. We performed an AASHTO flexible pavement analysis based on the provided pavement sections, traffic loadings, design life, and observed subsurface conditions. The results of this evaluation in- dicate the pavement section has an adequate structural number. Pavement sections should be placed on prepared subgrade and described in Section 10 Earth- work. 10 EARTHWORK 10.1 Subgrade Preparation Subgrade preparation for the new facilities should begin with the removal (stripping) of all deleterious matter, organic matter, asphalt, concrete, and existing structures. Given the var- iability of subsurface conditions, additional subgrade preparation will vary based on the pro- posed structure locations. 10.1.1 VM Building Footings The subsurface conditions near the proposed VM building location indicate dense to very dense native sands within a few feet of the existing ground surface. Given the bearing pres- sures of 8 ksf recommended for this area, the footings subgrade should be prepared such that the footings are founded on undisturbed, dense to very dense native sand. This may require localized overexcavation of fill and other soils disturbed by demolition or construction activ- ities. The contractor should consider the use of rat slabs of concrete or controlled density fill (CDF) to preserve the bearing conditions of the native sand. The footing excavations should also be maintained in state where surface water and groundwater are not allowed to flow into the excavation and pond on the footing subgrade. Footing excavations that require over - excavation to expose the bearing soils may be backfilled with CDF up to the base of footing elevation. In this case the CDF backfill should have a width equal to the footing width plus twice the overexcavation depth and be centered on the footing location. For footings Project No: 107 20 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC designed for the lower 3 ksf bearing pressures,, preparation of the subgrade should be based on recommendations in Sections 10.1.3 Slabs -on -Grade and Pavement and 10.2 Structural Fill. Demolition, excavation, and construction will occur below groundwater levels and levels where perched groundwater seepage could occur. Refer to Section 7 Dewatering for addi- tional details and recommendations. 10.1.20PS Building A stormwater detention pond is currently present at the proposed location OPS Building. We understand the detention pond's infrastructure includes concrete, rip -rap, liner, organic material, and other physical features will be demolished and removed. We anticipate the demolition will expose undocumented fill placed during the backfilling of the quarry site and past development at the site. The excavation created by the detention pond demolition should be backfilled with structural fill, as described in Sections 10.1.3 Slabs -on -Grade and Pavement and 10.2 Structural Fill, prior to the placement of slabs -on -grade and building foot- ings. Demolition, excavation, and construction will occur below groundwater levels and levels where perched groundwater seepage could occur. Refer to Section 7 Dewatering for addi- tional details and recommendations. 10.1.3SIabs-on-Grade and Pavement Exposed subgrade for slabs -on -grade should be observed and evaluated by Clarity Engineer- ing. For mat foundation areas, this evaluation should be performed by proof -rolling the ex- posed subgrade with a fully loaded dump truck. Where truck access is restricted, the sub - grade should be evaluated by probing the soil with a steel T-probe. Soft/loose soils identified during subgrade preparation should be compacted to a firm and unyielding condition or over -excavated and replaced with structural fill., as described in Section 10.2, Structural Fill. If the subgrade requires additional filling to meet design elevations, then structural fill should be used above the proof -rolled or T-probed subgrade. Excavations made during demolition and construction, for example to remove underground storage tanks, utilities, or existing foundations, should be backfilled with Structural Fill per Section 10.2 Structural! Fill. Project No: 107 21 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC 10.2 Structural Fill Structural fill will be required in areas where the site grade must be raised to proposed slab and footing elevations. Structural fill should meet the gradation requirements of Type 17 material in Section 9-03.16, Mineral Aggregate Chart in the City of Seattle Standard Specifi- cations or equivalent. We estimate that some of the on -site material may be suitable for re- use as structural fill. Some of the excavated fill and native deposits could be silty and above optimum moisture content, and thus may be unsuitable for re -use as structural fill unless it is moisture conditioned to within 3 percent of the optimum moisture content. Depending on the project schedule, area available for moisture conditioning, and the time of year when construction is planned, moisture conditioning may be very difficult or not feasible. If mois- ture conditioning is required and not feasible, material that meets the criteria should be im- ported. Clarity Engineering should evaluate the use of on -site material or any proposed im- ported materials or on -site soils for suitability as structural fill. The Contractor is responsible for protecting stockpiled material from becoming unsuitable while it is on site. Structural fill should be placed in uniform lifts and compacted to at least 95 percent of the Modified Proctor maximum dry density (ASTM International [ASTM] Designation: D 1557). For structural fill placed more than two feet below mat slab elevations should be compacted to at ].east 90 percent of the Modified Proctor maximum dry density. The thickness of soil layers before compaction should not exceed 10 inches for heavy equipment compactors and 6 inches for hand -operated mechanical compactors. The most appropriate lift thickness should be determined in the field using the contractor's selected equipment and fill and ver- ified with in -situ soil density testing. All compacted surfaces should be sloped to drain to prevent ponding. Structural fill operations should be observed and evaluated by Clarity En- gineering. 10.3 Wet Weather Considerations If earthwork is to be performed or fill is to be placed in wet weather or under wet conditions when control of soil moisture content is not possible, the following recommendations should apply and be incorporated into the contract specifications: • The ground surface in and surrounding the construction area should be sloped as much as practical to promote runoff of precipitation away from work areas and to prevent ponding of water. Project No: 107 22 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC ■ Work areas or slopes should be covered with plastic. The use of sloping, ditching, sumps, dewatering, and other measures should be employed as necessary to permit proper completion of the work. • Earthwork should be accomplished in small sections to reduce exposure to wet con- ditions. That is, each section should be small enough so that the removal of unsuitable soils and placement and compaction of clean structural fill could be accomplished on the same day. The size of construction equipment may have to be limited to prevent soil disturbance. It may be necessary to excavate soils with a backhoe, or equivalent, located so that equipment does not pass over the excavated area. Thus, subgrade dis- turbance caused by equipment traffic would be reduced. ■ Fill material should consist of clean, well -graded, pit -run sand and gravel soils, of which not more than 5 percent fines by dry weight passes the No. 200 mesh sieve, based on wet sieving the fraction passing the 3/4-inch mesh sieve. The gravel content should range from between 20 and 50 percent retained on a No. 4 mesh sieve. The fines should be nonplastic. • No soil should be left uncompacted and exposed to moisture. A smooth -drum vibra- tory roller, or equivalent, should roll the surface to seal out as much water as practical. • In -place soil or fill soil that becomes wet and unstable and/or too wet to suitably com- pact should be removed and replaced with clean, granular soil (see gradation require- ments above). ■ Excavation and placement of structural fill material should be observed on a full-time basis by Clarity Engineering. • Grading and earthwork should not be performed during periods of heavy, continuous rainfall that prevents compaction requirernents from being met. 10.4 Temporary Slopes All shoring and excavation work (and all project work) should be accomplished in compli- ance with applicable local, state, and federal safety codes. The contractor should be made responsible for meeting these codes, the stability of all temporary cuts and slopes, and control of all surface and groundwater encountered during construction. We anticipate that excavations can be accomplished with conventional excavating equip- ment, such as a dozer or track hoe. For planning purposes, vertical cuts up to 4 feet may be Project No: 107 23 KC Interim South Base - Geotechnical Report_revl.dooc Clarity Engineering LLC attempted vertically in unsaturated soil, if there are no indications of side wall instability. However, vertical cuts should not be made near property boundaries, or existing utilities and structures. For cuts greater than 4 feet, temporary unsupported, open -cut slopes should be no steeper than 1.5H:1V above groundwater and 2H:1V below natural groundwater levels. Exposed cut slopes may need to be protected with a waterproof covering during periods of wet weather to reduce sloughing and erosion. Ditching sumps, trench drains, and other measures may need to be used as necessary to permit proper completion of the work. Surface water should not be allowed to flow into excavations. 11 SITE DRAINAGE CONSIDERATIONS Site grading should be planned to transmit water away from buildings and slabs. Perimeter, sub -slab, and footing drains should be used for the buildings and hydraulically connected to drain the capillary break layer. These drains should consist of 4-inch diameter perforated pipe wrapped in filter fabric and placed on a bed of and surrounded by 6 inches of clean free - draining sand and gravel. Roof drains and pavement drainage should not be tied into footing drains. 12 ADDITIONAL SERVICES The conclusions and recommendations presented in this report assume that Clarity Engineer- ing will continue to be consulted to perform the following services that are included in our current contractual scope of services: • Collect VWP measurements of groundwater levels through the end of Spring 2019 and/or end of construction if possible. ■ Review and modify recommendations as additional information and site data become available. • Review the final project plans and specifications to evaluate the implementation of our design recommendations. • Review of contractor's requests for information. ■ Review of the contractor's geotechnical and dewatering submittals. • Observe geotechnical construction activities including the preparation of foundation subgrade, slabs -on -grade subgrade, excavation of infiltration facilities, demolition of Project No: 107 24 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC existing building foundations, dewatering, placement of structural backfill, among other activities to evaluate the conditions observed during construction relative to those assumed in this report. Project No: 107 25 KC Interim South Base - Geotechnical Report_revl.dooc Clarity Engineering LLC 13 REFERENCES ASTM International (2012). American Society of Testing Materials Annual Book of Standards, Vol. 4.08, West Conshohocken, PA. Boulanger, R. W.; and I. M. Idriss. 2014. "CPT and SPT Based Liquefaction Triggering Proce- dures." Rep. No. UCD/CGM-14 1. Cole, Bert L., and Fraser, Don L., 1969, Geology and Mineral Resources of King County, Washington, Bulletin No 63., Division of Mines and Geology — State of Washington Depart- ment of Natural Resources. King County Surface Water Design Manual, 2016 Petersen, Mark D., Frankel, Arthur D., Harmsen, Stephen C., Mueller, Charles S., Haller, Kathleen M., Wheeler, Russell L., Wesson, Robert L., Zeng, Yuehua, Boyd, Oliver S., Perkins, David. M., Luco, Nicolas, Field, Edward H., Wills, Chris J., and Rukstales, Kenneth S., 2008, Documentation for the 2008 Update of the United States National Seismic Hazard Maps: U.S. Geological Survey Open -File Report 2008-1128, 61 p. Seattle Building Code, 2015 Troost, K.G., Booth, D.B., Wisher, A.P., and Shimel, S.A., 2005, The geologic map of Seattle — a progress report: U. S. Geological Survey open file report 2005-1252, scale 1:24,000 Waldron, Howard, H., 1962, Geologic map of the Des Moines Quadrangle, Washington, U.S. Geological Survey, scale 1:24,000 Project No: 107 26 KC Interim South Base - Geotechnical Report_revl.docx C:\Users\MattGibson\OD_CELLC\ClaritvEngineerixLLC\CELLC-Pro'ects\107KCTransitBasepansion\TaskOrderl-SouthBaseExpansion\Draffing\KC Sitemap.dwg March 20, 2019 n O5. 0 rD gLO n p PC N 0 C� z~ z co m ro fu — [ ro r ` 0.-t e po 07 ,` 0 Cd p rri ON 1a rt � OA1 �`C s 14 rfa, O nUQ ' / . ,..,.......,• .+\ r IJ,a�I II I I I1 -J ' • O < U] 66S 'ON 31f108 31V1S Ground Surface CMW_4� (sauaur) uone4idD 1d . I . I c7 co N 7M N O N N N N CO cld N Q ■ �rnH ,wN� 11 11 0 0 Q 0 O O • bt H • ' � � S UO o H F�T�1 L w a-+ cn a,N N N ,.f. Lf) N Q -0 m LC) .-. +-' CO Q N O 1 ( 0 > •.V. 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The locations of both the recent and applicable existing explorations are shown on Figure 1— Site Vicinity Map and Exploration Plan in the main text of this report. A-2 BORINGS The explorations boreholes, designated MW-1, B-2, B-3, and MW-4, were drilled by Holt Ser- vices of Edgewood, Washington, under subcontract to Clarity Engineering, from September 4 through 6, 2018. The borings were drilled using a B-52 truck -mounted rig. Borings MW-1, B-3, and MW-4 were drilled using mud -rotary drilling techniques. Boring B-2 was drilled using hollow -stem auger techniques so that groundwater during drilling could be observed. Boring depths ranged from 25.5 to 30.5 feet below the existing ground surface. Washington one -call was contacted with at least 48 hours of notice prior to commencing bor- ing activities. Given numerous underground utilities at the site, we subcontracted with APS Locate Services to surface locate potentialutilities with the area of exploration. The soils encountered in the borings were classified in general accordance with the Unified Soil Classification System, as described in Figure A-1. The logs of the borings are after this figure. A-3 INSITU TESTING Standard Penetration Tests (SPTs) were generally performed in the borings at 2.5-foot inter- vals in the upper 20 feet and at 5-foot intervals thereafter. A near surface grab soil sample was collected from boring B-2. The SPT tests were performed in general accordance with ASTM International (ASTM) Designation: D1586, Standard Method for Penetration Test and Split -Barrel Sampling of Soils. The SPT consists of driving a 2-inch outside -diameter split - spoon sampler a total distance of 18 inches into the bottom of the boring with a 140-pound hammer falling 30 inches. The number of blows required to cause the last 12 inches of pene- tration is termed the Standard Penetration Resistance (N value). When penetration re- sistances exceed 50 blows for 6 inches or less of penetration, the test is terminated, and the Project No: 107 A-1 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC number of blows and the corresponding penetration are recorded. The N-values were rec- orded by a representative from our firm and are noted and plotted on the log of the boring. The N-values provide a means for evaluating the relative consistency (stiffness) of cohesive soils and the relative compactness or density of cohesionless (granular) soils. A more detailed description of the N-values and how they relate to soil characteristics is presented in Figure A-1. The split -spoon sampler used during the penetration testing recovers a disturbed sample of the soil. Recovered samples were classified in the field and recorded on the logs by our field representative, sealed in jars, and submitted for laboratory testing. Laboratory testing was later performed on selected samples; the results of the testing are presented in Appendix B: In general, after each boring was completed, the bore hole was filled with bentonite chips, and the ground surface was restored to its pre-existing elevation. Restoration consisted of either a concrete patch or a flush -mounted well monument. Groundwater pressure monitoring instruments, vibrating wire piezometers, were installed in borings MW-1 and MW-2 at depths indicated on the boring logs. The surface of these boring was completed with a flush -mounted well monument head, cemented into place. A battery -operated data logging device was attached to the instrument wires and placed in the monument casing to allow for daily groundwater pressures to be recorded. The recorded groundwater pressures were used to calculate the groundwater piezometric level at the ex- ploration location. A-4 TEST PITS Shallow subsurface conditions and small pilot infiltration tests were evaluated using test pit excavations. The locations of the test pits are shown on cable existing explorations are shown on Figure 1— Site Vicinity Map and Exploration Plan. The test pits were excavated using a rubber -tracked mini -excavator operated by Northwest Excavating & Trucking Co, Inc. sub- contracted to. Clarity Engineering. The test pits depths ranged from 3.5 to 9 feet and they were backfilled using the materials excavated. A Clarity Engineering representative ob- served and logged the test pits, retrieved representative grab samples, and prepared descrip- tive test pit logs. The logs of the test pits are presented in this Appendix. Project No: 107 A-2 KC Interim South Base - Geotechnical Report_revl.docx UNIFIED SOIL CLASSIFICATION SYSTEM - ASTM D2488 MAJOR DIVISION GROUP LETTER GROUP NAME SYMBOL SYMBOL COARSE GRAINED SOILS CONTAINS LESS THAN 50% FINES+;T GRAVED_ AND GRAVELLYVGRAVELLYo::• SOILS MORE THAN 50% OF COARSE FRACTION RETAINED ON —TAT._ GRAVEL WITH < 5%FINES ' ' •$ Ail• GW Well -graded GRAVEL •, : :n. .-�� • 01 � V U ���o GW WeII-graded GRAVEL WITH SAND GP Poorly graded GRAVEL ot:�)iNo : * `9'0• : �:.:.: :.� GP Poorly graded GRAVEL WITH SAND GRAVEL WITH BETWEEN 5% AND 15% FINES • ''• • GW-GM Well -graded GRAVEL WITH SILT J�y :Iv Or GW-GC WeII-graded GRAVEL WITH CLAY , : GP -GM Poorly graded GRAVEL WITH SILT NO. 4 SIEVE 3 o j P GP -GC Poorly graded GRAVEL WITH CLAY GRAVEL WITH > 15% FINES °' r ° C GM SILTY GRAVEL `p°j �, � GC CLAYEY GRAVEL SAND AND SANDY SOILS MORE THAN 50% OF COARSE FRACTION7 PASSING ON SAND WITH < 5% FINES SW WeII-graded SAND 6.: ::::;::E SW WeII-graded SAND WITH GRAVEL SP Poorly graded SAND oo' .. •. :: f SP Poorly graded SAND WITH GRAVEL SAND WITH BETWEEN 5%• AND 15% FINES , ::: •.• • f: ;• SW-SM WeII-graded SAND WITH SILT • :�:: SW -SC Well -graded SAND WITH CLAY NO. 4 SIEVE :.'•`:f:' :: SP-SM Poorly graded SAND WITH SILT .:.: SP-SC Poorly graded SAND WITH CLAY SAND WITH > 15% FINES SM SILTY SAND r SC CLAYEY SAND FINE GRAINEDSILT SOILS CONTAINS MORE THAN 50% FINES AND CLAY LIQUID LIMIT LESS THAN 50 ML Inorganic SILT, low plasticity ML Inorganic SILT WITH SAND, low plasticity // j CL Lean inorganic CLAY, low plasticity . • • . . CL Lean inorganic CLAY WITH SAND, low plasticity = _ = — — -- OL ORGANIC SILT, low plasticity LIQUID LIMIT GREATER MH Elastic inorganic SILT, moderate to high plasticity CH Fat inorganic CLAY, moderate to high plasticity THAN 50 IV 11, �^ OH ORGANIC SILT or CLAY, moderate to high plasticity HIGHLY ORGANIIC SOILS Pt 11" re PT PEAT soils with high organic contents TOPSOIL TP TOPSOIL NOTES: 1) Sample descriptions are based on visual field and labora ory observations using classification methods of ASTM D2488. Where laboratory data are available, classifications are in accordance with ASTM D2487. 2) Solid lines between soil desaiptions indicate change in interpreted geologic unit. Dashed lines indicate stratigraphic change within the unit. 3) Fines are material passing the U.S. Std. #200 Sieve. FIGURE A-1 (Sheet 1 of 2) BORING LOG KEY : SAMPLING METHOD LABORATORY TEST m 111 0 2-inch OD SPT Split Spoon Sample with 140-Ib hammer falling 30 inches (ASTM D1586). No Recovery. Shelby Tube Sample (ASTM D1587). 3-inch OD Split Spoon Sample (California Sampler) with 300-Ib hammer falling 30-inches. Grab Sample (GB). Non Standard (As noted on log). Core Run. COMPONENT DEFINITIONS COMPONENT SIZE RANGE Boulders Larger than 12 in Cobbles 3 in to 12 in Gravel 3 in to No. 4 (4.75 mm) Coarse gravel 3 in to 3/4 in Fine gravel 3/4 in to No. 4 (4.75 mm) Sand No. 4 (4.75 mm) to No. 200 (0.075 mm) Coarse Sand No. 4.(4.75 mm) to No. 10 (2.00 mm) Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm) Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm) Silt and Clay Smaller than No. 200 (0.075 mm) AL FC GSD ENV SG MD C UCS Perm PP TV DS 0 Atterberg Limits Fines Content Grain Size Distribution (Sieve and/or Hydrometer) Environmental Testing Specific Gravity Moisture Density Relationship Consolidation Unconfined Compression Strength Hydraulic Conductivity Test Pocket Penetrometer Torvane Direct Shear Organic COMPONENT PROPORTIONS DESCRIPTIVE TERMS RANGE OF PROPORTION Trace Few Some Less than 5% 5-15% 15-30% MOISTURE CONTENT DRY Absence of moisture, dusty, dry to the touch MOIST No visible water, near optimum moisture content. WET Visible free water,usually soil is below water table. SATURATED Water content prevents soil from retaining structure. RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N - VALUE COHESIONLESS SOILS COHESIVE SOILS Density N (blows/ft) Approximate Relative Density Consistency N (blows/ft) Approximate Undrained Shear Strength (psf) Very Loose Loose Medium Dense Dense Very Dense 0 to 4 4 to 10 10 to 30 30 to 50 over 50 0 - 15 15 - 35 35 - 65 65 - 85 85 - 100 Very Soft Soft Medium Stiff Stiff Very Stiff Hard i 0 to 2 2 to 4 4 to 8 8 to 15 15 to 30 over 30 < 250 250 - 500 500 - 1000 1000 - 2000 2000 - 4000 > 4000 SOIL STRATIFICATION AND STRUCTURE VWP Groundwater level 8 dal g measured Groundwater at time of drilling (ATD) Groundwater 2 Level And o Date Measured g PIEZOMETERS ment Seal ntonite :lank Casing ilter Pack Screened Casing Vibrating Wire Piezometer and Number STRATA DESCRIPTION STRUCTURE DESCRIPTION Parting Seam Layer Pockets Occasional Scattered Numerous Less than 1/16 inch thick 1/16 to 1/2 inch thick 1/2 to 12 inch thick Inclusions < 1 inch thick < 1 occurrence per foot > 1, < 10 occurrence per foot > 10 occurrances per foot Laminated Stratified Fissured Slickensided Blocky Lensed Homogenous Dilatent Alternating layers of varying material or color with layers less than 1/4 inch thick; note thickness Altemating layers of varying material or color with layers > or = 1/4 inch thick; note thickness Breaks along definite planes of fracture with little resistance to fracturing Fracture planes appear polished or glossy, sometimes striated Cohesive soil that can be broken down into small angular lumps which resist further breakdown Inclusion of small pockets of different soils such as small lenses of sand scattered through a mass of clay, note thickness Same color throughout Water appears quickly on the surface of the specimen during shaking and disappears quickly upon squeezing FIGURE A-1 (Sheet 2 of 2) 0 z o_ x W u, x 0 cc 0 0 ce z 0 0 z o_ 1— (-) w ce a_ 0 0 0 w 0 1- z 1- x m WELL NUMBER MW-1 PAGE 1 OF 1 CLIENT Tetra Tech Inc. PROJECT NAME King County South Interim Base PROJECT NUMBER 107 PROJECT LOCATION Tukwila, Washington DATE STARTED 9/5/18 COMPLETED 9/5/18 GROUND ELEVATION 28 ft NAVD88 HOLE SIZE 8 inches DRILLING CONTRACTOR Holt Services DRILLING METHOD Mud Rotary LOGGED BY MDG GROUND WATER LEVELS: AT TIME OF DRILLING --- CHECKED BY CLG AT END OF DRILLING -- NOTES AFTER DRILLING -- a U SPT S-1 RECOVERY 100 10-10-11 (21) TESTS MC=11% SPT S-2 89 22-29-45 (74) MC=11% SPT S-3 89 15-28-37 (65) MC=9% = - 10 = T = ▪ 12 = = - 11 SPT S-4 = • 13 /I SPT 14 S-5 = 15 = 15-18-23 (41) 100 11-26-30 (56) MC=9% u) U ui = Ur as Q 0 �n4 ` Asphalt SM GM 5.5 DU o r\o )aI) DO o Do 0 "� 1:3 D Do C )a� o \° 14.5 MATERIAL DESCRIPTION (SM) Medium dense, gray -brown, fine poorly graded silty Sand with fine gravel, moist [FILL] (GM) Very dense, gray -brown, silty Gravel with fine to medium sand, moist [FILL] 22.5 13.5 16 SPT S-6 100 12-14-16 (30) MC = 17% = 17 = = • 18 = = 19 = _20_ = 21 SPT S-8 13-16-19 (35) =22= =23= =24= =25= = 26 = 27 SPT S-9 100 7-7-9 (16) MC = 18% =28= =29= =30= SPT S-11 ( 100 % 50/2 ML 27.0 (ML) Medium dense to dense, gray -brown, sandy Silt, wet, scattered gray silt partings [FILL] 1.0 30.2 Very dense, blue -gray, Sandstone WELL DIAGRAM Casio. To -2.2 Elev. 28 (ft) VWP Bottom of borehole at 30.2 feet. cc w Z w X w a i 1- 0 co CZ w 0 0 CC 0, z 0 0, z X w m 0, z 0 0 U w 0 0. a Csl m 1 0 0 5 0 0) m w z Z 0 BORING NUMBER B-2 PAGE 1 OF 1 CLIENT Tetra Tech Inc. PROJECT NAME King County South Interim Base _PROJECT NUMBER 107 PROJECT LOCATION Tukwila, Washington DATE STARTED 9/6/18 -COMPLETED 9/6/18 GROUND ELEVATION 28 ft NAVD88 HOLE SIZE 8 inches DRILLING CONTRACTOR Holt Services GROUND WATER LEVELS: V AT TIME OF DRILLING 14.50 ft / Elev 13.50 ft DRILLING METHOD Hollow Stem Auger LOGGED BY MDG CHECKED BY CLG AT END OF DRILLING -- NOTES AFTER DRILLING -- W 0 GB S-1 SPT S-2 RECOVERY 100 67 8-18-18 (36) SPT S-3 56 15-17-16 (33) 9 SPT S-4 = 10 = 83 17-23-26 (49) 11 12 SPT S-5 89 11-22-21 (43) = 13 VSPT = 14 S-6 = - 15 89 13-23-15 (38) • 16 jr1 SPT S7 = 17 - ▪ 7. = 18 = 19 =- 20= 89 13-9-11 (20) = 21 = 22 SPT S-8 89 6-8-13 (21) =23= =24= =25= - 26WSPT S-9 =27= 89 14-17-17 (34) 0 ui SM ML U_ (D 0 o: MATERIAL DESCRIPTION !,n s 1 Asphalt (SM) Medium dense to very dense, gray -brown, silty Sand with fine gravel, moist [FILL] 977, sand tense with water in pores 14.0 14.0 SL (ML) Medium dense to dense, gray -brown, sandy Silt, wet [FILL] gravel size basalt fragments in sample gravel size basalt fragments in sample 27.0 1.o SPT S-10 50/3" tts.0 No recovery, drilling action indicates sandstone "—MY Bottom of borehole at 27.6 feet. BORING NUMBER B-3 PAGE 1 OF 1 CLIENT Tetra Tech Inc. PROJECT NAME King County South Interim Base PROJECT NUMBER 107 PROJECT LOCATION Tukwila, Washington DATE STARTED 9/4/18 COMPLETED 9/4/18 GROUND ELEVATION 27.5 ft NAVD88 HOLE SIZE 8 inches DRILLING CONTRACTOR Holt Services GROUND WATER LEVELS: DRILLING METHOD Mud Rotary AT TIME OF DRILLING -- LOGGED BY MDG CHECKED BY CLG AT END OF DRILLING NOTES AFTER DRILLING -- w > row w m w o _j• > Q W 0 2z 0U moz co 0 = 1 = TESTS SPT S-1 83 20-32-50 (82) MC = 9% FE 7 = 8 9= 9 = 0-10= SPT S-2 60 53-50/4" MC = 10% 0-i Y = 11 a= z=12= o- - F0 z a X SPT S-3 60 47-50/4" MC=11% SPT S-4 67 20-31-26 (57) MC = 19% 13 1111 SPT 14 S-5 100 26-43-56 (99) MC = 17% n= 15 = - = 16 SPT S-6 a- 17= Y= 18 n = o 19 = IE)E 20 - SPT 21 S-7, =22= CO 10 0 a 0, 0 GENERAL BH / TP / WELL - GINT S 23= 24 7. 100 45-50/3" MC = 19% 100 50 MC = 17% U vi GM ML U =0 oa J MATERIAL DESCRIPTION Asphalt (GM) Very dense, gray, well -graded Gravel with sand, moist to wet [FILL] (ML) Very dense, gray, Silt with sand and few gravel, wet, weak to moderate cementation 77 2, 19.0 25= AriSPT 100 _ 50 MC = 19% 25.5 2.0 S-8 Bottom of borehole at 25.5 feet. CLIENT WELL NUMBER MW-4 E: PAGE 1 OF 1 Tetra Tech Inc. PROJECT NAME King County South Interim Base PROJECT NUMBER 107 PROJECT LOCATION Tukwila, Washington DATE STARTED 9/4/18 COMPLETED 9/4/18 GROUND ELEVATION 28.5 ft NAVD88 HOLE SIZE 8 inches DRILLING CONTRACTOR Holt Services GROUND WATER LEVELS: DRILLING METHOD Mud Rotary AT TIME OF DRILLING -- LOGGED BY MDG CHECKED BY CLG AT END OF DRILLING -- NOTES AFTER DRILLING -- DEPTH (ft) SAMPLE TYPE NUMBER RECOVERY % BLOW COUNTS (N VALUE) TESTS ui ci GRAPHIC LOG MATERIAL DESCRIPTION WELL Casino Top DIAGRAM Elev. 28.5 (ft) 1 SMi. �•,n :::; •` . .• • 3 r\ Asphalt 2A 9 / / ,\ . i • ; / / �`/ . / i `/ �� ‘ .. ��� / I . /% VWP �` (SP-SM) Very dense, gray, fine to medium Sand with silt and trace gravel, wet passional few gravel _ _ 2 _ SPT 100 16 �0 25 MC = 14% 4 1 _ 5 - 6 SPT S 100 20(2534,31 MC = 17% 89 16 5�)33 MC = 22% 9SP 3 ! 11 S 100 2a78�7 MC = 19% 4 - 12 - 13 SPT 100 26-33-34 (67) _ MC - 13% = 14 S-5 = 16 7 ]SSP6 100 24765-41 MC = 20% SM •• .•; : (SW-SM) Very dense, gray, well -graded Sand with silt and few gravel, wet grades with trace gravel 31.0 -2.5 = 17 - 20 = 21 SPT 100 25 68 36 MC = 11% S-7 -22_ 23 24 _- -25- = 26 SPT 100 25-41-47 (88) MC = 16% S 8 27_ _ =28= 29_ = 30 = 31 S 9 103 50 6a MC = 18% Bottom of borehole at 31.5 feet. TEST PIT NUMBER TP-1 PAGE 1 OF 1 CLIENT Tetra Tech Inc. PROJECT NAME King County South Interim Base PROJECT NUMBER 107 PROJECT LOCATION Tukwila, Washington DATE STARTED 11/21/18 EXCAVATION CONTRACTOR EXCAVATION METHOD Mini Excavator LOGGED BY MDG CHECKED BY CLG COMPLETED 11/21/18 GROUND ELEVATION 27.7 ft NAVD88 TEST PIT SIZE feet Northwest Excavating GROUND WATER LEVELS: a AT TIME OF EXCAVATION 5.00 ft / Elev 22.70 ft (Mounded) AT END OF EXCAVATION -- NOTES AFTER EXCAVATION — 2 0- w 0 w 0 }CC I- W J 0- Z REMARKS 01 U_ 2 C7 o- 0 J 0 MATERIAL DESCRIPTION 1 = 2 = 3 = 4 = = 5 = = 6 = = 7 = = 8 = g GB 1 GB 2 GB 3 GB 4 GB 5 small pilot infiltration test SM SM SW GP o.6.0 (GP) gray -brown, Gravel; 1-2 inch gravel, some sand; wet [FILL] SW �U` GP t10 1.0 (SM) brown, silty Sand; moist [FILL] 26.7 2.0 (SM) dark brown, fine silty Sand; -moist [FILL] (SW) gray -brown, well -graded Sand; few gravel; moist, iron staining [FILL] 25.7 Q 5.5 - 22.2 (SW) gray -brown, medium to coarse Sand; few gravel; wet [FILL] 21.7 i 8.5 19.2 (GP) gray -brown, dense Gravel with sand; wet [FILL] 9.5 18.2 Bottom of test pit at 9.5 feet. 0 i. CIE cf:, , q:r: t-: CLIENT Tetra Tech Inc. PROJECT NUMBER 107 DATE STARTED 11 /21 /18 COMPLETED 11 /21 /18 EXCAVATION CONTRACTOR Northwest Excavating EXCAVATION METHOD Mini Excavator LOGGED BY MDG CHECKED BY CLG NOTES TEST PIT NUMBER TP-2 PAGE 1 OF 1 PROJECT NAME King County South Interim Base PROJECT LOCATION Tukwila, Washington GROUND ELEVATION 30.2 ft NAVD88 TEST PIT SIZE feet GROUND WATER LEVELS: AT TIME OF EXCAVATION -- AT END OF EXCAVATION — AFTER EXCAVATION -- I— wv 0 0 REMARKS v) 0 ui 20 Q_ <O MATERIAL DESCRIPTION = ▪ 1 = = 2 = = ▪ 3 = 0 GB 1 GB 2 pilot infiltration test, no infiltration observed GP GP oa C 3.0 0 (GP) brown, sandy Gravel; gravel up to 2 feet diameter, moist [FILL] (GP) gray -brown, sandy Gravel; iron staining, moist [FILL] 29.0 27.2 ML 3.5 (ML) gray, Silt with sand; few gravel; moderate cementation, moist i Bottom of test pit at 3.5 feet. 26.7 a CLIENT Tetra Tech Inc. PROJECT NUMBER 107 DATE STARTED 11/26/18 EXCAVATION CONTRACTOR EXCAVATION METHOD Mini LOGGED BY MDG NOTES COMPLETED 11/27/18 Northwest Excavating Excavator CHECKED BY CLG TEST PIT NUMBER TP-3 PAGE 1 OF 1 PROJECT NAME King County South Interim Base PROJECT LOCATION Tukwila, Washington GROUND ELEVATION 29.5 ft NAVD88 TEST PIT SIZE feet GROUND WATER LEVELS: Q AT TIME OF EXCAVATION 4..70 ft / Elev 24.80 ft AT END OF EXCAVATION -- AFTER EXCAVATION -- o- W w 0 r o' I- w w J z Q v) vi U a0 � U MATERIAL DESCRIPTION Y 1 o- 2 a- 3 - J LL= 4 = GB zo- - S-1 - z_ X= 6 = GB = S-2 n- 7 = Q_ m_ - 8 r- o —� S-3 m uJ w 0 0 m Z 0 rn x Z a w w w m Z F- O r 0 O w O a N M m_ N GB GP SM • '"'. A`- (SM) brown, silty, Sand; moist [FILL] :1.0 28.5 SM 1.5 SP- SM 3.0 (SM) brown, fine -medium silty Sand with gravel; moist [FILL] (SP-SM) dark brown, fine to medium, Sand with silt; few gravel, moist [FILL] 28.0 i 26.5 SP SP Q 5.5 (SP) gray -brown, fine to medium Sand; wet [FILL] 24.0 6.5 (SAP) dark brown, fine to medium Sand; wet [FILL] 23.0 SP • 7.0 (SP) brown, fine to medium Sand; wet [FILL] (\a 8.0 (GP) gray -brown, fine poorly graded Gravel with sand; wet [FILL] Bottom of test pit at 8.0 feet. 22.5 i 21.5 CE CLIENT Tetra Tech Inc. PROJECT NUMBER 107 DATE STARTED 11/21/18 TEST PIT NUMBER TP-4 PAGE 1 OF 1 PROJECT NAME King County South Interim Base PROJECT LOCATION Tukwila, Washington COMPLETED 11/21/18 GROUND ELEVATION 29 ft NAVD88 TEST PIT SIZE feet EXCAVATION CONTRACTOR Northwest Excavating EXCAVATION METHOD Mini Excavator LOGGED BY MDG CHECKED BY NOTES CLG GROUND WATER LEVELS: AT TIME OF EXCAVATION 7.00 ft / Elev 22.00 ft AT END OF EXCAVATION -- AFTER EXCAVATION -- T a u 0 ui U (1) 0 10 o- 0 Q 0 MATERIAL DESCRIPTION 1 = 2 = = 3 = = 4 = = 5 = = 6 = = 7 = 8 GB SM Bulk GB SM S-1 SP- GB SM S-2 SP SP o1. (SM) brown, silty, Sand; moist [FILL] 1.0 28.0 l: 1.5 (SM) brown, fine -medium silty Sand with gravel; moist [FILL] 3.0 (SP-SM) dark -brown, fine to medium, Sand with silt; few gravel, moist [FILL] 27.5 i 26.0 GW GB SW S-3 (SP) dark -brown, medium Sand; moist [FILL] 4.5 24.5 5.0 (SP) gray, medium Sand; some gravel, moist [FILL] (GW) brown, sandy Gravel; moist [FILL] 7.3 Q (SW) gray -brown, fine to coarse Sand; few gravel, wet [FILL] 8.5 24.0 i 21.7 20.5 Bottom of test pit at 8.5 feet. CLIENT Tetra Tech Inc. TEST PIT NUMBER TP-5 PAGE 1 OF 1 PROJECT NAME King County South Interim Base PROJECT NUMBER 107 PROJECT LOCATION Tukwila Washington DATE STARTED 11/21/18 COMPLETED 11/21/18 GROUND ELEVATION 29 ft NAVD88 TEST PIT SIZE feet EXCAVATION CONTRACTOR Northwest Excavating GROUND WATER LEVELS: EXCAVATION METHOD Mini Excavator a AT TIME OF EXCAVATION 4.00 ft / Elev 25.00 ft LOGGED BY MDG CHECKED BY CLG AT END OF EXCAVATION -- NOTES AFTER EXCAVATION --- 0- W 0 0 u) U (1) 10 d O < 0 MATERIAL DESCRIPTION = ▪ 1 = = • 2 = = • 3 = = • 4 = = 5 = = 6 = = 7 = 8 = = 9 = S-1 S-2 S-3 SM 0 (SM) brown, silty, Sand; moist [FILL] 28.0 SM (SM) gray, silty Sand with gravel; moist, few asphalt pieces [FILL] 2.5 26.5 SP- SM (SP-SM) gray -brown, fine to medium Sand_with silt; moist a - wet 9.0 20.0 Bottom of test pit at 9.0 feet. C�- CLIENT Tetra Tech Inc. PROJECT NUMBER 107 DATE STARTED 11/26/18 COMPLETED 11/26/18 EXCAVATION CONTRACTOR Northwest Excavating EXCAVATION METHOD Mini Excavator LOGGED BY MDG CHECKED BY CLG TEST PIT NUMBER TP-6 PAGE 1 OF 1 PROJECT NAME King County South Interim Base PROJECT LOCATION Tukwila, Washington GROUND ELEVATION 27 ft NAVD88 TEST PIT SIZE feet GROUND WATER LEVELS: AT TIME OF EXCAVATION -- AT END OF EXCAVATION -- NOTES AFTER EXCAVATION -- 2 H o- W 0 0 1 2 3 = 7. = 4 = = 5 = = 6 = = 7 E. = 8 = = 9 = GB S-1 GB S-2 GB S-3 GB S-4 GB S-5 REMARKS small pilot infiltration test 0) ,U coo. GW SM ML U_ o- 0 o J o: 0 •' 111 `f MATERIAL DESCRIPTION (GW) brown, dense, silty sandy Gravel; moist [FILL] 1.8 25.2 (SM) brown, dense, silty Sand with gravel; moist [FILL] 2.8 (ML) gray, sandy silt with Gravel; moist, weak cementation 3.8 24.2 23.2 SM SM • (SM) gray -brown, silty fine Sand with gravel; gravel <3" diameter, moist 7.0 20.0 (SM) gray -brown, silty fine Sand with gravel; moist 9.0 18.0 Bottom of test pit at 9.0 feet. REF :i.5i y lr i-:ii :.. TEST PIT NUMBER TP-7 PAGE 1 OF 1 CLIENT Tetra Tech Inc. PROJECT NAME King County South Interim Base PROJECT NUMBER 107 PROJECT LOCATION Tukwila, Washington DATE STARTED 11/27/18 COMPLETED 11/27/18 GROUND ELEVATION 27 ft NAVD88 TEST PIT SIZE feet EXCAVATION CONTRACTOR Northwest Excavating GROUND WATER LEVELS: AT TIME OF EXCAVATION EXCAVATION METHOD Mini Excavator LOGGED BY MDG CHECKED BY CLG AT END OF EXCAVATION NOTES AFTER EXCAVATION -- o_� W 0 w >- F— w J2 Z m REMARKS ui co =0 n. 0 Q c MATERIAL DESCRIPTION 1- = = 2 = 3 = 4 = Bulk small pilot infiltration test s GW SM ML k_sjJ (GW) brown, dense, silty sandy Gravel; moist [FILL] 1.8 25.2 (SM) brown, dense, silty Sand with gravel; moist [FILL] 2.8 24.2 (ML) gray, sandy silt with Gravel; moist, weak cementation 3.8 23.2 un (SM) gray -brown, silty fine Sand with gravel; gravel <3" diameter, moist Bottom of test pit at 4.0 feet. 1 2s ry Clarity Engineering LLC APPENDIX B: GEOTECHNICAL LABORATORY TESTING B-1 INTRODUCTION This appendix contains descriptions of the procedures and the results of the geotechnical laboratory tests performed on soil samples obtained for the King County South Interim Base project. The samples were tested to determine basic index, physical, and chemical properties of the subsurface soils. The laboratory testing program was selected by Clarity Engineering and performed at the Shannon & Wilson, Inc. laboratory in Seattle, Washington. The results of the laboratory tests performed for the borings are shown in the attached table and figures. B-2 VISUAL CLASSIFICATION Soil samples recovered from the borings were visually reclassified in the laboratory using a system based on ASTM International (ASTM) Designation: D2487, Standard Test Method for Classification of Soil for Engineering Purposes, and ASTM Designation: D2488, Standard Recommended Practice for Description of Soils (Visual -Manual Procedure ASTM, 2007). This visual classification method allows for convenient and consistent comparison of soils from widespread geographic areas. Using this method, the soils are classified using the Unified Soil Classification System (USCS). The individual sample classifications have been incorpo- rated into the boring logs presented in Appendix A. B-3 WATER CONTENT DETERMINATION The natural water content of select soil samples recovered from the field explorations was determined in general accordance with ASTM Designation D 2216, Standard Method of La- boratory Determination of Water (Moisture) Content of Soil and Rock by Mass. Comparison of water content of a soil with its index properties can be useful in characterizing soil unit weight, consistency, compressibility, and strength. Water content, where tested, is plotted on each of the boring logs presented in Appendix A. B-4 GRAIN SIZE ANALYSES Grain size analyses were performed on selected samples of granular soils in general accord- ance with ASTM D422, Standard Method for Particle -Size Analysis of Soils and D1140, Amount of Material in Soils Finer than the No,. 200 (75 micrometers [µm]; percent fines). Project No: 107 B-1 KC Interim South Base - Geotechnical Report_revl.docx Clarity Engineering LLC Results of the grain size analyses are plotted as grain size distribution curves and the percent fines from the tests are shown in the boring logs in Appendix A. Grain size distribution is used to assist in classifying soils and to provide correlation with soil properties, including permeability, capillarity, susceptibility to liquefaction, and sensitivity to moisture B-5 CALIFORNIA BEARING RATIO California bearing ratio was performed on a compacted, composite bulk sample to aid in the evaluation of pavement design sections. Compacted samples were prepared in accordance with ASTM D1557C. The CBR tests were performed in accordance with ASTM D1883. Re- sults of the test are shown as applied pressure versus penetration. Design CBR values are chosen based on the :level of compaction anticipated in the subgrade. Project No: 107 B-2 KC Interim South Base - Geotechnical Report_revl.docx c z a Soil Description Silty Sand with Gravel Silty Gravel with Sand Silt with Sand Silty Sand with Gravel Sandy Silt Poorly Graded Sand with Silt Well -Graded Sand with Silt and Gravel v ' M �n 4 (a, Saab % * 00 — * * M 00 M * rn * O * O plies % o 34* *, *, 00 i [aeea9 % N M ' k-, kr) o - �, N - - v 00 00 v, �p M O N M O O .O M .O 00 ,--, •- 00 06 N t`; k/, 06 d' t� O; M -0 1/4.0 O ON 00 ,__,, 17.2 M 00 14.0 kr) , O �!, •, 18.8 � N 20.0 V ,--, l� in 18.2 V; ; ML V) ML SP-SM SW-SM laqu�n�a�dui�s cv r, v) v �n 'lip oo v�tovpv)v-'v)to rn N ,, v 00 ,_, vacnvav)vpvAcntottov)vpvDc/Dto cs, M ,n t` o cv cr.' q v, �o r oo CI.' {i3} q;daQ do L In N• v, In • o v.) N kr) O N In N kr) N 'n t` `^ O l!, N In , O N v, N N rN,., v) ' '' ,--, Vl kr; kr) N kr) t� O l/', N O N N O M rr, .� 0 N C:0 N Mrn17-0P:1cnaaPilcnaacaaacnCO N N N N N N M M M M M M IL B-3 M CO --- 3 3 3 IL MW-1 — 3 v 3v d 3 v 31- 3 3 3 vI- 3 3 1 07-R1 -A-Table MEI MGM SHANNON &WILSON, INC. GRAIN SIZE DISTRIBUTION PLOT co rn A_GSA_MAIN CLARITY ENGINEERING.GPJ SHAN_WIL.GDT BORING B-2 100 95 90 85 80 75 70 65 m 60 2 Gravel Sand Fines Coarse Fine . Coarse Medium Fine Silt Clay -Size Mesh Opening in Inches Mesh Openings per Inch, U.S. Standard Grain Size in Millimeters 4rke b ti 0 00 0b 0� Dry 0^ 000 000 00b 000 OWN 1. O' O' O' O' O' O' O' O' O' O' 00 O' 0 - 1 0 15 20 -25 ••30 •35 -u (D 40 O (D ▪ 55- c - 80. IL c 45 u) 0 40 0 35 30 25 20 15 10 5 45 0 0 •50 N N 60 0) cn m 70 75 •80 0 ^ry 00 p0 00 6 Ci O 0 ° Grain Size (mm) Oa 00 O' O' p 000 000 OOb 000 O' O' O' O' O" 85 90 •95 100 00 Sample Identification Depth (8) Group Symbol USCS Group Name Gravel % Sand % Fines % < 20pm % < 22pm % WC % Tested By Review By ASTM Std. • B-2, S-3 5.0 SM Silty Sand with Gravel 32 50 18 5.8 AKV C136 Test specimen did not meet minimum mass recommendations. SHANNON EIWILSON, INC. GRAIN SIZE DISTRIBUTION PLOT m rn A GSA MAIN CLARITY ENGINEERING.GPJ SHAN WIL.GDT BORING B-3 100 95 90 85 80 75 70 Gravel Sand Fines Coarse Fine Coarse i Medium Fine Silt Clay -Size Mesh Opening in Inches Mesh Openings per Inch, U.S. Standard Grain Size in Millimeters ry 00 COa O^ Ory ry� 0' O' O' O' O' O' O' O' 0' O' 0 000 00�n OOP 00^) 00ry 65- (p 60 2 55 c 50 LL 45 a) 0 y 40 d 35 30 25 20 15 10 ) 1 Oo 00 _ •5 10 •15 20 •25 30 -35 - a) 40 0 N •45 0 0 •50 co (D 55 0 60 a) m '65 70 •75 0 O ^y a 4 ,. h 0 O O' Grain Size (mm) Ob 00 O� o P � JO 0 a OO O" O" O' O' O' '80 85 90 95 100 00 Sample Identification DepthUSS (ft) Grroup Symbol USCS Group Name Gravel % Sand % Fines % < 20pm % < 2pm % WC % Tested By Review By ASTM Std. • B-3, S-3 7.5 GM Silty Gravel with Sand 51 34 15 11.1 AKV C136 • B-3, S-5 12.5 ML Silt with Sand 17 83 17.2 AKV C136 Test specimen did not meet minimum mass recommendations. t SHANNON &WILSON, INC. GRAIN SIZE DISTRIBUTION PLOT rn A GSA MAIN CLARITY ENGINEERING.GPJ SHAN WIL.GDT BORING MW-1 Gravel Sand Fines Coarse Fine Coarse Medium Fine Silt Clay -Size Mesh Opening in Inches Mesh Openings per Inch, U.S. Standard Grain Size in Millimeters 100 95 90 85 80 75 70 65- m m 60 2 55 a) c 50 LL c 45 4) U a) 40" 0 35 30 25 20 15- 10 0 ti p0 OO O 00 Ob O� O� O^ O0 00(O O0b 00� O0 1.• O' O' O' O' O' O' O' O' O' O' 10,0L •. �n �o b ^�• �y O O O' O' O' O' O^ O' O' O' O' Grain Size (mm) co co coO co 0 40 f) (D •45 0 • 50 u! 70 -75 ---80 85 90 -95 100 00 Sample Identification DepthUSCS (ft) Group Symbol USCS Group Name Gravel % Sand % Fines % < 20pm % < 22pm % WC % Tested By Review By ASTM Std. • MW-1, S-2 5.0 SM Silty Sand with Gravel 16 53 31 10.6 AKV C136 ■ MW-1, S-7 15.5 ML Sandy Silt 41 59 17.2 AKV C136 Test specimen did not meet minimum mass recommendations. Sin SHANNON FiWILSON, INC. GRAIN SIZE DISTRIBUTION PLOT BORING MW-4 m rn A_GSA_MAIN CLARITY ENGINEERING.CPJ SHAN_WIL.GDT Gravel Sand Fines Coarse Fine Coarse 1 Medium Fine Silt Clay -Size Mesh Opening in Inches Mesh Openings per Inch, U.S. Standard Grain Size in Millimeters 100 95 90. 85 80 75 70 65' U) ((0 60 2 55 c - 50• I.L 45 a) U N 40 35 30 25 20- 15 10 co co• o 00 00 0`o ob o"' o� ryo O. 0• co O 00 OCR O0 COCR O0 o• o 0 0• CO' o• ( CO CO' `10 -15 - •20 25 •30 '35 (D 40 n ry0 6 ^O P 0) O "i n O o O' O' O' O^ O' o' Grain Size (mm) O� O 000 006 O8; 00� OOti Sample Identification Depth (ft) Group Symbol USCS Group Name Gravel % Sand % Fines % < 20pm % < 2pm % WC % Tested By Review By ASTM Std. • MW-4, S-2 5.0 SP-SM Poorly Graded Sand with Silt - 6 84 10 16.5 AIN C136 • MW-4, S-7. 20.0 SW-SM Well -Graded Sand with Silt and Gravel 23 67 10 11.4 AIN C136 Test specimen did not meet minimum mass recommendations. (D -45 0 0 CD 50 (0 60 N 70 ^75 80 -85 90 95 0 00 00 w 0 E-+ 0 a es C7 YI 00 C7 0 0 r N * 01 00 addaiduigs 00 c o :> 7i 0 C7 0 0 0, O1 O Cc) .cr 1/40 * O1 * N ON v) 00 cat VD a0 cat 0 0 0 * a1 N * o, * 1/40 00 as 0) 0 00 00 00 N ri as co 00 a0 v 1v 0 a., N N * N oo 0 00 0 a) 0 0 0 00 N * O\ * rn 00 0 0) 00 V) * * 0 00 v 0) 00 0n * N * N 0 0 as 0 aagwnm aldwes, v0 N v0 v) 00 N v) N v0 V] (i3) 9idaa L ri (Ni N bA 0 Pa 0-I H H H H 0 H #107-R1-AB-Table SHANNON 6WILSON, INC. GRAIN SIZE DISTRIBUTION PLOT a N A GSA MAIN 102234.GPJ SHAN WIL GOT KC King County TEST PIT TP-1 Gravel Sand Fines Coarse Fine Coarse Medium Fine Silt ' Clay -Size Mesh Opening in Inches Mesh Openings per Inch, U.S. Standard Grain Size in Millimeters ti 0 ry 100 95 90 85 80 75 70 65 0) co 60 2 55 c 50 IL 45 9) 0 40 0 35- 30' 25 20 15- 10 5 0 o`er 0 0 0`7 NO O' O' O' O' O 000 000 O0 00 O0 O' O' O' O' O' O' ry0 6 6 vi 6 O' O" ti ti 0 0 oy o 0 06 0 ' Grain Size (mm) 0 0 0 00 v 00 00 O' O' O' O' O' 0 0 .10 15 20 -25 30 fD 40 a -45 0 50 CD 55 0- so 70 75 80 65 95 100 0 Sample Identification Depth (ft) Group Symbol USCS Group Name Gravel % Sand % Fines % < 20pm % < 2pm % WC % Tested By Review By ASTM Std. • TP-1, S-2 3.5 SP Poorly Graded Sand with Gravel 49 50 1.1 5.7 AKV AKV C136 • Test specimen did not meet minimum mass recommendations. 1IJ SHANNON iWILSON, INC. GRAIN SIZE DISTRIBUTION PLOT KC King County TEST PIT TP-2 0 t0 A GSA MAIN 102234.GPJ SHAN WIL.GDT Gravel Sand Fines Coarse Fine Coarse ! Medium Fine Silt .Clay -Size Mesh Opening in Inches Mesh Openings per Inch, U.S. Standard Grain Size in Millimeters 100 95- 90- 85 80 75 70- 65- v! m 60 Q 55- C 50- IL C 45- U 40- d 35 30 25 20 15 10 5 0 b R 0 O 0 o ^i ti y OO' O' O OeV °O O°O O°b O°O 0C3 q, O o Os o' o oY O oY oY o• °O 00 Ob O3 Grain Size (mm) 0 o P ^J O 00 CP 00 0 10 15 20 -25 30 N 40 3 0) 45 n 0 50 1n N -55 rT 60 O) to -65 N 70 75 80 -85 95 100 00 Sample Identification Depth (tt) Group Symbol USCS Group Name Gravel % Sand % Fines % < 20pm % < 211m % WC % Tested By Review By ASTM Std. • TP-2, S-1. 2.5 GP -GM Poorly Graded Gravel with Silt and Sand 59 32 9.0 4.8 AKV AKV C136 • Test specimen did not meet minimum mass recommendations. =III SHANNON &WILSON, INC. GRAIN SIZE DISTRIBUTION PLOT KC King County TEST PIT TP-3 100 95 90 85 80' 75 70 65 ul m 60 2 ..o 55 Gravel Sand Fines Coarse Fine Coarse Medium Fine Silt i Clay -Size Mesh Opening in Inches Mesh Openings per Inch, U.S. Standard Grain Size in Millimeters cb O O 00 O On Ory ao co Ai 0 0 0 0 0 000 000 O0b 00^) 00 0 0• o O• o• O• c 50- c 4B- a) 0 0 40 0 35 30 25 20 15 10 m Ul 0 0 00 <o R 'h O' O' Grain Size (mm) ^. ^ h F O' O' Oc O O' Op 0 Ory O' O' O^ 0 �6 OOP 00^i OOti O' O' O' O' O' 00 oc 10 '15 20 •25 •30 co-o 40 co 7 •45 n O -50 N m -55 0- 60 65 70 75 '80 •85 90 -95 100 Sample Identification Depth (ft) USCS Group Symbol USCS Group Name Gravel % Sand % Fines % < 20pm % < 2pm % WC % Tested By Review By ASTM Std. • TP-3, S-2 4.0 SP Poorly Graded Sand 3 94 2.9 16.6 AKV AKV C136 • Test specimen did not meet minimum mass recommendations. SHANNON 6rMLSON, INC. GRAIN SIZE DISTRIBUTION PLOT KC King County TEST PIT TP-4 rn N A_GSA_MAIN 102234.GPJ SHAN_WIL.GDT Gravel Sand Fines Coarse Fine Coarse Medium Fine Silt Clay -Size Mesh Opening in Inches Mesh Openings per Inch, U.S. Standard Grain Size in Millimeters 100 95- 90• 85-- 80' 75 70- 65- co m 60 2 a 55 c 50 IL C 45, 4) 0 40- 0 35 30 25- 20 15 10 0 ^ry, 6o po 00 O y P ^O 00 O 000 0CI 0C. 0CI O0 ^r O O O' O O O O' O O O' 00 00 ob 0 Ory 4i Co P ^, N ^ 1h 0 4 Of o' o o' o o o' o' o' O' Grain Size (mm) 00 O 0 P 0 ^J O' O' O' O' O' 00 00 ^^ 10 5 20 -25 -30 0) 40 N 6) -45 0 0 50 cocn '55 0 60 65 70 -75 - -80 Sample Identification DepthUS (n) Group Symbol USCS Group Name Gravel % Sand % Fines % < 20pm % < 2pm % WC % Tested By Review By ASTM Std. • TP-4, S-1 0.0 SM Silty Sand with Gravel 37 45 18 3.4 AKV AIN C136 • TP-4, S-2 2.3 SP Poorly Graded Sand 5 93 2.0 4.8 AKV AKV C136 Test specimen did not meet minimum mass recommendations. 90 95 =Hi SHANNON &WILSON, INC. GRAIN SIZE DISTRIBUTION PLOT A_GSA_MAIN 102234.GPJ SHAN_WIL.GDT KC King County TEST PIT TP-5 Gravel Sand Fines Coarse Fine Coarse Medium Fine Silt Clay -Size Mesh Opening in Inches Mesh Openings per Inch, U.S. Standard Grain Size in Millimeters 100 95 90• 85 80 75 70, 65• u) a) 60 2 55 c 50 - u- ' 45- a) 2 N 40 d 35 30 25 00 O 00 C O Ory A., O' O' O' O' O' O' O' 0 00 000 OOp 0C) OOry 00 00 10 -15 -20 -25 30 •35 - a) 40a) 45 n 0 60 N cn -65 20 - 15 10 70 -75 80 85 0 6 a M ^ �h 0�° ' ^ O' O' O O' O O' O O' O' O' O' Grain Size (mm) Vi o o o , Oo 00 0o Oo 00 O' O' O' Sample Identification Depth (h) USCGroup Symbol USCS Group Name Gravel % Sand % Fines % < 20pm % < 2pm % WC % Tested By Review By ASTM Std. • TP-5, S-2 4.0 SP Poorly Graded Sand 2 95 2.9 17.0 AKV AKV C136 • Test specimen did not meet minimum mass recommendations. -95 =ill SHANNON 6WILSON, INC. GRAIN SIZE DISTRIBUTION PLOT 0 KC King County TEST PIT TP-6 A_GSA_MAIN 102234.GPJ SHAN_WIL.GDT Gravel Sand Fines Coarse Fine Coarse Medium Fine Silt!Clay-Size Mesh Opening in Inches Mesh Openings per Inch, U.S. Standard Grain Size in Millimeters ti 00 00 OP 0 Ory ry� O' O O' O O' O' O' O' O O' 0 00 00 oob o0 oory 100 95- 90 - 85' 80- 75- 70- 65 co to 60 2 55 c 50 Li: 45- a) U a) 40• 0.. 35' 30 25' 20 15 10 5 00 0 10 15 20 25 30 35 -U CD 40 a CD 45 (.) 0 50 cn CD 55 0' 60 N •65� 0 0' 00 b0 00 ry0 ,O h 0 P O' O' O' O' O' O00' Grain Size (mm) OP 00 O' 000 000 OOP Sample Identification Depth (h) Group o Symbol USCS Group Name% Gravel % Sand Fines % < 20pm % < pm % WC % Tested By Review By ASTM Std. • TP-6, S-2 3.5 SMI Silty Sand with Gravel 30 50 21 6.5 AKV AKV C136 • TP-6, S-4 6.0 SM Silty Sand with Gravel 21 67 12 10.0 AKV AKV C136 • Test specimen did not meet minimum mass recommendations. 70 75 80 85 90 •95 100 O =III SHANNON iWILSON, INC. COMPACTION TEST KC King County TP-4, S-1, 0 ft COMPACT_MAIN_JFL 102234.GPJ #107 1/25/19 150 145 140 135 130 6 125 a 1- 120 115 >- w 110 r— U w tY 105 U Z 100 95 90 85 80 0 ASTM D1557 Method C, Mechanical Rammer Sample Information Date Sampled: 11/21/2018 Sampled By: MDG Date Received: 12/7/2018 Tested By: AKV Reviewed By: AKV Uncorrected Information - Maximum Dry Unit Weight. 129.3 pcf Optimum Water Content. 7.2 % Oversize Correction Information Percent Retained on 3/4 in sieve: 10.1 % Assumed Specific Gravity (G): 2.7 Maximum Dry Unit Weight: 132.4 pcf Optimum Water Content: 6.7 % 5 10 15 20 25 30 35 40 WATER CONTENT, % IIISHANNON&WILSON.INC. CALIFORNIA BEARING RATIO TEST cn O • Clarity Engineering, LLC #107 TP-4, S-1, 0 ft Specimen Data and Test Results Sample Classification: Specimen Number 1 2 3 Silty Sand with Gravel; SM. Blows per Lift 10 25 56 Surcharge (Ibs) 10 10 10 Compaction Data: Dry Unit Weight (pcf) 119.2 125.4 130.2 Ta Compaction Standard ASTM D1557C : MC (%) 7.3 6.9 6.8 Maximum Dry Unit Weight (pcf) 129.3 - Compaction (%) 92.2 97.0 100.7 Optimum Moisture Content (%) 7.2 Soak Time (hours) 96 96 96 Retained on 3/4" Sieve (%) 9.5 Swell (%) 0.01 0.07 0.03 o Dry Unit Weight (pcf) 119.2 125.3 130.2 Specimen Number 1 2 3 m MC (%) 12.3 10.2 9.6 Corrected CBR @ 0.100" 11.9 25.5 30.7 c° Compaction (%) 92.2 96.9 100.7 Corrected CBR @ 0.200" 13.3 25.3 28.8 Soaked Top 1" MC (%) 11.6 10.8 9.8 Bearing Ratio 13.3 25.5 30.7 Displacement Rate (in/min) 0.044 0.044 0.044 Specimen Plots Corrected Value X-Axis Projection Penetration Curve Cumulative Plots -4-Specimen 1 f-Specimen 2 Specimen 3 • -•- 400 -cam -s=-c�� Iwo N o 600 , U 350 i cc_c==a r .. 0.1"Corrected_ =- = 'Q 300 s.=o_:�s: cn 2 400 '.u.i� ,11 e Value ��,����cc _ �� 250 200 rr"' j '"�®�� °' 0 150__,, "-�-� 0.2" Corrected re - NMI 100 === = c = Value 0 35 0 0 2 0 4 Penetration (in) 0 6 = = 700 0 0 1 0 2 0 3 0 4 0 5 30 - , , , ' miiii.iiii._��s._ ......��w���r� i�__p-_ 600 �_ iiiii.iiiiC�ply m 25 I I » W 0.1" Corrected ,Mall" w ^ 500 m" Value _�� � C��r���® 20 U I i I I - 400 �m��� ��� L •'C� .= °' 10 i I i ( a 300 to , N =Nu Ammo-. �� E!E 0.2" Corrected E 0 0 5 I l I 200 miriCCC�C� ��C��,`9 Value 0 I° I i i 1 l o1o.:N e 100 W.MMMIW 115 120 125 130 Compacted Dry Unit Weight 35 135 (pcf) �: Gal O �M rutir� l 0 0 0 1 02 0 3 0 4 0 5 ==== -cc_ 30 I f I I 900 800 - - =: 25 rY ff I I �= -_�_ ° c '� 0.1" -= 700 •__ _� ce -=c 003 U 20 f n 600 - Corrected -_� - - --cc= E c==s N e Value = =r 73 500 10 300 = U 5 i I I -�- ---=�__ _= - = 200 c- Corrected 1 I 6r Value ==-. 100 90 95 100 105 Compaction (% Maximum) 0 0 01 02 0.3 04 05 Penetration (in) 400 NORTH 34TH STIREETD SUITE 100 • SEATTLE, WASHINGTON • 98103 • MAIN 206-632-8020 • FAX 206-695-6777 Clarity Engineering LLC APPENDIX C: VIBRATING WIRE INSTRUMENT CALIBRATION SHEETS This appendix contains calibration sheets for the installed vibrating wire piezometers that were installed in MW-1 and MW-4. Below is a table that shows the field zero readings to be used in pressure calculations. Instrument Location Serial Number MW-1 SN1830918 Field Zero Reading In Digits 8691.5 MW-4 SN1828178 8524.4 Project No: 107 C-1 KC Interim South Base - Geotechnical Report_revl.docx Lebanon, NH 03766 USA Wire Pressure Transducer Calibration Report GE0k0N Model Serial Calibration 48 Spencer St. Vibrating Number: 4500S-350 kPa Date of Calibration: This calibration has Temperature: Barometric Pressure: August 20, 2018 been verified/validated as of 08/27/2018 24.00 °C Number: 1830918 Instruction: CI -Pressure Transducer 7 kPa--3 MPa 999.7 mbar Cable Length: 30 feet Technician: Iw -4;': ` d .i Applied Pressure (kPa) Gauge Reading lst Cycle Gauge Reading 2nd Cycle Average Gauge Reading Calculated Pressure (Linear) Error Linear (%FS) Calculated Pressure (Polynomial) Error Polynomial (%FS) 0.0 70.0 140.0 209.9 279.9 349.9 8701 8029 7358 6680 6005 5327 8705 8030 7358 6681 6005 5327 8703 8030 7358 6681 6005 5327 0.207 70.02 139.6 209.8 279.9 350.1 0.06 0.01 -0.11 -0.03 -0.02 0.06 -0.012 70.09 139.8 210.1 279.9 349.9 0.00 0.03 -0.05 0.03 0.00 0.00 (kPa) Linear Gauge Factor (G): Polynomial Gauge factors: Calculate -0.1037 (kPa/ digit) -1.607E-07 B: -0.1014 C: A: Thermal C by setting P=O Factor (K):-0.09558 (kPa/ °C) the polynomial equation and R1 = initial field zero reading into (psi) Linear Gauge Factor (G): Polynomial Gauge Factors: Calculate -0.01503 (psi/ digit) B: -0.01471 C: A: Thermal C by setting P=1 -2.331E-08 Factor (K):-0.01386 (psi/ °C) into the polynomial equation and R1= initial field zero reading Calculated Pressures: Linear, P = G(R1 -R a )+K(T1-T0 )-(S 1 -S 0 )* Polynomial, P = AR12 + BR i + C + K(T1-To )-(S 1-S 0 )* *Barometric pressures expressed in kPa or psi- Barometric compensation is not required with vented transducers. Factory Zero Reading: 8705 Temperature: 25.5 °C Barometer: 996.1 mbar The above instrument was found to be in tolerance in all operating ranges. The above named instrument has been calibrated by comparison with standards traceable to the NIST, in compliance with ANSI Z540-I. This report shall not be reproduced except in full without written permission of G:okon Inc. Lebanon, NH 03766 USA Wire Pressure Transducer Calibration Report GE(I(oJ!v Model Serial Calibration 48 Spencer St. Vibrating Number: 4500S-350 kPa Date of Calibration: This calibration has Temperature: Barometric Pressure: August 20, 2018 been verified/validated as of 08/30/2018 24.00 °C Number: 1828178 Instruction: CI -Pressure Transducer 7 kPa-3 MPa 1000 mbar Cable Length: 30 feet Technician: / I'`. '*' ` Applied Pressure (kPa) Gauge Reading 1st Cycle Gauge Reading 2nd Cycle Average Gauge Reading Calculated Pressure (Linear) Error Linear (%FS) Calculated Pressure (Polynomial) Error Polynomial (%FS) 0.0 70.0 140.0 210.0 280.0 349.9 8531 7964 7396 6826 6255 5683 8532 '7964 '7396 6826 6255 5683 8532 7964 7396 6826 6255 5683 0.307 70.03 139.8 209.8 280.0 350.3 0.09 0.02 -0.06 -0.03 0.00 0.09 -0.016 70.03 140.0 210.0 280.0 350.0 0.00 0.01 -0.02 0.01 0.00 0.00 (kPa) Linear Gauge Factor (G): Polynomial Gauge factors: Calculate -0.1229 (kPa/ digit) -2.452E-07 B: -0.1194 C: A: Thermal C by setting P 1 Factor (K):-0.03934 (kPa/ °C) the polynomial equation and R1 = initial field zero reading into (psi) Linear Gauge Factor (G): Polynomial Gauge Factors: Calculate -0.01782 (psi/ digit) B: -0.01731 C: A: Thermal C by setting PA) -3.557E-08 Factor (K):-0.005706 (psi/ °C) into the polynomial equation and R1 = initial field zero reading Calculated Pressures: Linear, P = G(R1 -R0 )+K(T1-To )-(S 1-S o )* Polynomial, P = AR12 + BR 1 + C + K(T1-To )-(S 1-S o )* *Barometric pressures expressed in kPa or psi. Barometric compensation is not required with vented transducers. Factory Zero Reading: 8537 Temperature: 22.8 °C Barometer: 999.4 mbar The above instrument was found to be in tolerance in all operating ranges. The above named instmment has been calibrated by comparison with standards traceable to the NIST, in compliance with ANSI Z540-1. This report shall not be reproduced except in full without written permission of Geokon Inc. • 1-+ ERN BUILDING SYSTEMS PO Box 110. 9493 Porter Rd . Aumsville, OR 97325 800.682.1422 ModernBuildingSystems.com JOB #2019-31-3 King County Transit SHEET NO 1 OF CALCULATED BY MCL DATE 4/23/2019 CHECKED BY DATE SCALE STRUCTURAL CALCULATIONS (PER 2015 IBC) FOR 10' X 30'MODULAFt.' MATERIAL SUMMARY BENDING STRESS ROOF FRAMING ANALYSIS EXTERIOR WALL STUD FLOOR FRAMING. ANALYSIS LATERAL FORCE ANALYSIS FOUNDATION ANALYSIS LOADING ANALYSIS MS-1-->.MS-3 BS-1 -> BS-2 RF-1 --> RF-2 STUD-1 FLR-1 --> FLR-8 LFA-1--> LFA-6 FDN-1=-> FDN-7 L-1--> L-5 RECEIVED JUN 17 2019 TUKWILA PUBLIC WORKS REVIEWED FOR CODE COMPLIANCE APPROVED JUL 052019 RECEIVED, City of Tukwila CITY OF TUK11tilW,ILDING DIVISION JUN 14 2019 PERMIT CENTER b 019(0 BUILDING SYSTEMS PO Box 110. 9493 Porter Rd • Aumsville, OR 97325 800.682.1422 Modern6uitdingSystems.com J#2019-31-3 ERN SHEET NO MS-1OB OF MS-3 CALCULATED BY MCL DATE 4/23/2019 CHECKED BY DATE SCALE MATERIAL SUMMARY FOR 10' X 30' MODULAR ROOF FRAMING: TYP RF RAFTER USE 2 x 6 DF ##2 @ 24" O.C. TYP 6'-2" OR LESS OPENING USE (2) 2 x 6 DF #2 HDR COLUMNS: SEE RF-1 SEE RF-2 EXTERIOR WALL STUD USE 2X6 DF STUD GRADE @ 16" STUD-1 O.C. FLOOR FRAMING: TYP FLR JOIST USE 2X8 DF #2 @ 16" O.C. TYP FLR JOIST SUPPORT BEAM USE 4X8 DF #2 "leaf SEE FLR-1-6 SEE FLR-7-8 ER N10B #20�.9-31-3 SHEET NO MS-2 OF MS-3 BUILDING SYSTEMS CALCULATED BY MCL DATE 4/23/2019 PO Box 110.9493 Porter Rd . Aunaville, OR 97325 CHECKED BY DATE 800.682.1422 ModernBuildingSystems.com SHEATHING: SCALE ROOF USE USE MIN 19/32" SHTG w/ 8d (.113) AT SEE LFA-1,2 6" EDGE & 12" FIELD (UNBLOCKED) (ESR- 1539, TABLE 6) UPGRADE TO 6" & 8". AT ROOF IEXT ENDWALLS USE USE MIN 7/16" SHTG w/ 15 GA STAPLES SEE LFA-1, 5- AT 4" EDGE & 12" FIELD (BLOCKED) (ESR- 6 1539, TABLE 8) UPGRADE TO 4" & 8" FASTENING EXT SIDEWALLS USE USE MIN 7/16" SHTG w/ 15 GA STAPLES SEE LFA-2 AT 6" EDGE & 12" FIELD (BLOCKED) (ESR- 1539, TABLE 8) FLOOR USE USE MIN 19/32" SHTG w/ 8d (.113) AT SEE LFA-1,2 6" EDGE & 12" FIELD (UNBLOCKED) (ESR- 1539, TABLE 6) UPGRADE TO 23/32" SHTG AT 6" & 8". AT FLOOR SHEAR WALL STRAPPING FOR USE MIN SIMP CS-18 w/ (4) N-10's EA END SEE LFA- 1, 5- FTAO @ GRID 1 @ TOP & BOTTOM OF WINDOW 6 OPENING - PER DRAWING ERN . JOB #2019-31-3 SHEET NO MS-3 OF MS-3 BUILDING SYSTEMS CALCULATED BY MCL DATE 4/23/2019 PO Box 110.9493 Porter Rd . Aumsville, OR 97325 CHECKED BY DATE 800.682.1422 ModernBuildingSystems.com SCALE SHEAR WALL HOLD DOWNS - USE USE MIN SIMP CS-18 w/ (4) SEE LFA-3 (U.N.O.) N-10's EA END SHEAR WALL HOLD DOWNS @ USE USE MIN SIMP CS-18 w/ (6) GRID 2 N-10'S EA END SIDEWALL TOP PLATE SPLICE USE USE MIN 4 ft SPLICE w/ SEE LFA-4 (12) 12d's (.131) EA END SHEAR WALL STRAPPING @ USE MIN SIMP HRS12 w/ (7) N-10's EA END SEE LFA-1, 5- GRID 1 AT EA END SHEARWALL 6 FOUNDATION: TYP INTERIOR FTG USE USE 2 x 12 x 24 in P.T. PADS AT 5' O.C. SEE FDN-1,3 TYP PERIMETER FTG USE USE MIN P.T. 2 x 4 PONY WALL w/ P.T. 2 SEE FDN-1, 4, x 6 BTM PLATE & 15/32" P.T. SHTG w/ 7 8d HDG AT 6" EDGE, 12" FIELD. (BLOCKED) (ESR-1539, TABLE 8) DRIVE PINS @ PERIMETER FTG USE USE MIN 5/8" DIA DRIVE PINS AT 6'-0 SEE FDN-5 O.C. @ MOD SIDEWALLS & 5/8" DIA DRIVE PINS AT 2'-6" O.C. @ MOD ENDWALLS SHEAR WALL / OVERTURNING USE MIN (1) VERTICAL TIE DOWN AUGER AT SEE LFA-1, 5- HOLD DOWNS EA CORNER OF BLDG 6, FDN-2 MODERN BUILDING SYSTEMS, INC. BENDING STRESSES 9493 Porter Road SE * PO Box 110 SHEET NO BS-1 OF BS-2 AUMSVILLIE, OREGON 97325 CALCULATED BY MCL DATE 05/16/2016 503,-749-4949 CHECKED BY DATE Fax 503-749-4950 SCALE ALLOWABLE BENDING STRESS Fib = Fb ( CD CM CL C1 CF Cfu C Fb - BENDING STRESS DESIGN VALUE CD - LOAD DURATION FACTOR CF - SIZE FACTOR Cr- REPETITIVE MEMBER FACTOR r) BASED ON 2015 NDS SIZE SPECIES M.O.E. (x10^6) Fb (psi) CF Cr FLOORS OR ROOFS CD(Snow) ROOFS F'b W/O DURATION (psi) Fib W/ DURATION (psi) JOISTS AND RAFTERS 2 x 8 DF #1 & Btr 1.8 1200 1.2 1.15 1656 1.15 1904 DF #1 1.7 1000 1.2 1.15 1380 1.15 1587 DF #2 1.6 900 1.2 1.15 1242 1.15 1428 SPF #1 /#2 1.4 875 1.2 1.15 1208 1.15 1389 H F #2 1.3 850 1.2 1.15 1173 1.15 1349 2 x 10 DF Sel Struct 1.9 1500 1.1 1.15 1898 1.15 2182 DF #1 & Btr 1.8 1200 1.1 1.15 1518 1.15 1746 DF #1 1.7 1000 1.1 1.15 1265 1.15 1455 HF #1 1.5 975 1.1 1.15 1233 1.15 1418 DF #2 1.6 900 1.1 1.15 1139 1.15 1309 SPF #1 /#2 1.4 875 1.1 1.15 1107 1.15 1273 HF #2 1.3 850 1.1 1.15 1075 1.15 1237 HEADERS 4 x 4 DF#2 1.6 900 1.5 N/A 1350 1.15 1553 4 x 6 DF#2 1.6 900 1.3 N/A 1170 1.15 1346 4 x 8 DF#2 1.6 900 1.3 N/A 1170 1.15 1346 4 x 10 DF#2 1.6 900 1.2 N/A 1080 1.15 1242 ESR-2913 I Most Widely Accepted and Trusted Page BS-2 of BS-2 5.1 Calculations and drawings demonstrating compliance with this report must be submitted to the code official. The calculations and drawings must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.2 The material is limited to conditions in which the average equilibrium moisture content of solid -sawn lumber will be Tess than 16 percent. 5.3 Connections other than the nailed and bolted connections described in this report are outside of the scope of this report. 5.4 Evaluation of the effect of fire -retardant or preservative treatment on LVL is outside the scope of this report. 5.5 Installation, fabrication, identification and connection details must be in accordance with this report, the manufacturer's published installation instructions and the applicable code. This report must govern if there are conflicts between the manufacturer's published installation instructions and this report. 5.6 Murphy LVL is produced in Sutherlin, Oregon, under a quality control program with inspections by APA-The Engineered Wood Association (AA-649). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Structural Wood -based Products (AC47), dated February 2013. 7.0 IDENTIFICATION 7.1 The Murphy LVL must be identified with stamps bearing the Murphy Engineered Wood Division name (or the name of one of the listees noted at the beginning of this report, except as noted in Section 7.2 for Anthony Forest Products); grade; evaluation report number (ESR-2913); the mill number (1089), production shift and date of manufacture; and the name of the inspection agency [APA The Engineered Wood Association (AA-649)]. 7.2 The Murphy LVL, marketed and distributed by Anthony Forest Products, must be identified with stamps bearing the Murphy Engineered Wood Division name; grade; evaluation report number (ESR-2913); the mill number (1089), production shift and date of manufacture; and the name of the inspection agency [APA-The Engineered Wood Association (AA-649)]. Additionally, the LVL must be packaged with wraps bearing the Anthony Forest Products name. TABLE 1-DESIGN PROPERTIES (ALLOWABLE STRESS DESIGN) FOR MURPHY LVL1'2.3 PROPERTY DESIGN STRESS (psi) 2,250Fb-1.5E 2,750 Fb-1.8E 2,850 Fb-1.9E 2,950 Fb-2.OE 3,100 Fb-2.0E Bending (Fb) Joist' 2,250 2,750 2,850 2,950 3,100 Plank 2,200 2,750 2,800 2,950 3,100 Tension parallel to grain (F,) 5 1,350 1,950 1,950 2,100 2,100 Longitudinal shear (F) Joist 285 285 285 290 290 Plank 150 150 150 150 150 Compression parallel (Fb11) 2,350 2,350 2,350 3,200 3,200 Compression perpendicular (Fc,) Joist 750 750 750 750 750 Plank 450 450 550 550 550 Modulus of Elasticity, E Joist 1.5xl06 1.8x106 1.9x106 2.0x106 2.0x106 Plank 1.4x106 1.8x106 1.9x106 2.0x106 2.0x106 For SI: 1 psi = 6.9 kPa. 'The tabulated values are design values for normal duration of load. All values, except for E and Fbi, may be adjusted for other load durations as permitted by the code. The design stresses are limited to conditions in which the average equilibrium moisture content of solid -sawn lumber is less than 16 percent. 2Reference design values must be adjusted, as applicable, In accordance with Section 8.3 of the NDS. 'Joist = load parallel to glueline. Plank = load perpendicular to glueline. `The tabulated values are based on a reference depth of 12 inches. For other depths, when loaded edgewise, the allowable bending stress (Fb) shall be modified by (12/d)6'76 where d = depth in inches. For depths less than 21/2 inches, the factor for the 21/2-inch depth must be used. 5The values published in Table 1 are based on a reference length of 3 feet. For other lengths, the allowable tensile stress must be modified by (3/4611, where t = length in feet. For lengths less than 3 feet, the unadjusted allowable tension stresses in Table 1 are used. TABLE 2-FASTENER DESIGN FOR MURPHY LVL: EQUIVALENT SPECIFIC GRAVITY' NAILS BOLTS Withdrawal Load Lateral Load Lateral Load Installed in Edge Installed in Face Installed in Edge Installed In Face Installed in Face Parallel to Grain Perpendicular to Grain 0.49 0.50 0.50 0.50 0.50 0.50 'Fastener values based on the equivalent specific gravities in the above table are for normal Toad duration and may be adjusted using the Toad duration factors in accordance with the code. J ,( ABUILDI NGYSTEhS PO I 110. 9493 Porter Rd. Aurnseille, 0R 97325 800.682.1422 ModernSuildirgSystems.cam Wood Beam Lic. # : KW-06009251 Description : TYP ROOF RAFTER - 2019-31 G_ODE_ REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 • Project Title: KING COUNTY TRANSIT BLDG 3 Engineer: MCL Project ID: 2019-31-3 Project Descr:10' x 30' MODULAR OFFICE Fb + Fb- Fc - Pril Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.015) Printed: 25 APR 2019, 8:25AM File = C:1Projects\ENERCA-4120109E-1t201931-3 Shod calcs,ec6 ,. Software copyright ENE 3CALC, INC..1983-2018, Build:10,18.12.13 Licensee r MODERN BUILDING SYSTEMS 900.0 psi E : Modulus of Elasticity 900.0 psi Ebend- x): 1,600.0 ksi 1,350.0 psi Eminbend - xx 580.0 ksi 625.0 psi 95.0 psi 575.0 psi Density 31.20 pcf Repetitive Member Stress Increase D(0.015) D50.024i 8i0.0511 __Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0120, S = 0.0250 ksf, Tributary Width = 2.0 ft, (Roof Dead Load and Snow Load) Point Load : D = 0.0150 k @ 3.880 ft, (ERV) Point Load : D = 0.0150 k @ 5.880 ft, (ERV) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FS : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical `Reactions Load Combination Overall MAXimum Overall MlNimum D Only +D+S +D+0.750S +0.60D S Only 0.983 1 2x6 1,521.23psi 1,547.33 psi +D+S 4.875ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.307 in Ratio = 0.000 in Ratio = 0.494 in Ratio = 0.000 in Ratio = Support 1 0.384 0.244 0.141 0.384 0.324 0.084 0.244 380 >=240 0 <240 236 >=180 0 <180 Support notation : Far left is #1 Support 2 0.384 0.244 0.141 0.384 0.324 0.084 0.244 2x6 Span = 9.750 ft Service loads entered. Load IFactors will be applied for calculations. Design OK Values in KIPS 0.586 : 1 2x6 64.02 psi 109.25 psi +D+S 9.323 ft Span # 1 r�ERN BUILDING SYSTEMS PO Box 1.10.9493 Porter Rd. Aumsvjle, OR 97325 800.6E2.1422 ModemBuilding5ystems.c4m Wood Beam Lic. # : KW-9 t09251 Description : UPTO 6-2x OPENING HDR-2019-31 CODE REf=ERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination iBC 2015 Project Title: KING COUNTY TRANSIT BLDG 3 Engineer: MCL Project ID: 2019-31-3 Project Descr:10' x 30' MODULAR OFFICE Wr- t f Fb + Fb- Fc-Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 1.330 ft x D(0.02368) D(0.07T04)=ST0.148 ) Span = 6.670 ft Printed: 23 APR 2019, 7:18AM File =C:tProjectsl ENERCA-4120109E-112019-31-3Structcalcs.ec6 Software copyright ENERCALC, INC.19832018. Build:10.18.1213 . 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 95.0 psi 575.0 psi rcensee: MODERN BUILDING SYSTEMS E : Modulus ofElasticity Ebend- xx 1,600.0ksi Eminbend-xx 580.0ksi Density 32.210pcf _Applied Loads` Beam self weight calculated and added to loads Uniform Load : D = 0.0120, S = 0.0250 ksf, Tributary Width = 5.920 ft, (1/2 Roof span and overhang) Uniform Load : D = 0.0040 ksf, Tributary Width = 5.920 ft, (Sprinklers) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions Load Combination Overall MAXimum Overall MlNimum D Only +D+S +0+0.750S 40.60D S Only 0.810 1 Maximum Shear Stress Ratio 2-2x6 Section used for this span 1,087.19psi fv : Actual 1,342.83psi Fv : Allowable +D+S Load Combination 3.335ft Location of maximum on span Span # 1 Span # where maximum occurs 0.100 in Ratio = 0.000 in Ratio = 0.166 in Ratio = 0.000 in Ratio = 803 >=360. 0 <360.0 482 >=240. 0 <240.0 Support notation : Far left is #1 Support 1 Support 2 0.822 0.822 0.494 0.494 0.328 0.328 0.822 0.822 0.698 0.698 0.197 0.197 0.494 0.494 Service loads entered. Load Factors will be applied for calculations. Desi • n OK 0.594 : 1 2-2x6 64.89 psi 109.25 psi +D+S 0.000 ft Span # 1 Values in KIPS `� ;[off °JERN (BUILDING SYSTEMS PO Box 110.9493 Paler Rd. Aumsville, OR197325. 800.682.1422 Modem8uildingSysteres.som Wood Column LIC. # : KW-06009251 Description : EXTERIOR WALL STUD ANALYSIS - 2019-31 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress- Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non -slender calculations ) Wood Species Douglas Fir - Larch Wood Grade Stud Fb + 700.0 psi Fv Fb - 700.0 psi Ft Fc - Prll 850.0 psi Density Fc - Perp 625.0 psi E : Modulus of Elasticity ... x-x Bending Basic 1,400.0 Minimum 510.0 8.0 ft 95.0 psi 450.0 psi 31.20 pcf y-y Bending Axial 1,400.0 1 510.0 Applied Loads Column self weight included : 14.30 Ibs * Dead Load Factor AXIAL LOADS... SL = 25 psf, no O.H.: Axial Load at 8.0 ft, Xecc = 1.0 in, D = 0.2270, S == 0.1970 k BENDING LOADS... Lat. Uniform Load creating Mx-x, W = 0.0640 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination 0.4992 :1 +0+0.60W Goveming NDS Forumlatp + Mxx + Myy, NDS Eq. 3.9- Location of max.above base 4.242 ft At maximum location values are . Applied Axial 0.2413 k Applied Mx 0.3061 k-ft Applied My -0.01003 k ft Fc : Allowable 945.22 psi PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear 0.1837 :1 +D+0.60W 0.0 ft 27.927 psi 152.0 psi Project Title: KING COUNTY TRANSIT BLDG 3 Engineer: MCL Project ID: 2019-31-3 Project Descr:10' x 30' MODULAR OFFICE 5T)~( or `rt,D-1 Printed: 19 APR 2019, 2:04PM Fle = C VProjectslENERCA-4',20109E-112019-31-3 Stud calcs.ec8 . Software copyright ENERCALC, INC. 1983-2018, BuiId:10.18.12.13 Wood Section Name Wood GradinglManuf. Wood Member Type Exact Width Exact Depth Area Ix iy ,400.0 ksi Licensee : MODERN 8UtLDiNCz SYSTEMS 2x6 Graded Lumber Sawn 1.50 in Allow Stress Modification Factors 5.50 in Cf or Cv for Bending 8.250 in"2 Cf or Cv for Compression 20.797 in^4 1.547 in/4 Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built-up columns Use Cr : Repetitive ? 1.0 1.0 1.0 1.0 1.0 1.0 1.0 NDS 15.3.2 Yes Brace condition for deflection ;buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling =1.0 ft, K =1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling = 8.0 ft, K =1.0 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions.. Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at 4.027 ft above base for load combination : W Only Along X-X -0.1167 in at 4.671 ft above base for load combination : +D+S Other Factors used to calculate allowable stresses ... Bending Compression Tension }ERN _1BUILDING SYSTEMS PO Box 110.9493 Porter Rd . Aomsrtll . OR 97325 800.682,1422 modemBwldlreSystems.com Project Title: KING COUNTY TRANSIT BLDG 3 Engineer: MCL Project ID: 2019-31-3 Project Descr:10' x 30' MODULAR OFFICE R-12-1 Gf Printed: 23 APR 2019, 7:10AM I Wood Beam Description : TYP FLOOR JOIST- DIST LOAD (OFFICE) - 2019-31 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species : Douglas Fir- Larch Wood Grade : No.2 Fb + Fb - Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at ft from Left -Most support Regular spading of lateral supports on length of beam = 2.0 ft Span = 5.0 ft Applied Loads Fite = 0.1Projects%ENERCA-4120109E-11201931.3 Strut calcs.ec6 . copyright, ENERCAL C, INC 1983-2018, Butd10.18.12:13 UILDING S'f STEA 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 95.0 psi 575.0 psi E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend-xx 580.0ksi Density 32.210pcf Repetitive Member Stress Increase D(0.013301 L(0.08645) X h R 2x8 Span = 5.0 ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.010, L = 0.0650 ksf, Tributary Width =1.330 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions Load Combination Overall IMAXimum Overall MlNimum DOnly +D+L +D+0.750L +0.60D L Only 0.237. 1 Maximum Shear Stress Ratio 2x8 Section used for this span 291.60psi fv : Actual 1,231.83psi Fv : Allowable +D+L Load Combination 5.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.007 in Ratio = 0.000 in Ratio = 0.008 in Ratio = 0.000 in Ratio = 8946 >=360. 0 <360.0 7569 >=240. 0 <240.0 Support notation : Far left is #1 Support 1 Support 2 Support 3 0.192 0.639_._...._....._ a 192_... ................ . 0.162 0.029 0.192 0.151 0.018 0.162 0.540 0.162 0.098 0.029 0.639 0.192 0.504 0.151 0.059 0.018 0.540 0.162 Values in KIPS 0.377 : 1 2x8 35.78 psi 95.00 psi +D+L 4.413 ft Span # 1 ERN BUILDING SYSTEMS PO Box 110. 9492 Porter Rd .AurnsAle, 0R 97325 800.682.1422 ModemeulldingSYsterns.com Description : TYP FLOOR JOIST- I)IST LOAD {STORAGE) - 2019-31 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 20'15 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Project Title: KING COUNTY TRANSIT BLDG 3 Engineer: MCL Project ID: 2019-31-3 Project Descr.10' x 30' MODULAR OFFICE FLV-1 Of ?Le - Printed: 23 APR 2019. 7:11AM File = C:kProjects\ENERCA-4t20103E-112019-31.3 Struct calcs.ec6 . Software copyright ENERCALC,. INC. 11983-2±18,Build:10.16,12Ii Fb + Fb - Fc - Prll Wood Species : Douglas Fir- Larch Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 2.0 ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 95.0 psi 575.0 psi DL0.01330j 140.1663> E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend-xx 580.0ksi Density 32.210pcf Repetitive Member Stress Increase 2x8 Span = 5.0 ft 2x8 Span = 5.0 ft Applied Loads Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.010, L = 0.1250 ksf, Tributary Width = 1.330 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions Load Combination Overa(t1tA Overall MINimum D Only +D+L +D+0.750L +0.60D L Only 0.422 1 2x8 519.33 psi 1,231.83 psi +D+L 5.000ft Span #1 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span iv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.013 in Ratio = 0.000 in Ratio = 0.014 in Ratio = 0.000 in Ratio = Support 1 0.341 0.312 0.029 0.341 0.263 0.018 0.312 4652 >=360. 0 <360.0 4249 >=240. 0 <240.0 Support notation : Far left is #1 Support 2 Support 3 1.137 0.341 1.039 0.312 0.098 0.029 1.137 0.341 0.878 0.263 0.059 0.018 1.039 (1.312 i esign OK 0.671 : 1 2x8 63.72 psi 95.00 psi +D+L 4.413ft Span 41 Values in KIPS d4,A1,--0),�, ERN •JBUILDING SYSTEMS PO Box 1,10 . 9493 Porter Rd . Burnsville, OR 97325 800.60L1422 ModemBulldingSystems.com Project Title: KING COUNTY TRANSIT BLDG 3 Engineer. MCL Project ID: 2019-31-3 Project Descr:10' x 30' MODULAR OFFICE Re--3 ov. S Printed: 23 APR 2019, 7:12AM Description : TYP FLOOR JOIST - CONC LOAD at CNTR (OFFICE) - 2019-31 CODE REFERENCES. File = C:\Projects\ENERCA-4120109E-112019-313 Stud calcs.ec6 Software copyright ENERCALC, INC.1983-2018, Build:10.18.1213 . Ice MODERN f UIL.OJNG tS71 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Fb + Fb- Fc-Pdl Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 6.0 ft L(0.4) 2x8 Span =5.0ft Di0.01330) 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 110psi 575.0 psi E: Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend - xx 580.0ksi Density 32.210pcf Repetitive Member Stress Increase 2x8 Span =5.0ft Applied Loads Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.010 ksf, Tributary Width = 1.330 ft Load for Span Number 1 Uniform Load : L = 0.40 klft, Extent = 1.250 —» 3.750 ft, Tributary Width = 1.0 ft, (Cone load 2k on 2 joists, lk on 1 joist) Service loads entered. Load Factors wil$ be applied for calculations. DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.606 1 2x8 692.44 psi 1,143.45 psi +D+L 2.263ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.038 in Ratio = -0.016 in Ratio = 0.039 in Ratio = -0.015 in Ratio = Vertical Reactions Load Combination Support 1 Overall MAXimum 0.444 Overall MINimum 0.414 D Only 0.029 +D+L 0.444 +D+0.750L 0.340 1586 >=360. 3785 >=360. 1537 >=240. 4044 >=240. Support notation : Far left is #1 Support 2 Support 3 0.770 -0.086 0.672 0.018 0.098 0,029 0.770 -0.056 0.602 -0.035 Design OK Values in KIPS 0.785 : 1 2x8 86.33 psi 110.00 psi +0+L 4.413ft Span # 1 DEE BUILDING SYSTEMS PO Box 110.9493 Porter Rd. Aumsripe, OR 97325 800.682.1422 ModemBu3din95ystemscom Project Title: KING COUNTY TRANSIT BLDG 3 Engineer. MCL Project ID: 2019-31-3 Project Descr: 10' x 30' MODULAR OFFICE Description : TYP FLOOR JOIST - CONC LOAD at CNTR (OFFICE) - 2019-31 Vertical Reactions Load Combination L Only Support notation : Far left is #1 Support 1 Support 2 Support 3 0.018 0.059 0.018 0.414 0.672 -0.086 Printed: 23 APR 2019, 7:12AM File = C:Wrojects\ENERCA-4120109E-112019-31-3 S rructcalcs.ec6 Software copyright EN _RCALC, INC.1983.2018, Build:10.18.12.13 . Values in KIPS d*Z=- _!BUILDING SYSTEMS PO Box 110. 9493 Porter Rd . &node, OR 97325 800.682-1422 ModemRug&ngSyseems.com Project Title: KING COUNTY TRANSIT BLDG 3 Engineer: MCL Project ID: 2019-31-3 Project Descr:10' x 30' MODULAR OFFICE or ftAL1 Prnted: 23 APR 2019, 7:13AM Wood Beam Description : TYP FLOOR JOIST - CONC LOAD at SUPPORT (OFFICE) - 2019-31 CODE REFERENCES fie = C:1Projects1ENERCA-4420109E-112019.31-3 Sfruct calcs.ec6 Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Fb + Fb - Fc - Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 6:0 ft L(0 D(0 :01330) 900.0 psi E : Modulus of Elasticity 900.0psi Ebend-xx 1,600.0ksi 1,350.0 psi Eminbend - xx 580.0ksi 625.0 psi 110 psi 575.0psi Density 32.210pcf Repetitive Member Stress Increase 2x8 Span = 5.0 ft 2x8 Span = 5.0 ft Applied Loads Beam self weight calculated and added to loads Loads on all spans... • Uniform Load on ALL spans : D = 0.010 ksf, Tributary Width = 1.330 ft Load for Span Number 1 Uniform Load : L = 0.40 k/ft, Extent = 0.60 —» 3.10 ft, Tributary Width = 1.0 ft, (Conc Load 2k on 2 joists, l k on 1 joist) DESIGN SUMMARY {Maximum Bending Stress Ratio ISection used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions Load Combination Overall MAXimum Overall MlNimum D Only +D+1.. +D+0.750L 0.597: 1 2x8 682.58 psi 1,143.45 psi +D+L 1.983ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.036 in Ratio = -0.014 in Ratio = 0.037 in Ratio = -0.013 in Ratio = 1672 >=360. 4392 >=360. 1617>=240. 4743 >=240. Support notation : Far left is #1 Service loads entered. Load Factors will be applied for calculations. Desi r; OK Values in KIPS 0.723 1 2x8 79.48 psi 110.00 psi +D+L 0.000 ft Span # 1 Support 1 Support 2 Support 3 0.585 0.556 0.029 0.585 0.446 0.616 -0.074 0.518 -0.026 0.098 0.029 0.616 -0.045 0.487 4.026 0 } E BUILDING SYSTEMS PO Box 110.9493 Porter Rd • Aums dlle, OR 97325 800.682.1422 ModemDuidingSystems.com Wood Beam i C K 06009251 Description : TYP FLOOR JOIST - CONIC LOAD at SUPPORT (OFFICE)- 2019-31 Vertical Reactions Load Combination +0.60D L Only Project Title: KING COUNTY TRANSIT BLDG 3 Engineer: MCL Project ID: 2019-31-3 Project Descr:10' x 30' MODULAR OFFICE FGR4 Of� Printed: 23 APR 2019, 7:13AM File = C:tProjecto1ENERCA-4t20109E-1i201931-3 Struci calcs.ec6 Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Support notation : Far left is #1 Support 1 Support 2 Support 3 0.018 0.059 0.018 0.556 0.518 -0.074 Values in KIPS :ERN BUILDING SYSTEMS PO Box 110 • 9493 Porter Rd . AomoriRe, OR 97325 800.6112.1422 Modem9u7dingStrstems.com [ Wood Beam Description : TYP FLOOR JOIST SUPPORT BEAM (OFFICE) - 2019-31 Project Title: KING COUNTY TRANSIT BLDG 3 Engineer: MCL Project ID: 2019-31-3 Project Descr:10' x 30' MODULAR OFFICE Printed: 23 APR 2019, 7:14AM CODE REFERENCES File = C:IProjects\ENERCA-4120t09E-112019.31.3 Surat calcs,ec6 Software copyright ENERCALC, INC. 1983.2018, Build:10.18.12.13 . Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination tBC 2015 Wood Species : Hem Fir Wood Grade : No.2 Fb + 850.0 psi Fb - 850.0 psi Fc - PM 1,300.0 psi Fc - Perp 405.0 psi Fv 120.0 psi Ft 525.0 psi Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 26.830 pcf First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 2.0 ft Span = 6.0 ft Span = 6.0 ft Applied Loads Service loads entered. Load Factors wit be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.0740, L = 0.4060 k/ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions ..............................................................................:........:. Load Combination Overall MAXimum Overall MlNimum D Only +D+t, +D+0.750L +0.60D L Only 0.775r 1 Maximum Shear Stress Ratio 4x8 Section used for this span 853.69psi fir : Actual 1,101.64psi Fv : Allowable +D+L Load Combination 6.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.034 in Ratio = 2090 >=360 0.000 in Ratio = 0 <360 0.041 in Ratio = 1750>=180 0.000 in Ratio = 0 <180 Support notation : Far left is #1 Support 1 Support 2 Support 3 i:091 3.635 _ f:051 0.914 3.045 0.914 0.177 0.590 0.177 1.091 0.862 0.106 0.914 3.635 2.874 0.354 3.045 1.091 0.862 0.106 0.914 Values in KIPS Design OK 0.751 1 4x8 90.16 psi 120.00 psi +D+L 5.397 ft Span # 1 01 E rj, r�J .BUILDING SYSTEMS PO Boa 110. 9493 Pater Rd .AwmsvfIe, OR 97325 800.682.1422 P4odemBmMngSystemssan Wood Beam Description : TYP FLOOR JOIST SUPPORT BEAM (STORAGE) - 2019-31 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species : Hem Fir Wood Grade : No.2 Project Title: KING COUNTY TRANSIT BLDG 3 Engineer: MCL Project ID: 2019-31-3 Project Descr:10' x 30' MODULAR OFFICE Printed: 23 APR 2019, 7:15AM File = C:SPrajectslENERCA-4120109E-112019-31-3 Struct calcs.ec6 Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . Fb + Fb - Fc - Fri! Fc - Perp Fv Ft Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths 850.0 psi 850.0 psi 1,300.0 psi 405.0 psi 150.0 psi 525.0 psi E : Modulus of Elasticity Ebend-xx 1,300.0ksi Eminbend - xx 470.0ksi Density 26.830pcf First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 2.0 ft Applied Loads Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.0740, L = 0.7810 k/ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions Load Combination Overall MAXIMUM Overall MANimum D Only +D+L +D+0.750L +0.60D L Only 0.953 1 4x8 1,051.48 psi 1,103.37psi +D+L 5.000ft Span # 1 0.032 in 0.000 in 0.035 in 0.000 in Support 1 ...:........................... 1.612 1.464 0.146 1.612 1.246 0.089 1.464 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 1877 >=360 0 <360 1705 >=180 0 <180 Support notation : Far left is #1 Support2Support3 5.373..6.i.2.........._-.......:...................... . 4.881 1.464 0.492 0.148 5.373 1.612 4.153 1.246 0.295 0.089 4.881 1.464 Desii n,©K Values in KIPS 0.860 : 1 4x8 129.01 psi 150.00 psi +D+L 4.413 ft Span # 1 ERN JOB # 2019-31-3 SHEET NO LFA-1 BUILDING SYSTEMS CALCULATED BY MCL PO Box 110.9493 Porter Rd . Aumsvilie, OR 97325 800.682.1422 ModernBuildingSysterns.com CHECKED BY SCALE OF LFA-1 (p DATE 4/19/2019 DATE SHEAR DIAPHRAGM DESIGN BUILDING INFORMATION: TRANSVERSE LOADING LONGITUDINAL LOADING TRANSVERSE WIND = 5543 # T Vrf = ROOF / 2 WALLS = 1386 # Lrf = 10.00 ' v rf = 139 plf SHEAR WALL PIER LENGTHS 4.00 ' 0.00 ' 0.00 2.00' Lwall = 6.00' 0.00 ' 0.00 ' vwall = --231 p L. - CI BUILDING LENGTH (L) = BUILDING WIDTH (B) = SHEAR WALL PLATE HEIGHT = ROOF OVERHANG = WIND = SEISMIC = (WIND CONTROLS) 30.00 ' 10.00 ' 9.50 ' 0.00 ' 5543 # 1207 # ROOF = WIND / 2 = 2772 # 92 plf 30.00' <265 plf (WIND) OK T 1386 # USE MIN 19/32" SHTG w/ 8d (.113) AT 6" EDGE & 12" FIELD (UNBLOCKED) (ESR-1539, TABLE 6) UPGRADE TO 6" & 8". AT ROOF <320 plf (WIND) OK USE MIN 7/16" SHTG w/ 15 GA STAPLES AT 4" EDGE & 12" FIELD (BLOCKED) (ESR-1539, TABLE 8) UPGRADE TO 4" & 8". FASTENING Vflr = 1386 # Lflr = 10.00' v flr = 139 plf <265 plf (WIND) - OK USE MIN 19/32" SHTG w/ 8d (.113) AT 6" EDGE & 12" FIELD (UNBLOCKED) (ESR-1539, TABLE 6) UPGRADE TO 23/32" SHTG AT 6" & 8". AT FLOOR [0)ER JOB # 2019-31-3 SHEET NO LFA-2 OF LFA 6 BUILDING SYSTEMS PO Box 110.9493 Porter Rd . Aumsvllle, OR 97325 800.682.14 22 Ivi o d e rn B u i ld i ngSyste ms.com CALCULATED BY MCL CHECKED BY SCALE DATE 4/19/2019 DATE SHEAR DIAPHRAGM DESIGN (CON'T) LONGITUDINAL T Vrf = ROOF / 2 WALLS = 604 Lrf = 30.00' (SEISMIC CONTROLS) SEISMIC ROOF = 1207 # 120 plf 10.00 T 604 # v rf = 20 plf <140 plf (CASE 3) (SEISMIC) OK USE MIN 19/32" SHTG w/ 8d (.113) AT 6" EDGE & 12" FIELD (UNBLOCKED) (ESR-1539, TABLE 6) UPGRADE TO 6" & 8". AT ROOF SHEAR WALL PIER LENGTHS 3.00' 3.00 LwaIl = 9.00' 3.00 ' 0.00 0.00' 0.00 `v wall = 67 plf <132 plf (SEISMIC- Adjusted .854) OK USE MIN 7/16" SHTG w/ 15 GA STAPLES AT 6" EDGE & 12" FIELD (BLOCKED) (ESR-1539, TABLE 8) Vflr = 604 # Lf! r = 30.00 ' vflr = 20 plf <140 plf (CASE 3) (SEISMIC) - OK USE MIN 19/32" SHTG w/ 8d (.113) AT 6" EDGE & 12" FIELD (UNBLOCKED) (ESR-1539, TABLE 6) UPGRADE TO 23/32" SHTG AT 6" & 8". AT FLOOR 0, BUILDING SYSTEMS PO Box 110. 9493 Porter Rd . Aumsviife, OR 97325 800.682.1422 Moderneuiiding5ystems.com SHEARWALL HOLD DOWNS (TRANSVERSE) UNIT SHEAR = PIER WIDTH = ROOF TRIB WIDTH = Mot = "23 oIf X 2' X 9.5' = Mr = [3'(12psf)+9.5'(10psf)] X 2'^ T=C=M/b (4388 - 157)Ib-ft /.(2`= PER NAIL VALUE4SIMP C-2017 PG 305) N=2821#/171#EA= JOB # 2019-31-3 SHEET NO LFA-3 OF LEA-(4 CALCULATED BY MCL DATE 4/19/2019 CHECKED BY DATE SCALE 231 plf 2.00 ' 3.00,.' 4388 lb-ft CS-18 N.G. 157 lb-ft 2821 # 171 # SHEARWALL HOLD DOWNS (LONGIT) UNIT SHEAR = PIER WIDTH = ROOF TRIB WIDTH = Mot = 67p1f X 3' X 9.5' = Mr = [5'(12psf)+9.5'(10psf)] X 391/42/2 X 0.6 T=C=M/b (1911 - 419)Ib-ft / (3 - 0.5)' PER NAIL VALUE (SIMP C-2017 PG 305) N = 597# / 171# EA = 67 plf 3.00 ' 5.00 ' 1911 lb-ft 4 (MIN) (SEE 1571r1;6 419 lb-ft 597 # 171 # DF 4 NAILS 4 (MIN) USE MIN SIMP CS-18 w/ (4) N-10's EA END BUILDING SYSTEMS PO Box 110 . 9493 Porter Rd . Aumsvllie, OR 97325 800.682.1422 ModernBuilding5ystems.com JOB # 2019-31-3 SHEET NO LFA-4 OF LFA-,4' 6 CALCULATED BY MCL DATE 4/19/2019 CHECKED BY DATE SCALE SIDEWALL TOP PLATE SPLICE T=C=M/b (92p1f X 30'^2)/(8 X 10') 1039 # PER NAIL VALUE (NDS 2015 TABLE 12N, Cd=1.6) = 155 # DF N = 1039# / 155# EA = 12 NAILS 12 (MIN) USE MIN 4 ft SPLICE w/ (12) 12d's (.131) EA END ENDWAILL TOP PLATE SPLICE T=C=M/b (12031f-X 2)/(8 X 30') PER NAIL VAI.UE (SIMP -2017 PG 305) N 1 171# EA = 1 50 # 171 # DF 4 (MIN) 1 i#ft -8#01k268'$440t 6_tY SHEAR TRANSFER AT M.L. v =Vav'= 386# X (30' X 10' / 2)(10' / 4) = V = 208p1f X (30'/2) / 2 X 2 = PER BOLT VALUE (JN 015 TABLE 12A) (600# X 1.6)= 960 # LB: G=0.50 = 3118#/960#EA= 208 plf 3118 # 6 BOLTS 6 (MIN) t01 ERN BUILDING SYSTEMS 9493 Porter Road SE • PO Box 110 AUMSVILLE, OREGON 97325 503-749-4949 • Fax 503-749-4950 JOB L,.EJ [ 9t - ,+' SHEET NO. 1� CALCULATED BY CHECKED BY SCALE J _. ., OF '^ �''J%.._{{i(...�._ ...._ ..... DATE _...__-'_' i J DATE orce Tr -a rsf W d d 1d Op ings alcL) al; v111, LA. Project Information L-- Qii _ze LTA — Code: Designer. MCL Date: 4/22/2019 Client: King Count; Transit Project: 2019-31-3 Wall Une: Grid 1 L1Ift Leith) _,,.....,._......... Lahti L.�ff4t Shear Wall Calculation Variables LS L2 bwar Oat 1385ibf1 Opening 1 Adj. Factor Method = i 2b>Jh 2.00 ftl half 2.83fti Wail Pier Aspect Ratio 4.00 ft1 hoi 4.00 ftl P1=ho1/L1= 2.00 9.50ft hbi 267ft P2=ho2/L2= 2.00 10.00 ft Lolµ 400Rj 1. Hold-down forces: H=Vh,adlL,,,g 1317 lbf 6. Unit shear beside opening Adj. Factor N/A N/A V1= (V/L)(L1+T1)/ L1= 231 plf 2. Unit shear above 4 below opening V2 = (V/L)(T2+L2)/12 = 231 plf First opening: vat= vbl = H/(hal+hbl) = 239 plf Check Vl•L1+V2•L2=Vl 1386 Ibf OK 3. Total boundary force above + below openings 7. Resistance to corner forces Ant opening: 01= val x (Lol) = 958 lbf 4. Comer farces F3 01(L1)/(L1+L2) _ F2 = 01(L2)/(L1+L2) = 5. Tributary length of opentngs R1= V1`L3 = R2=V2•L2= 319 lbf 8. Difference comer force + resistance 462 lbf 924 lbf 638 Ibf R1-F1= 143 lbf R2-F2 = 286 lbf Ti = (L1'Lo1)/(L1+L2) = 1.33 ft 9. Unit shear in comer zones T2 = (L2•Lo1)/(1.1.+L2) = 267 ft Check Summary of Shear Values for One Opening Line 1: vel(hal+hbl)+V1(hol)=H7 Line 2: val(hal+hb1)-vel(hal+hblj-V1(hol)=07 Line 3: vc2(hai+hbl)+V2(hol)=Hl vc1 = (R1-F1)/11= vc2 = (R2-F2j/L2 = 71 pH 71 plf 393 924 13171bf 1317 393 924 0 393 924 13171bf Req. Sheathing Capacity Req. Strap Force Req. HD Force (H) Req. Shear Wall Anchorage Force (v„m) Design Summary 4-Term Deflection 4-Term Story Drift% • 1.310 in. 0.045 % APA Disclaimer 3-Tenn Deflection 3-Term Story Drift % 1.367 In. 0.048% See Page 2 See Page 3 The information sontefeed herein Is intended for use es o resourte toad itr the sheer Mari design hueed on APA — The E,yhe ,.J Were Association's tertin p and bwx.ted3e of wand fronKdshearwelt system derma seXHIngthe force emetyer wandopema3e (FTAO)merhoeolags. Nether APA, runts memoermamQarsvefg mote on, wamolrty.expressed or Implied, or asscme coy 'ego! BMW orrespolsiaifryfor the venom., us., oppltmdon of,, ond/wreferesce to opinions,. Fm irvs, reothe ors. er rera emeadationr included In this Celrtestw. Eonso.T woe loco(io,isdktion or desk. prn! hohol toass ee ee,p re,ne cairn ehdrr. mraaattloh. and perfannmxe regrcrements, &erelse APA has noemm»! oaer quality of wdrFinaas94p.er the Mro5ians under w.A'ch engineered weed product, are used, Itotenot accept respomtilthy ofProdatr yerfOhnante....3,pns as actually owstnele8 WOES APA— THE ENG9VE5RFO WOOD ASSOOA7lON - AU. RIGHTS RESERVED -AM' COPTING, ALJDIEICATT0ht O1STRt8U/TlON, OR OTHER USE OF THIS p08u0rTION OTHER THANAS EXPRESSLY At/WOWED BY APR IS PROMOTED by THE U.s CDATRTGNT MAWS. LJI1 o]E BUILDING SYSTEMS PO Box 110.9493 Porter Rd . Aumsvilie, OR 97325 800.682.1422 ModernBuiIdingSystems.com JOB # 2019-31-3 SHEET NO FDN-1 OF FDN-_ CALCULATED BY MCL 4/19/2019 CHECKED BY DATE FOUNDATION DESIGN BUILDING LENGTH (L) = 30.00'., BUILDING WIDTH (B) = 10.00 FRAME RAIL OFFSET = N/A` FLOOR TRIB WIDTH = '5.00' ROOF OVERHANG = 0.00' ROOF TRIB WIDTH = 5.00' WALL PLATE HEIGHT = 9.50' (ABOVE F.F.) TRANSVERSE WIND/SEIS. = 5543 # LONGIT. WIND/SEIS. = 2034 # WIND UPLIFT = 4214 # SNOW LOAD = 25psf BUILDING WEIGHT = 13204 # (No Snow) F.F. HEIGHT 2.50(ABOVE GRADE) AVG. ROOF HEIGHT 12.50' (ABOVE GRADE) PIER PAD AREA 1.78 ftA2 AT EXTERIOR FTG LOAD TO SKIRTWALL 0 plf DL = 5'(12 psf)+9.5"(10 psf)+5'/2(10 psf) = 180 plf LL=5'/2X65psf= 163p1f SL= 5' X 25 psf = 125 plf D+L=343plf D + S = 305 plf D + 0.75E +0.75S = 396 plf MODULAR SITE TYPE = ASPHALT. MAX BRG PRESSURE =,_ 2000 psf CONTROLS AT INTERIOR FTG e'3r 65ipsf viz.-LL. DL = 5' (10 psf) = LL = 5' (65 psf) = D + L = 375 plf PIER SPACING = 5.00' q = 375plf X (5') / 1.78 ftA2 = 50 plf 325 plf CONTROLS 1053 psf :. OK on ASPHALT USE 2 x 12 x 24 in P.T. PADS AT 5' O.C. JOB 2.0r) t BUILDING SYSTEMS 9493 Porter Road SE • PO Box 110 CALCULATED BY AUMSVILLE, OREGON 97325 CHECKED BY 503-749-4949 • Fax 503-749-4950 SCALE 7 OF DATE DATE , l i i t.4-(5_,E- ii I ,i. 1 I')f 0:-' i i _ r f s ". r.,, !,,....4.---,-., , i , w j , , i ; ; i' t' t , : a f i 33 i 1 I I , i IL:1114 I l�t_5 , i ;Z. .....:.......... i ,„,,.., I i '43261e. fi: 6.; I f t E i f , i , i. i i : i SHEET NO. , 1.4(•E I , ! • • • - • _ i `'- I; : ' i • £J1TERN 9493 Porter Road SE • PO Box 110 AUMSVILLE, OREGON 97325 CHECKED BY___, 503-749-4949 • Fax 503-749-4950 SCALE JOB fin(.L SHEET NO. CALCULATED BY OF DATE L'`t� DATE j5ThERNUILDINGG SYSTEMS 9493 Porter Road SE • PO Box 110 AUMSVILLE, OREGON 97325 503-749-4949 • Fax 503-749-4950 SCALE , 1 1 ttIVI 2. 5tT sH we- WA-t-1. e : a �� I Pi;_____361) :: 11 :, : : , , . SHEET NO. :r..1 CALCULATED BY CHECKED BY DATE I , J'SiL i Ic. i : 1 i ; I ! i 7' -7__2t pt' ,, -C�_. 01 - -- _ ._.3.. ilexp 3 i i i i ! 1 i i L ERN BUILDING SYSTEMS JOB SHEET NO. { — 9493 Porter Road SE • PO Box 110 CALCULATED BY AUMSVILLE, OREGON 97325 CHECKED BY 503-749-4949 • Fax 503-749-4950 SCALE OF Fi)"-1 DATE C r 3— `g DATE I i , i l i ; i R14[E.I P1!47- i 1. f i , -iI Ma, it f.( _ I 1 [/�^�( I i 1 I 1 j ! i s j 2 t i ( j i 1 1 1 �1344 2, t .E . i 7 T 3 I i i i ; i 1 i._ i i i i V.,` - it vklvIc__;P.._.«5 _ .__ .15! . 1.Rc.:[ ei......1-to;__ c 1,t 1 i 1 1 I i 1 : : e s i , I ! : . I 1 i , j i I I 1 [ ; i , I I E i I I 1 1__I_ ! t 's E I , s i` i 33 i I i t I OF VO ‘" DATE DATE I0D RN B1Cciii43 SYSTEMS 9493 Rorter Road SE PO Box 110 AUMSVILLE, OREGON 97325 503-749-4949 • Fax 503-749-4950 JOB Z 019 -51 -13 SHEET NO, CALCULATED BY 41C, L.. CHECKED BY SCALE /11-00ZRN 1L_J1 , J BUILDING SYSTEMS PO Box 110. 9493 Porter Rd • Avmwillc. OR 97325 80D.6E12.1422 ModemBuilding5yxtems.cam Wood Beam Lic. f! : KW-06 r 09251 Description : SKIRT WALL BOTTOM PLATE - 2019-31 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination iBC 2015 Wood Species : Hem Fir Wood Grade : No.2 Beam Bracing : Completely Unbraced 5.50 X 1.50 Span = 2.0 ft i i4pp1i0 Leads Project Title: KING COUNTY TRANSIT BLDG 3 Engineer: MCL Project ID: 2019-31-3 Project Descr:10' x 30' MODULAR OFFICE Fb + Fb - Fc - Prll Fc - Perp Fv Ft D(0.1970) L(0.1920) S(0.1480) X, 5.50X1.50 Span = 2.0 ft Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.1970, L = 0.1920, S = 0,1480 k/ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions • Load Combination Overall MAXimum Overall MINimurn D Only +O+L +D+S +0+0.750L +D+0.750L+0.750S +0.60D L Only S Only 0.701: 1 5.50 X 1.50 1,130.90psi 1,612.88psi +D+0.750L+0.750S 2.000ft Span # 1 0.017 in 0.000 in 0.041 in -0.001 in Printed: 19 APR 2019, 2:04PM File = C:Wrojects\ENERCA-4420t09E-112019-31-3 Siruct cake. i1 Software copyright ENERCALC, INC, 1983-2018, Build:10.18.1213 . 850 psi 850 psi 1300 psi 405 psi 95 psi 525 psi Licensee: MODERN BUILDING :SYSTEMS. E: Modulus of Elasticity Ebend- xx 1300ksi Eminbend - xx 470ksi Density 26.84pcf 5.50 X 1.50 Span = 2.0 ft 5.50 X 1.50 Span = 2.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 1375 >=360, 0 <360.0 582 >=240. 17226 >=240. Support notation : Far left is #1 Support 1 Support 2 Support 3 Support 4 Support 5 0.356 1.037 0.842 1.037 0.356 0.116 0.338 0.275 0.338 0.116 0.156 0.454 0.369 0.454 0.156 0.307 0.893 0.725 0.893 0.307 0.272 0.792 0.644 0.792 0.272 0.269 0.783 0.636 0.783 0.269 0.356 1.037 0.842 1.037 0.356 0.094 0.272 0.221 0.272 0.094 0.151 0.439 0.357 0.439 0.151 0.116 0.338 0.275 0.338 0.116 Design OK 0.840 : 1 5.50 X 1.50 91.78 psi 109.25 psi +0+0,750L+0.750S 1.899ft Span # 1 Values in KIPS ydF fZTE BUILDING SYSTEMS PO Box 110.9493 Porter Rd . Aumsville, OR 97325 800.682.1422 Moderni3uildingsystems.com 10B # 2019-31-3 SHEET NO L-1 CALCULATED BY MCL CHECKED BY OF L-5 DATE 4/19/2019 DATE SCALE WIND ANALYSIS FOR ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BUILDINGS - BASED ON IBC 2015 / ASCE 7-10 CHAPTER 28, PART 2 INPUT DATA Risk Category = RC Basic Wind Speed = Vult Exposure Category = EC Topographic Factor = Kzt Adjustment Factor = Lambda Building Length = L Building width = B Building Height to Eave = he Building Height to Ridge = hr Eave Overhang oh Building End Zone = a Roof Pitch = RP Approx. Roof Angle = RA OUTPUT Wind Pressure, ps30 (Fig. 28.6-1) Horizontal Horizontal Horizontal Horizontal Vertical Vertical Vertical Vertical O.H. O.H. 140 B 1.00 1.00 30.00 ft 10.00 ft 12.00 ft 13.00 ft 0.00 ft 3.00 ft 2.0 :12 10 degrees A-ps30 35.10 psf B-ps30 -14.50 psf C-ps30 23.30 psf D-ps30 -8.50 psf E-ps30 -37.30 psf F-ps30 -22.80 psf G-ps30 -26.00 psf H-ps30 -17.50 psf Eoh-ps30 -52.30 psf Goh-ps30 -40.90 psf (Table 1.5-1) Vasd =108 mph (3 sec gust)(Fig 26.5-1) (Sec. 26.7) (Sec. 26.8 & 26.8-1) (Sec 28.6-1) 12:07:41 PM (Ref. Fig. 28.6-1) ERN BUILDING SYSTEMS PO Box 110.9493 Porter Rd • Aumsville, OR 97325 800.682.1422 ModernBuildingSystems.com JOB # 2019-31-3 SHEET NO L-2 OF L-5 CALCULATED BY MCL DATE 4/19/2019 CHECKED BY DATE SCALE Wind Pressure, ps ps = Lambda * Kzt * ps30 Min Loading Horizontal A-ps 35.10 psf 16.00 Horizontal B-ps -14.50 psf 8.00 Horizontal C-ps 23.30 psf 16.00 Horizontal D-ps -8.50 psf 8.00 Vertical E-ps -37.30 psf 0.00 Vertical F-ps -22.80 psf 0.00 Vertical G-ps -26.00 psf 0.00 Vertical H-ps -17.50 psf 0.00 O.H. Eoh-ps -52.30 psf 0.H. Goh-ps -40.90 psf CASE A - Transverse Wind Min Loading A-tw 2527 lbs 1152 Ibs Set to 0 B-tw -87 Ibs 48 Ibs C-tw 6710 Ibs 4608 Ibs Set to 0 D-tw -204 Ibs 192 Ibs Total 9238 Ibs (SD) Convert to ASD x 0.6 Total Force on building side L = 5543 Ibs (ASD) CASE B - Longitudinal Wind 6C)00 Ibs 0.6 3600 Ibs A-Iw 1316 Ibs 600 Ibs C-Iw 2074 Ibs 1424 Ibs Total 3390 Ibs (SD) 2024 Ibs Convert to ASD x 0.6 0.6 Total Force on building end B = 2034 Ibs (ASD) 1214 Ibs CASE A - Transverse Uplift w/ gable end OH uplift E-up -1119 lbs w/ gable end OH uplift F-up -684 lbs w/ gable end OH uplift G-up -3120 Ibs w/ gable end OH uplift H-up -2100 lbs sidewall eaves OH uplift Eoh-up 0 Ibs sidewall eaves OH uplift Goh-up 0 lbs Total -7023 Ibs (SD) Convert to ASD x 0.6 Total Uplift Force = -4214 Ibs (ASD) E JOB ##2019-31-3 LJ SHEET NO L-3 BUILDING SYSTEMS CALCULATED BY MCL PO Box 110.9493 Porter Rd • Burnsville, OR 97325 800.682.1422 ModeBuildingSystems.00m CHECKED BY rn EPDM 19/32 Shtg 2x12 @24 R-38L Drp Grd Dens 1/4 Total 5/8 Gyp 2x4 @ 16 5/8 Gyp Total SCALE OF L-5 DATE 4/19/2019 DATE 10' x 30' MODULAR SEISMIC per IBC 2015 / ASCE 7-10 ASCE 7-10 Table 1.5-1 ASCE 7-10 Table 1.5-2 ASCE 7-10 Table 12.2-1 USGS Data ASCE 7-10 11.4.2 ASCE 7-10 Table 11.4-1 ASCE 7-10 Eqn. 11.4-1 ASCE 7-10 Eqn 11.4-3 ASCE 7-10 Table 11.6-1 ASCE 7-10 Eqn 12.8-1 IBC 2015 1605.3.1 ASCE 7-10 Eqn 12.8-5 V = C Risk Category Seismic Importance Factor Response Modification Factor Spectral Response Accel. Site Class D Site Coefficient Sms = Ss * Fa Sds = 2/3 * Sms To = R= Ss = Fa = Sms = Sds = I I 1.00 6.50 1.507 1.000 1.507 1.005 Seismic Design Cat. D s * W = (Sds /( R/Ie) * W)* 0.7 V = 0.108 Note: 0.7 converts to ASD Vmin = 0.010 Building Weight Roof (psf) 1.0 2.1 2.2 1.8 1.8 1.2 0 10.1 Interior Wall (psf) 2.8 1.1 2.8 0 0 0 6.7 7/16 Shtg 2x6 @ 16 R-21U 5/8 Gyp FC Pnl Misc 23/32 Shtg 2x8 @ 16 R-30U Exterior Wall (psf) 1.5 1.7 1.3 2.8 2.5 0 0 9.8 Floor (psf) 1.0 2.5 2.2 1.6 0 0 7.3 No Snow Roof = Ext. Wall = Int. Wall = Floor = Chassis = Total JOB #2019-31-3 SHEET NO L-4 BUILDING SYSTEMS CALCULATED BY PO Box 110 .9493 Porter Rd • Aumsville, OR 97325 800.682.1422 ModernBuildingSysterns.corn Building Weight (can't) 10.00 ' 10.00 ' 9.50' 8.00' 10.00 ' 30.00 ' 30.00 ' 80.00 ' 10;00 ' 30.00 ' DATE 4/19/2019 CHECKED BY DATE SCALE Wr = Total DL tributary to roof 7022 Ibs W1 = Total DL tributary to floor 6182 Ibs 0.0 psf 10.1 psf 9.8 psf 6.7 psf 7.3 psf 0 Ibs 3030 Ibs 7448 Ibs = 536 Ibs = 2190 Ibs 0 Ibs 0 Ibs W= 13204 Ibs Fx Story (Shearwall) Force Table Story Height Weight Story Force - k Fx= wx*hx/ (1 wx*hx)*V Fx Coef = V*hx/(1 wx*hx) Story Shear (hx) (wx) (wx*hx) (Vx) R 12.00' 7.02 k 84 k-ft 1.21 k 0.172 1.21 k 1 2.50 ' 6.18 k 15 k-ft 0.22 k 0.036 1.43 k Grade 0.00' Sum (y) 13.20 k 100 k-ft V= 1.43 k Shear Value Comparison OK LITLITC Hazards by Location Search Information Address: 12400 E Marginal Way S, Tukwila, WA 98168, USA Coordinates: 47.4924536,-122.28401459999998 Elevation: 29 ft Ti mesta m p: 2019-03-18T18:42:18.966Z Hazard Type: Seismic Reference ASCE7-10 Document: Risk Category: II Site Class: D MCER Horizontal Response Spectrum Sa(g) 1.40 1.20 1.00 0.80 0.60 0.40 0.20 0.00 0 0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters Name Value Description Ss 1.507 MCER ground motion (period=0.2s) Sr 0.565 MCER ground motion (period=1.0s) SMs 1.507 Site -modified spectral acceleration value SMi 0.848 Site -modified spectral acceleration value Sos 1.004 Numeric seismic design value at 0.2s SA SDI 0.565 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2s F,, 1.5 Site amplification factor at 1.0s CRs 0.938 Coefficient of risk (0.2s) L-5oc-L5 R> c�rrzi .i?9ft' 0 Kent yrllup Map dittpittailtibiSeugle Design Horizontal Response Spectrum Sa(g) 1.00 0.80 0.60 0.40 0.20 0.00 0 0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) 1 si r. a Northwest Geotech, Inc. 9120 SW Pioneer Court. Suite B • Wilsonville, Oregon 97070 503/662.1890 FAX: 503 / 682-2753 DAILY REPORT OF INSPECTION ACTMTrES PERMITNO. NIA PROJECT NAME Portland to Milwaukie Light Rail Project (MLR), Segment K - Certtsr Street Remodel & Parking Lots (Moving Together); Lot A 7-Piex Trailers PROJECT NO. 2676.3.1 PAGE OF 1 2 P%OJECf LOCA+ Fortiori, Oregon Hoffman Construction CONTRACTOR cflr�. 'A� CIAJrRrCTOR CLIENT OR Tri-Met GENERAL CONTRACTOR'S REPRESENTATIVE Mark Anderson GRADING FORtAN REPORT SEQUENCE NO. 1 DATE hew OF NWEtiC WATHEi venom 80's Sunny Lou Parker, Hoffman Canstruclon Corp. Men or4aroa:ras 1800 SW lst Avenue, Suite 300, Portland, Oregon 97201 7/1/13 Monday THE FOLLOWING WAS NOTED: Nil arrived on -site, as requested, to observe three ground anchor test samples for lateral shear reslstanc testing using drive pins in asphalt and three ground anchor test samples for resistance testing using crossdrives in asphalt to be used hi the around anchor system for the following: • 84' x 60'temporary mobile construction office • 10' x 42' mobile Tti-Met office • 14' x 30' mobl# restroom t�aterei Shear Resistance Testing a inch Drive Pins In Aspl Ground anchor system consisted of three No. 5 reinforcing bars,18 Inches In length attached to a two by four pressure treated hem -fir ten feet In length laying fiat on the asphalt surface. The No. 5 reinforcing bars ware driven approximately 16 Inches into the underlying soil through the two by four and asphalt at a eight angle. The holes for the No. 5 reinforcing bars pre -drilled with a % diameter bit, spaced equaily apart, and no closer than 12 inches from the end of the two by four. See attached picture for setup. Three tests ware observed in accordance with the test procedures provided by Modem Building Systems. Inc. Test results are as follows: 'rest 1. = 3,800 lbs., anchor had no movement. Failure occurred attest load end of 2 x 4 causing the 2 x 4 to break. lest 2. = 3,300 lbs., anchor het no movement. Failure occurred at test load end of 2 x 4 causing the 2 x 4 to break. Test 3. = 3,950 lbs., anchor had no movement. Failure occurred et test load end of 2 x 4 causing the 2 x 4 to break. ''Average = 3 680 lbs. Note 1: Required strength for ground anchor system is Z760 lbs. based on a mMirnum of an average of three tests. Note 2 The load tests were conducted using a remote trax machine (apprndmately 6,000 lbs. equipment) attached Milne with a 6,000 lb. rated come -along, Geotac 10,000 lb. S-type Toad cell and a 12,000 Ib. rated strap (Tx 12ft). See atached picture for load test equipment setup. (Picture No. 1) Nate 3: Lateral shear resistance testing was conducted until failure occurred. REVIEWED er: Michael A. Ghrsbach emesternenve Bridget# Adame Come,: Cad Bean, AIA, rut -Met Mark Anderson, Huffman Construction Company Lou Parker, Hoffman Construction Company Alan Rasmussen, Modem Bulidtng Systems, Inc. Kenneth Rasmussen, Modem Building Systems, Inc. Jay Ponce, City of Portland — BDS REVISION(S) TO PREVIOUS DOCUMENT NOTED IN ITALICS This document shal not be reproduced, except in full, without written approval of NGI/NTI 04a Northwest Geotech, Inc. 9120 SW Pioneer Court, Suiie 8 • Wli sonvdle, Oregon 97070 503/682-1880 FAX: 503 / 682-2753 DAILY REPORT OF INSPECTION ACTIVITIES PERMIT No. P,,,' Portland to Mllwaukie Light flapNAME Project (PMLR), Segment K - Center Street Remodel & PaNdng Lots (Moving Together) PROJECT NO. 2676.3.1 PAGE of 2 2 i= wOATION — • C UENT OR Portland won OWNER Tri-Met RE QRT SEQUENCE NO. 1 CONTRACTOR GRADING .: C�(SRACTOR WEATf80's °MIER ADDRESS Hoffman Construction CONTRACTOR'S REFFIESENTATWE Mark Anderson bare F E 7/1/13 Monday --........DAY0WE( Sca. Corp. 1800 SW 1st Avenue, Suite 300, Portland, Oregon 97201 THE FOLLOWING WAS NOTED: Reststance Testh q using Cross Drives lit AAratselti Ground anchor system consisted of one minute man 36-Inch doss drive anchor, model 36-XDH, Mark MMA-35. Cross drive anchors for tests installed into existing asphalt per manufacturer's Instructions. Test remits are as follows: Test 1. = 6,300 lbs., :surrounding asphalt cracking Test 2. = 5,700 lbs., surrounding asphalt cracking Test 3. = 5,600 lbs., surrounding asphalt cracddng '°Average = 5,85• Note 4: Required strength for ground anchor system is 4,400 lbs. based on an average of three tests. Note 5: The load tests were conducted ushrg a remote trax machine (approximately 6,000 lbs. equipment) attached infne with a 6,000 lb. rated come -along, Geotac 10,000 lb S-type load cell, and a 12,000 Ib. rated chain with loading applied at approrJma€telly 45 degrees from horizontal. See attached picture for load test equipment setup. (Picture No. 2) Note 6: Resistance testing using cross drives in asphalt was conducted until failure of surrounding asphalt occurred. To the best of N ITs kruawledge, the test samples today met the project requirements for ground anchor resistance provided by Modem 13uttding Systems, Inc. NTI informed Mark Anderson, Hoffman Construction Cep. aid observations and test results. REVISION(S) TO PREVIOUS DOCUMENT NOTED IN ITALICS This document shall not be reproduced, except in full, without written approval of NGI/NTI Q-10 Picture 1: Lateral Shear Resistance Test Setup 1 fllnr41.nwnn4 Cnninnis Ilan Picture 2: Resistance Testing Using Cross Drives Setup SOILS AND FOUNDATIONS 1809.8 Plain concrete footings. The edge thickness of plain concrete footings supporting wails of other than light -frame construction shall not be less than 8 inches (203 mm) where placed on soil or rock. Exception: For plain concrete footings supporting Group R-3 occupancies, the edge thickness is permitted to be 6 inches (152 mm), provided that the footing does not extend beyond a distance greater than the thickness of the footing on either side of the supported wall. 1809.9 Masonry -unit footings. The design, materials and construction of masonry -unit footings shall comply with Sec- tions 1809.9.1 and 1809.9.2, and the provisions of Chapter 21. Exception: Where a specific design is not provided, masonry -unit footings supporting walls of light -frame construction shall be permitted to be designed in accor- dance with Table 1809.7. 1809.9.1 Dimensions. Masonry -unit footings shall be laid in Type .M or S mortar complying with Section 2103.2.1 and the depth shall not be less than twice the projection beyond the wall, pier or column. The width shall not be less than 8 inches (203 mm) wider than the wall supported thereon. 1809.9.2 Offsets. The maximum offset of each course in. brick foundation walls stepped up from the footings shall be 1112 inches (38 mm) where laid in single courses, and 3 inches (76 mm) where laid in double courses. 1809.10 Pier and curtain wall foundations. Except in Seis- mic Design Categories D, E and F, pier and curtain wall foundations shall be permitted to be used to support light - frame construction not more than two stories above grade plane, provided the following requirements are met: 1. All load -bearing walls shall be placed on continuous concrete footings bonded integrally with the exterior wall footings. 2. The minimum actual thickness of a load -bearing masonry wall shall not be less than 4 inches (102 mm) nominal or 35/8 inches (92 mm) actual thickness, and shall be bonded integrally with piers spaced 6 feet (1829 ram) on center (o.c.). 3. Piers shall be constructed in accordance with Chapter 21 and the following: 3.1. The unsupported height of the masonry piers shall not exceed 10 times their least dimension. 3.2. Where structural clay tile or hollow concrete masonry units are used for piers supporting beams and girders, the cellular spaces shall be filled solidly with concrete or Type M or S mor- tar. Exception: Unfilled hollow piers shall be per- mitted where the unsupported height of the pier is not more than four times its least dimension. 3.3. Hollow piers shall be capped with 4 inches (102 mm) of solid masonry or concrete or the cavi- ties of the top course shall be filled with con- crete or grout. 4. The maximum height of a 4-inch (102 mm) load -bear- ing masonry foundation wall supporting wood frame walls and floors shall not be more than 4 feet (1219 mm) in height. 5. The unbalanced fill for 4-inch (102 mm) foundation walls shall not exceed 24 inches (610 mm) for solid masonry, nor 12 inches (305 mm) for hollow masonry. 1809.11 Steel grillage footings. Grillage footings of struc- tural steel elements shall be separated with approved steel spacers and be entirely encased in concrete with at least 6 inches (152 mm) on the bottom and at least 4 inches (102 mm) at all other points. The spaces between the shapes shall be completely filled with concrete or cement grout. 1809.12 Timber footings. Timber footings shall be permitted for buildings of Type V construction and as otherwise approved by the building official. Such footings shall be treated in accordance with AWPA Ul (Commodity Specifi- cation A, Use Category 4B). Treated timbers are not required where placed entirely below permanent water level, or where used as capping for wood piles that project above the water level over submerged or marsh lands. The compressive stresses perpendicular to grain in untreated timber footings supported upon treated piles shall not exceed 70 percent of the allowable stresses for the species and grade of timber as specified in the AF&PA NDS. 1809.13 Footing seismic ties. Where a structure is assigied7 to Seismic Design. Category D, E or F, individual spread foot- ings founded on soil defined in Section 1613.3.2 as t ffer t1V4WAUnless it is la 4-restraint is provided by reinforced con- crete beams within slabs on grade or reinforced concrete t slabs on grade, ties shall be capable of carrying, in tension or compression, a force equal to the lesser of the product of the larger footing design gravity load times the seismic coeffi- cient, Sas, divided by 10 and 25 percent of the smaller footin design gravity load. SECTION 1810 DEEP FOUNDATIONS 1810.1 General. Deep foundations shall be analyzed, designed, detailed and installed in accordance with Sections 1810.1 through 1810.4. 1810.1.1 Geotechnical investigation. Deep foundations shall be designed and installed on the basis of a geotechni- cal investigation as set forth in Section 1803. 1810.1.2 Use of existing deep foundation elements. Deep foundation elements left in place where a structure has been demolished shall not be used for the support of new construction unless satisfactory evidence is submitted to the building official, which indicates that the elements are sound and meet the requirements of this code. Such elements shall be load tested or redriven to verify their capacities. The design lad applied to such elements shall be the lowest allowable load as determined by tests or redriving data. 432 2015 INTERNATIONAL BUILDING CODE° Exit Index ULTIMATE FRICT3ON FACTORS AND ADHESION FOR DISSIMILAR MATERIALS i NAVFAC DM 7.2, Table 1, p7.2-63) Search Interface Materials Friction fac#or Friction angle, degrees ass concrete on the following foundation materials: Clean sound rock 0.70 35 Clean gravel, gravel -sand mixtures, coarse sand 0.55 to 0.60 29 to 31 Clean fine to medium sand, silty medium to coarse sand, silty or clayey gravel 0.45 to 0.55 24 to 29 Clean fine sand, silty or clayey fine to medium sand 0.35 to .045 19 to 24 Fine sandy silt, non -plastic silt 0.30 to 0.35 17 to 19 Very stiff and hard residual or pre-coe nsolidated clay 0.40 to 0.50 22 to 26 Medium stiff and stiff clay and silty clay 0.30 to 0.35 17 to 19 (Masonry on foundation materials has same friction factors.) . teel sheet piles against the following soils: Clean gravel, gravel -sand mixtures, well -graded rock fill with spalls 0.40 22 Clean sand, silty sand -gravel mixture, single size hard rock fill 0.30 17 Silty sand, gravel or sand mixed with silt or clay 0.25 14 Fine sandy silt, non -plastic silt armed concrete or concrete sheet piling against the following soils: 0.20 11 Clean gravel, gravel -sand mixtures, well -graded rock fill with spells 0.40 to 0.50 22 to 26 Clean sand, silty sand -gravel mixture, single size hard rock fill 0.30 to 0.40 17 to 22 Silty sand, gravel or sand mixed with silt or clay 0.30 17 Fine sandy silt, non -plastic silt carious structural materials: 0.25 14 Masonry on masonry, igneous and metamorphic rocks: Dressed soft rock on dressed soft rock 0.70 35 Dressed hard rock on dressed soft rock 0.65 33 Dressed hard rock on dressed hard rock 0.55 29 Masonry on wood (cross grain) 0.50 26 Steel on steel at sheet pile interlocks 0.30 17 Interface Materials (Cohesion) Adhesion C, (psf) ery soft cohesive soil (0-- 250 psf) 0 - 250 "oft cohesive soil (250 - 500 psi 250 - 500 i edium stiff cohesive soil (500 -1000 psf) 500 - 750 Stiff cohesive soil (1000 - 2000 psf) 750 - 950 e stiff cohesive soil (2000 - 4000 psf) 950 - 1,300 C-11 PGM Inc 1 TIE DOWNS ENGINEERED TIE DOWN SYSTEM CO \ ,/ GENERAL NOTES DESIGN LOADS: DESIGN LOAM: "WIND 19PSF (70 MPH EXPOSURE "C") CAC T-26 and DIES WITH 2015 IBC Vuk 116 MPH Exp C SOIL BEARING 1000 PSl` * TIE DOWN STRAP 3150# WORKING LOAD * SEISMIC ZONE . 4 CAC T-26 AND 23W. IBC S&j,,kFa'iA,S0.4iA1 Sfe Gass Q TIE DOWN STRAPS TO BE MIN. 11/4" WIDE x 0.035 THICKNESS ZINC PLATED AND MEET ASTM D.395347 jALT. STRAP; 11/4" WIDE X 0.029" THICK ZINC.PLATED PO' =5400 LEIS EARTH AUGERS 2962 #I (TESTED TO 4750# MIN.) • CROSS DRIVES - • MI # (TESTED TO 4760E MIN.) • * CONCRETE SLAB ANCHORS #(CALCULATED) Note: At strap angle of 45 degrees, uplift and sliding values are 2962# x .70-7 = 2094# 1. THE CHARTS SHOW THE REQUIRED NUMBER OF TIE DOWNS S ON THE SIDES AND ENDS OF THE MANUFACTURED HOME. 2. COMBINATIONS OF THE DIFFERENT TYPES OF TIE DOWNS CAN BE USED. 3. FOR ALL TIE DOWN INSTALLAT.IONS,I.THEMANW,CtURED HOME CHASSIS MEMBERS ARE SHOWN AS "I" BEAMS, (FOR ILLUSTRATION PURPOSE ONLY) CHASSIS BEAM 4..SIDE TIE DOWNS ARE REQUIRED ALONG THE OUTSIDE CHASSIS BEAMS. END TIE DOWNS ARE REQUIRED AT EACH END OF EACH TRANSPORTABLE SECTION OF THE MANUFACTURED HOME. • 5. END TIE.DOWNS CAN BE LOCATED WITHIN 18" OF EITHER SIDE OF CHASfi"' BEAM - • • rr. oinsaimm oxismanascomunagnm PZERDIMOFT 8. THE.BI�TYP ES, PES, LENGTHS; ECT, Op MATERIALS SHOWN HEREON ARE`MINIMUM, LARGER, LONGER, HEAVIER MATERIALS SUPPLIED BY SAC INDUSTRIES, INC. MAY BE USED AT THE SAME SPACING AND LOCATION SHOWN. 7. ALL PARTS ARE COATED WITH RUST RESISTANT INOUSTRIAt. $BOP PRIff -a • STATE APPR•VAL PGM the 2102 Old Hwy 99 Cehtraiia,- WA' •98532 88E-265-8981 MARC CONSULTING ENGINEERS 2150 BELL AVE. SUITE 145 SACRAMENTO, QA 95536 Ph: (018)•584-0026 1 #6001 #6000 NOTE 2" NOTE 3 NOTE 4 CHASSIS @ 7-- (4002 PTOPIER ON 7' STEEL STRAP w/ HOLE INSTALLATION INSTRUCTIONS /7000 7' STE STRAP w/ I3Ui i005 SPLIT LT !� NUT 4soD& :_STABILZE :PLATE 00 SERIE AL'GEF CAL) 1. CONTRACTORS WARNING: CHECK FIRST FOR UNDERGROUND UTILITIES. • - 2. INSTALL GROUND ANCHORS INTO GROUND LEAVING 12"-14" OF SHAFT EXPOSED. 3. PLACE STABIUZER PLATE NEXT TO SHAFT BETWEEN THE ANCHOR AND CHASSIS BEAM, AND DRIVE INTO GROUNL 4. FINISH TURNING ANCHOR INTO GROUND APPLYING CONSTANT DOWNWARD PRESSURE TO MINIMIZE SOIL DISTURBANCE UNTIL ANCHOR HEAD IS FWSH'WITH S`fABILIZERKATE. ' 6. ATTACH STRAPS TO CHASSIS BEAM IN MANNER SHOWN. 6. IF ANGLE OF SIDE STRAP IS GREATER THAN 80`, STRAP CONNECTION CAN. BE MADE FROM ANCHOR TO OPPOSITE CHASSIS BEAM. 7. INSERT STRAP'TNROUGH SPLIT BOLT. CUT OFF EXCESS STRAP AND TIGHTEN BOLT UNTIL.STRAP IS SNUG. END TIE WAS :E.E CHART SINGLE WIDE EN "DE DOWNS , SEE CHART DOUBLE WIDE END .TIE DOWNS - SEE CHART TRIPLE WIDE gr.‘ i ify SAC IND. S i A IL-X DRI• E TIE DOWN ♦ ANCHORS RS 4110. t 17000 or 7002 1' STEEL STRAP 16005 SPLIT BOLT & NUT ,6013 STABIL. 'f ` AWE ANCHOR •GROUND LINE #6013 #7000 DETAIL ."A" 7001 CHASSIS /4002 PIER BOLT —OM TOP f7002 7' FEEL STRAP w/ HOLE #7002 #4002 17000 7' STEEL STRAP w/ BUCKLE /6005 SPLIT BOLT & NUT VERTICAL OR AN3IAAR INSTAU.ATION is STABIL-X DRIVE TIE DOWN SEE DETAIL "A" INSTALLATION INSTRUCTIONS 1. CONTRACTORS W6RNING: CHECK FIRST FOR UNDERGROUND UTILITIES. 2. DRIVE STABILIZER PLATE INTO GROUND. 3. DRIVE CROSS RODS THROUGH HEAD TUBES INTO SOIL AS SHOWN. 4. ATTACH STRAPS TOtHASSIS BEAM IN MANNER SHOWN. 5. IF ANGLE OF SIDE STRAP 1S GREATER THEN 60°, STRAP CONNECTION CAN BE MADE FROM, ANCHOR TO OPPOSITE CHASSIS BEAM. 6. INSERT STRAP THROUGH SPUT BOLT. CUT QFF EXCESS STRAP AND TIGHTEN BOLT UNTIL STRAP IS SNUG. 7. #6002 ANCHOR CAN BE USED WHERE HARD OR ROCKY SOIL OCCURS. IF THE GROUND SURFACE IS OTHER THAN ROCKY SOIL OR MINIMUM 2" ASPHALT, USE . STABIL-X ANCHOR OR ENCASE ANCHOR WITH 12'k12"x12" CUBE OF CQNCRETE. 8. WHEN 1/6002 ANCHOR IS USED FOR ANY REQUIRED ANCHOR — (2) ANCHORS . MUST BE USED AT THAT LOCATION. 3/'ffln 01 Sid #6002 SEE NOTE #7 AND NOTE #8 EARTH AUGERS CROSS DRIVE ANCHORS. SLAB ANCHORS ,. CONCRETE MAX. LENGTHOF36' WOO HOME r. 6 1 721 F HOMEMIL LEN= 4, ,. 54' OT 'YA/ `R• , ..... .. is _ � , 72' (�. . t . 1 NMIi RO.OFSIDE. 11EOOWNB • . _ 2 S .• 4 NIIN No 2 3 4 . 2 S 4 f NOTE: 'SIDE 11E—DOWNS: MUST BE WITHIN 24' OF THE END OF THE CHASSIS BEAM. END •11E—DOWNS: CAN BE LOCATED WITHIN 24' OF EITHER SIDE OF CHASSIS BEAM ONE TIE —DOWN IS MANDATORY AT EACH END OF "I'BEAM (SEE PAGE #1 GENERAL NOTE #5). IF SIDE WALL TIE —DOWN GROUND ANCHOR LOCATION IS SUCH THAT THE ANGLE BETWEEN THE GROUND AND STRAP EXCEEDS SQ, CONNECT THE TIE STRAP TO THE INSIDE CHASSIS BEAM ON DOUBLE AND TRIPLE WIDES AND THE OPPOSITE CHASSIS BEAM ON SINGLE WIDE. SAC IND. CONCRETE TIE DOWN ANCHORS CHASSIS 4002 PIER BOLT —ON TOP 17002 7' STEEL STRAP N+(Ti! HOLE 18005 SPLIT BOLT & NUT CONCRETE TIE -DOWN INSTALLATION INSTRUCTIONS C7000 7' STEEL RAP W/ BUCKLE 604 NEW CONCRETE - #16004 1. PLACE CONCRETE ANCHOR INTO WET CONCRETE, AND ALLOW TO PROPERLY CURE. 2.. ALTERNATE CONNECTION REQUIRES #5 REBAR PROPERLY EMBEDDED IN CONCRETE. EXSISTING CONCRETE -MOOS • 1. CONCRETE MUST BEA MINIMUM 3}," THICK AND IN GOOD COND'TION. 2. MINIMUM SLAB AREA OF EACH ANCHOR IS 2B SQUARE FEET. a DRILL PROPER SIZE HOLE IN SLAB, A MINIMUM OF 12" FROM ANY SIDE 4. EXPANSION BOLT IS %" x Sr WITH MINIMUM :23i'4„•EMBEDMENT AND 6,91 POUNDS PULL OUT; 7,160 POUNDS SHEAR. CHASSIS CONNECTION 1. ATTACH STRAPS TO CHASSIS BEAM IN MANNER SHOWN. 2. IF ANGLE OF SIDE STRAP IS GREATER THAN B0°,. STRAP CONNECTION CAN BE MADE FROM ANCHOR TO OPPOSITE CHASSIS.BEAM. 3. INSERT STRAP THROUGH SPLIT BOLT, CUT OFF EXCESS $TRAP AND TIGHTEN BOLT UNTIL STRAP IS SNUG. NOTE: SIDE TIE DOWNS ARE REQUIRED ALONG THE OUTSIDE CHASSIS BEAMS. -; ' END TIE DOWNS ARE REQUIRED AT EACH END OF EACH TRANSPORTABLE SECTION OF THE MANUFACTURED HOME. NOTE: A COMBINATION OF DIFFERENT TYPES OF TIE DOWNS CAN BE USED. DRILL Yib" HOLE AT MID HEIGHT ' ' • OF 6'FAM AND INSTALL SIM MNv BIDE VIEW "C" BEAM HAS "RFC" BEAM CHASSIS sESSENERAL NOTE SEE GENERAL NOME BS 18003 ALTERNATE CONNECTION Sniffy s7s ( east +flaw - • &OV E:n( END TIE DOWN ' NOTE: ENO 11EO&M CAN BE LOCAiEOWrt*UN 18"OF EITHER SIDE OF C (ASSI BEA/JANIS. • CONTRACTORS CERT+1CATION I CERTIFY THAT 4 HAVE INSTALLED THE SAC IND., INC. ANCHORING SYSTEM AS PER THE INSTALLATION INSTRUCTIONS. I I-HAV'E MADE NO MODIFICATIONS TO THE ANCHORING SYSTEM OR THE BUILDING . STRUCTURE. COMPANY NAME: CONTRACTORS UC. # PGM part description Cross Drive Anchor W/ 30" Rods Cross Drive Anchor W/ 30" Rods 30" Auger Anchor W/2 4" Helix 12" Stabilizer Plate Stabil X - Drive Recommended PGM Part # 6011 or # 6002 # 6000 # 6006 # 6013 Available Upon Request Available Upon Request c 0 0. 0 .in cig iii a Test Probe Values (in Ibs.) Q '�. +co i In a an in +. .4 In M 276 to 350 175 to 275 C 0 10 0. V 0 Hard Rock or Rocky Very Dense and or Cemented Sands, Coarse Gravel, Cobbles and Clays Medium Dense Coarse Sands, Sandy Gravels, Very Very Stiff Silts & Clays Loose to Medium Dense Sands, Firm to Stiff Clays & Silts, Alluvial Fill y N O N N )" = 0 W Z' E c >u L` rt y U 11414 Please Note : Each State, County or Municipality may require a specific anchor from the groups shown above for each soil classification. Check local and stata regulations first. CO , — DESIGN LOADS; * STEEL PIERS �. • * STEEL PIERS SHALL BE BE LISTED AND LABELED VERTICAL=6,000 POUNDS PGM Inc - STEEL PIERS ADJUSTABLE STEEL PIERS & TOPS GENERAL NOTES • 6,000 LB. RATED LOAD CAPACITY 18,000 LB. MINIMUM TESTED LOAD CAPACITY COATED WITH RUST RESISTANT COATING AND SHALL FOR THE FOLLOWING LOAD: MAXIMUM STATE APPROVAL PGM Inc 2182.2 Old Hwy 89 Centralia, WA 98532 888-265-8981 / CA PACIFIC CONSULTING ENGINEERS 2150 BELL AVE. SUITE 145 SACRAMENTO. CA. 95838 PH: (916) 564-6028 ENGINEER APPROVAL, / OR ID UT} \ NV \ / / sift, -7-1-4r / / \ { 1 } CHASSIS BEAM . SUPPORT (TYPICAL) 2IL/t1 V $., 2tiUL 17zLJ. r 1.0Lia.1 MATING LINE SUPPORT .(TYPICAL) 6,ODD LB. 'WAD WSF SolL) 3Crx 32" F\T PLYWOOD PAD NOTE.. i W PE:IS NOT C..090CE I or eacemo Wes- E.M. LISE c Max. WOOD POST. - INSTALLATION. INSTRUCTIONS • 1..PREPARE A LEVEL suRrAcE AT THE LOCATION QF EACH PIER TO INSURE A. FULL 'CONTACT FOR THE FOOTING PAP, USE THE APPROPRIATE. SIZE PAD FOR THE t.pAD REQUIRE(); REFER 70 THE MANUFACTURERS SET UP MANUAL FOR SPECIFIC'. LAPS AND FOOTING SIZES. 2. SELECT THE APPROPRIATE, SIZE PIERS FOR THE INSTALLATION BY DETERMINING THE PIER. HEIGHT AT EACH SUPPORT LOCATION. MEASURE PROM THE TOP OF THE PAD TG . THE BO#014 OF THE CHASSIS BEAM 70 INSURE THAT HEIGHT IS NO GREATER THAN 32" 3. SELECT THE APPROPRIATE TOP FOR THE cmAssi$ BEAM OR HATING LINE; THE MAXIMUM ADJUSTMENT ON THE THREADED ROD ADJUSTER FOR CHASSIS BEAM SUPPORT ES 2". WHEN MORE HEIGHT IS NEEDED USE THE NEXT TALLER :SIZE SUPPORT. PIER. 4, PLACE THE PIER spFPORT IN THE DENIER OF THE SUPPORT PAP. wMt RF.00.Inl) BY LOCAL CODE, ATTATCH THE SUPPORT FIER TO THE PAD USING APPROPRIATE FASTENERS.. CAREFULLY ALIGN THE SUPPORT PIER MD TOP UNDER THE CHASSIS BEAM OR MATING LINE AND TIGHTEN UNTIL SNUG PLUS 1/2 TURN. 5. REPEAT THIS INSTALLATION. PROCEDURE .WITH EACH SUPPORT PIER, AFTER ALL THE SUPPORT PIERS HAVE BEEN INSTALLED, AND THE HOME SET UP HAS BEEN COMPLETED PER THE MANUFACTURERS SET UP INSTRUCTIONS, YOU MAY THEN REMOVE THE SAFTEY BLOCKING OF OTHER DEVICES USED TO LEVEL THE CHASSIS. LABORATORY TESTING REPORT •PART No, .STAND ,SIZE SAMPLE #1 SAMPLE #2 3008 8" 23,100 Lbs. 24,600 Lbs. 3010 1 0" 25,130 Lbs. 25,950 Lbs. 3012 12" 27,200 Lbs. 26,500 Lbs. 301 4 1 4" 27,700 Lbs. 28,1 75 Lbs. 3016 ID" 28,250 Lbs. 27,700 Lbs, 3018 1 B" 26,400 Lbs. 33,300 Lbs. 3020 20" 24,950 Lbs. MOOLb 3022 22" 20,500 Lbs, 22.400 Lbs. 3024 24" 22,225 t,6s. 21 .i.650 Lbs. 3026 26" 22,250 Lbs. 21 ,500 Lbs. 3028 28 20,550 Lbs. 23,720 Lbs. 3030 30' 22,950 'Lbs. 26,550 Lbs. 3032 32" WO 22,600 - - 3034 34' 20,9Q0 21-201) 3036 36' 20,500 19.900 41,..110 1.--, if CHASSIS BEAM SAMPLE #3 23,200 Lbs. 24,320 Lbs. 26;300 Lbs. /6,175 Lbs. 23,400 Lbs. 25,500 Lbs. 23.,2.25 Lbs. z4,2Do Lbs. 23,000• Lbs. 19;760 Lbs. 21,310 Lbs. 2 ii,506 Lbs. ;10I10 21.,000 19,800 MATING LINE SUPPORT SUPPORT PIER IDENTIFICATION STAMP PGM Inc-Celitrillia, WA SERIES 3000-14 H PIER RATED 6,000 LBS. TESTED 18,000 LBS C.T.C. LIST NO. 0123 1111 ' 1 MATING LINE ****4 SUPPORT Is,44‘. ADJ U S ALiL1' S'U I L 'I 1Yb BOLT ON TOP #4002 "L" TOP #4003 SCREW ON TOP #400B 5" :SADDLE TOP 11" SADDLE TOP #4000 #4001 INSTALLATION .INSTRUCTI:ONS #4000 PLACE SADDLE TOP FLUSH AGAINST MAIN .CHASSIS BEAM AND OR MATING LINE - MAXIMUM HEIGHT ADJUSTMENT OF TOP IS 2' . #4001 - .11" SADDLE• ON TO BE. USED ON MATING LINE SUPPORTS, PORCHES AND DECKS — ATTACH TOP OF PIER WITH 2nd 3/4 NUT — MAXIMUM HEIGHT ADJUSTMENT OF TOP IS 8". #4002 — ATTACH.. BOLT ON TOP TO "I" BEAM WITH (4) 3/8" BOLTS AND NUTS — WITH- 2nd 3/4 NUT, ATTACH BOLT ON TOP TO PIER - MAXIMUM HEIGHT ADJUSTMENT OF TOP IS 2". • #4003 — PLACE "L-" TOP FLUSH AGAINST MAIN BEAM — ALTERNATE "L" TOP DIRECTION EVERY *OTHER PIER MAXIMUIMI HEIGHT ADJUSTMENT OF TOP 1S 2". #4005 — PLACE ANGLE TOP FLUSH AGAINST MAIN BEAM ("C" BEAM or `RFC" BEAM) — MAXIMUM HEIGHT ADJUSTMENT OF TOP IS 2", #4006 — ATTACH SCREW ON TOP TO MAIN 'CHASSIS BEAM WITH (4) #12 SMS TEK :SCREWS. WHEN USED AT MATING LINE AND OR PERIMETER, ATTACH WITH NAILS OR SCREWS: MAXI(MUM HEIGHT ADJUSTMENT OF TOP IS2". RESIDENTIAL. JLOOR JOINT SUPPOTIT t -RV STABILIZER • PGM Inc bybygm bra BOLT -ON TOP (TYPICAL) STEEL 'PIER (6,000 LB RATED) PLYWOOD PAD (6,000 LB RATED) • PIER 'DIMON Patent Pending • ililONGDR With new patented embossed leg • MORE ma* ifh new two piece wider base • " • OTATE APPROVgD Testecl-Liste&-Labeled tampedin Base Plate • • 6,000 LB. RATED 3-1 Safety Factor HOLES PRE -PUNCHED In bass .for ea3l attathinent to pad or kiesting , r, • CHASSIS BEAM. SUPPORT 6,000 1.13 PAD. (1,006 PSF SOIL) PLYWOOD PAD 03134 30 NOTES CHECK MANUFACTURED HOME SET UP INSTRUCTIONS FOR LOADS AND LCiCATIONS, WHEN USING PGM Inc 6,000 1I3. RATED PAD (960 SQ. IN.) OR EQUIVALENT, AND PGM Inc 6,000 1.13. RATED 'STEEL P1FR, CHASSIS BEAM 'SUPPORT SPACING CAN BE B FT. 0.C. THIS SPACING IS CALCULATED ON 1,000 PSF SOIL BEARING VALUE AND SQUARE INCH AREA OF PAD SIZE. \%. \ NoSt. \ \ \ VQ, N NN • N MATING LINE SUPPORT MATING LINE c4\70 R T lit... - ,-- - - - - ----- -- - Instructions for E ectronic Forms 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Intro Commercial Provision Chapters 1 - 5 of the 2015 Washington State Energy Code apply to all commercial occupancies, R-2 and R-3 occupanies greater than 3 stories above grade, and R-1 occupancy (all building heights). This file, MECH15-v2.XLSM, has electronic compliance forms for mechanical provisions as defined in Sections C403, C404, C408, and Chapter 5. There are two companion files: ENV15-v2.XLSM (Sections C303, C402, Chapter 5, and Appendix A envelope requirements), LTG15-v3.XLSM (Section C405 and Chapter 5 lighting systems requirements). Energy Code Training Start-up This form is a compliance aid and is not a substitute for the full energy code text or specific jurisdiction compliance requirements. Users should refer to the code text and contact the local jurisdiction for complete information. The full 2015 WSEC code text is available for download from the NEEC website: http:/www.neec.net/enerov-codes Refer to the NEEC website for instruction on how to complete all of the 2015 WSEC Compliance Forms. Select this file from the NEEC website to download to your computer. When opening the file be sure to Enable Macros, and if applicable, Enable Content. Overview This file is an Excel workbook that contains multiple compliance forms and resources in Excel worksheets. Each worksheet is indicated by a tab at the bottom of the screen. If the tabs are not visible, set the View in Excel to Full Screen. You may visit each worksheet by selecting it's tab. Most calculations are automated. Cells that display informational text and the results of calculations are write -protected and cannot be edited. Save Files This file is saved in the same manner as any standard Excel file. Getting Around Some forms have two pages. Both pages are available on screen when you select the tab for a form (worksheet). Use the scroll bars to find the second page located below the first page. Input Cells All general project information and the date are entered once on MECH-SUM. This information is automatically replicated on all other MECH forms. Only input cells are accessible. If you try to edit a write -protected cell an error message will appear requesting a password. A password IS NOT required to complete these forms. You may use the TAB key to move to the next input cell. If the TAB doesn't take you where you want to go, use your mouse to move around the form. Avoid excessively long text strings when entering information. In some cases, text that e space will not be visible. In most cases the text will wrap within the cell. This may force part VI®gFOR To enter the date, use this format: mm/dd/yyyy. For example, you would enter 7/1/2013 GO.COMPLIANCE Check boxes can be checked or unchecked by clicking in the box with your mouse. Radic buttons APPROVED one in a set to be selected. Drop -down lists have an arrow at the right side of the cell. Click on the arrow with your muse and seJJttJJLL J heV rl 5 2019 appropriate option. Use the delete button on your computer to clear a drop -down entry. When a form has a space for notes or explanation, click anywhere in the space to edit. e Personal- izing Adding and Removing Lines You can personalize the forms with your company name, address, phone, or any other irormati n` jt{ysdnila editing the header or footer in Excel. ��� BUILDING DIVISION Many tables, such as for listing proposed mechanical systems, have a certain number of nnes avduduie 101 enieIuiy data. You may need more lines to enter all your information. Where this feature is available, you can add additional lines to the table by selecting the "+" button on the right hand side of the table with your mouse. If you can't see the "+" button, scroll to the right or decrease the View Zoom setting for the worksheet. To remove lines that you have added, select the "2 button with your mouse. This will delete the last line of the section. You cannot remove lines that were not added; an error message will appear if you try. If you add additional lines with this method, the pagination may be affected forcing the forms to carry additional lines over to other pages. Be sure to submit all pages to the plans examiner. Adding MECH- FANSYS Forms Printing A completed MEC:H-FANSYS form is required for each applicable fan system. One copy of this form is included in the workbook. If additional MECH-FANSYS forms are needed, select the "Insert Fan System Form" button in MECH-FANSYS- SUM or MECH-FANSYS. An added form may be deleted by selecting the "Delete This Fan System" button within the added MECH-FANSYS form. RECEIVED CITY OF TUKWILA All forms are set-up to be printed in letter format, with the exception of the MECH-EQ Cooling & Heating Equipment • Schedule Form. This MECH-EQ form may be printed in either landscape or letter format, however the font is largq tJIypfi h 2019 easier to read when printed in landscape. If you are losing form details when printing, you may have a shortage of printer memory. Try printing problem pages PERMIT CENTER Only selected forms are printed. To select one or more forms, hold down the Ctrl key and click the tabs of the i • worksheets you need. Issue the FiPrint Selected Sheets command. To print the entire set, use File Print Entire Workbook. individually. t9---ot96 Instructions for Electronic Forms 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Forms (worksheets) in a workbook may not be deleted because the file is locked. Clean Forms To print blank forms to fill out by hand, delete all of the heading information at the beginning of MECH-SUM. For each radio button group there is a button labeled "Clear." Clicking this button will clear the other buttons so that they will print as empty circles. The "Clear" button will not print. • - ,. T 4 I End of Instructions for Electronic Forms 1. 40, 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 ►ri- - u u • iy MECH-SUM 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Information Project Title: 1 - This title will copy onto other forms Date 1/1/2015 Applicant Information. Provide contact information for individual who can respond to inquiries about compliance form information provided. For Building Dept. Use Company Name: Company Address: Applicant Name: Applicant Phone: Project Description Briefly describe mechanical systems in the text box provided el New Building III Building Addition ❑ Tenant Improvement System Retrofit MI No System Changes Total Bldg Performance (TBP) This path includes all mandatory provisions per C401.2 Option 2. MECH-SUM, MECH-CHK, and C407 Energy Analysis forms required. Design Load Calculations building heating, cooling or includes all applicable El Load calculation summary ll MECH-LOAD-CALC Form Provide design load calculations for all mechanical systems and equipment serving the ventilating needs. If a load calculation summary is provided with the permit documents that compliance information then the MECH-LOAD-CALC form is not required. Mechanical Schedules forms are not required, E Mechanical Plans ❑ MECH-EQ Forms (TBD) Indicate location of equipment compliance information. If provided on plans then MECH-EQ however, include on plans all applicable compliance information listed in MECH-EQ tables. Dedicated Outdoor Air System Requirements and High Efficiency VAV Alternate fire station occupancies) air in a manner that does heating or cooling is required. Exception 1) of DOAS (C403.6, Exception library or fire station) C402.4.1.4 with 100% of II DOAS is required per C403.6 effective July 1, 2017 (office, retail, education, library and All occupied, conditioned areas shall be served by a DOAS that delivers required ventilation not require space conditioning fan operation. Space conditioning fans cycled off when no • Ventilation provided via natural ventilation per 2015 IMC in lieu of DOAS (C403.6, • Ventilation and space conditioning provided by a HEVAV system per C403.7 in lieu 5 DOAS included in project, although not required (occupancy not office, retail, education, 111 DOAS related allowances included in project: Prescriptive vertical fenestration maximum area allowance increased to 40% per conditioned floor area in building served by DOAS. El Exception to air economizer per C403.3 Exception 1, include MECH- ECONO form. Fan Power Q Project includes HVAC air distribution systems that provide heating and/or cooling If yes, provide a MECH-FANSYS -SUM form. III For one or more systems, the total fan motor nameplate hp of all fans in HVAC system exceeds 5hp. If yes, provide a seperate MECH-FANSYS form for each HVAC system exceeding the 5 horsepower threshold. Refer to Section C403.2.11 and MECH-FANSYS-DOC for requirements and exceptions. HVAC Hydronic Systems O Hydronic chilled water El Water -loop heat pump 0 No hydronic systems Hydronic heating water III Geothermal C406 Additional Efficiency Options - Mechanical or air -to -water heat be 15% more efficient than have FEQ z 71 and must be required ventilation air in a annual hot water energy use C406.2 More efficient HVAC equipment and fan systems Requires 90% of heating and cooling capacity to be equipment listed in tables C403.2.3(1)-(9) pumps and heat recovery chillers. All equipment listed in tables C403.2.3(1)-(7) must minimum requirements. All stand alone supply, return, and exhaust fans over 1hp must selected within 10% of maximum total or static pressure. El C406.6 Dedicated outdoor air system (DOAS) Requires 90% of conditioned floor area to be served by a DOAS per C403.6 that delivers manner that does not require space conditioning fan operation. C406.7 Reduced energy in service water heating Requires 90% of floor area be in occupancy types listed in C406.7.1 and that 60% of be provided by heat pump, waste heat recovery or solar water -heating systems. 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Mechanical Summary, pg. 2 MECH-SUM Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 2015 Washington State Energy Code Compliance Service Water Heating Systems Equipment Type (s) from space heat boiler or water systems 0 Hot water heating tank(s) 1 Instantaneous li No service Heat exchange central hot water/steam III On -demand 111 Dedicated boiler Distribution Type (s) GI Circulation System Commissioning Commissioning is required for: per C408.2 Q Service water heating systems per C408.4 shall be performed for all applicable systems regardless of individual equipment capacity. requirements: of all mechanical space conditioning systems in the building do not exceed 240,000 Btu/h heating. Mechanical systems commissioning not required. water heating system in building does not exceed 200,000 Btu/h. Service water heating not required. El Mechanical systems If required, commissioning Exceptions to commissioning • Total output capacity cooling or 300,000 Btu/h • Capacity of largest service systems commissioning Low Energy and Semi -Heated Spaces (Note 6 and 7 Space Type Location in Plan(s) Space(s) Served Area Served, square feet Heating Capacity, Btu/h (Note 4) Cooling Capacity, Btu/h (Note 5) Peak Space Conditioning Capacity, Btu/h-sf Compliance Check Notes Note 4 - Provide total installed heating output capacity of systems serving Low Energy or Semi -Heated space(s) in btuh. Note 5 - Provide total installed cooling capacity of system serving Low Energy space(s) in Btu/h. Not allowed for semi -heated spaces. Enter 0 if no cooling. Note 6 - Refer to Section C402.1.1 Low Energy Building. Intalled peak space conditioning capacity, heating or cooling, may not exceed 3.4 Btu/h sf. Note 7 - Refer to Section C402.1.1.1 and Semi -Heated Space definition in Chapter 2. Total heating output capacity may not exceed 8 Btu/h`sf. Only systems without electric resistance heating and no cooling are eligible for the wall insulation exception under semi -heated. 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 12 of 18 Permit Plans Checklist SWH-CHK 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: Fill this line out ornMECHSUM Date 1/1/2015 The following information is necessary to check a•permit application for compliance with the mechanicial systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable (yes,no,na) ' Code Section Code Provisior Information Required - Must be in permit documents Location in Documents Building Department Notes Equipment - Sizing, Performance and Type C404.2 SWH equipment type and efficiency Provide equipment schedule on plans indicating type and capacity; indicate efficiency complies with required federal standard N/A C404.2.1 High input -rated SVIH systems For individual SWH equipment serving an entire building with >_ 1,000,000 Btu/h capacity, indicate thermal efficiency > 90%; or exception taken N/A For buildings with aggregate capacity of all SHW equipment z 1,000,000 Btu/h (exclude < 100,000 Btu/h equipment from threshold calculation), indicate average capacity weighted thermal efficiency z 90%; or exception taken If applying Exception 1 for site -solar or site -recovered energy, provide calculations and source of annual service water heating energy use estimate C404.4 Heat traps Indicate piping connected to equipment have heat traps on supply and discharge 2M5.04 C404.5 Insulation under electric water heater For electric water heaters located in unconditioned spaces or on concrete floors, indicate R-10 insulation under equipment 2M5.04 Piping Systems C404.6 Insulation of piping Indicate thickness of piping insulation on plans per Table C403.2.9; verify insulation is provided - from the water heater to the final fixture in a line, from the inlet / outlet piping at water heater to heat trap (up to 8 feet), and on piping that is heat traced; note exceptions taken Spec C404.3 Efficient SWH supply piping Indicate method of compliance on plans for all piping runs connecting service hot water source to hot water fixture (maximum pipe length or maximum pipe volume method per Table C404.3.1); provide calculations for all piping runs documenting the total length and / or volume maximum pipe length Service Water Heating System Controls C404.7.1 C404.8 Heated -water circulating systems For circulation systems with dedicated retum piping, indicate controls are configured to automatically start pump based on demand for hot water and shut-off pump when there is no demand and when the desired water temperature is met sequence of operation For circulation systems with cold water supply piping serving as the retum, indicate controls are configured to automatically start pump based on demand for hot water and shut-off pump when there is no demand, or when ternperature of water entering the cold water supply pipe is z 104°F C404.7.2 Heat trace system controls For heat trace systems provided to maintain temperature of service hot water in piping, indicate controls are configured to de -energize system when there is no demand for hot water and when the desired water temperature is met N/A C404.7.3 Controls for hot water storage For systems with separate water heater and storage tank, indicate controls are configured to limit operation time of pump after end of heating cycle to s 5 minutes sequence of operation C403.2.13 C403.4.2.7 Variable flow control - pumps For SWH, pool / spa and pressure boosting pump motors z 7.5 hp, indicate method of variable flow control (VSD or equivalent method that requires >_ 30% design wattage at 50% design fluid flow); note exception taken N/A Identify basis of pump speed control (differential or static pressure setpoint, pressure, zone load demand, etc) Pools and Permanent Spas - Equipment arid Controls (Sections are under C404.11) C404.10.1 Pool heating equipment efficiency Provide equipment schedule on plans indicating type and capacity for all pool heating equipment; indicate efficiency complies with required federal standard; for heat pump water heaters indicate COP >_ 4 N/A C403.2.13 Variable flow control - pumps Refer to Service Water Heating System Controls N/A C404.10.1 C404.10.2 Pool heater on / off controls Indicate automatic on / off control based on scheduling and readily accessible on / off switch on heater that operates independent of thermostat setting; note exceptions taken N/A C404.10.3 Pool covers For all pools and in -ground permanent spas, indicate a vapor retardant cover on plans N/A For all pools and in -ground spas heated to > 90°F, indicate cover shall include insulation >_ R- 12 N/A C404.10.3 Pool assembly insulation For all pools and in -ground spas heated to > 90°F, Indicate on plans that sides and bottom are provided with insulation >_ R-12 N/A C404.12 Energy consumption of portable spas Indicate portable spa complies with Association of Pool and Spa Professionals APSP-14 N/A 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 13 of 18 Energy Recovery (ER) Systems - Service Water Heating and Pool Systems C404.10.4 (Section under C404.11) Pools and permanent spas exhaust systems (energy recovery) For buildings with pools or permanent spas with water surface area > 200 sf, indicate exhaust air ER method and use of waste heat (preheat ventilation air, pool water or service hot water); or exception taken N/A Indicate ER system has the rated effectiveness and is configured to decrease the exhaust air temperature at design conditions by ->. 36 F N/A C403.5.3 Energy recovery - cooler / freezer condensers For buildings with food service, meat or deli departments that have z 500,000 Btu/h of remote refrigeration capacity for coolers / freezers, indicate if condenser ER will be used to pre -heat service water N/A For buildings with 8 40,000 sf conditioned floor area and with z 1,000,000 Btu/h of remote refrigeration capacity for coolers / freezers, indicate if condenser ER will be used to pre -heat service water N/A C403.5.4 Energy recovery - condenser systems For buildings with 24-hour operation and > 1,500,000 Btu/h of heat rejection capacity and design SWH load > 250,000 Btu/h, indicate condenser ER to pre -heat service water; or exception taken. Provide calculations showing the amount of recovered heat that is utilized (60% of peak heat rejection load or pre -heat service water to 85°F). N/A C404.10 Drain water heat recovery units For systems incorporating drain water ER, indicate system design complies with CSA B55.2 (or CSA 55.1 for Group R); indicate potable waterside pressure loss at design flow is < 10 psi N/A Service Water Heating Energy Use Metering C404.9 SWH energy usage in dwelling units For Group R-2 multi -family buildings with central SWH systems, provide metering of hot water energy usage per dwelling unit; indicate metering and data reporting method N/A C409.3.2 SWH equipment energy use metering For new buildings > 50,000 sf and building additions > 25,000 sf, with total SWH equipment capacity z 50 kW (>_ 170,600 Btu/h), veriiy energy use metering of all SWH equipment will be provided per C409 N/A Additional Efficiency Package Option, Reduced Energy Use In Service Water Heating - Must comply with both provisions to be eligible C406.7.1 Eligible building type To comply with additional efficiency package option, verify that >_ 90% of the conditioned floor area of the building is one or more of the occupancies identified in this section, OR; Provide whole building energy analysis per C407 that demonstrates the SWH load in the building is >_ 10% of total building energy loads C406.7.2 C403.5.4 Load fraction To comply with additional efficiency package option, provide documentation that verifies z 60% of building annual SWH energy is provided by high efficiency sources (heat pump water heater with COP >_ 3, waste heat recovery, solar water -heating system); For buildings with 24-hour operation and with > 1,500,000 Btu/h of heat rejection capacity and design service hot water load > 250,000 Btu/h (per C403.5.4); provide documentation that verifies >_ 100% of building annual SWH energy is provided by condenser energy recovery or other high efficiency source Documentation and Specific System Requirements to Supporting Commissioning C408.4 Scope of service water heating systems commissioning Indicate that all SWH equipment and controls for which the WSEC requires control functions and / or configuration to perform specific functions are required to be commissioned;+D7 2M0.01 and Spec For buildings where the largest SWH system has ? 200,000 Btu/h total output capacity, indicate that all SWH systems regardless of individual capacity are required to be commissioned. C408.4.1.3 Scope of pool and permanent spa systemsIndicate commissioning Indicate that all pool and permanent spa water heating systems regardless of individual capacity are required to be commissioned; N/A that energy recovery equipment that heats pool water regardless of capacity is required to be commissioned; N/A Identify all pool heating and energy recovery equipment and controls that the WSEC defines as being capable of and / or configured to perform specific functions. N/A C404.13 C408.1.1 C408.1.2 C408.1.4.2 C103.6 Commissioning requirements in construction documents Indicate in plans and specifications that Cx per C408 is required for all applicable service water heating systems; 2M0.01 Include general summary with at a minimum of Items 1 thru 4 of the Cx plan per C408.1.2 including: narrative description of activates, responsibilities of the Cx team, schedule of activities including verification of project close out documentation per C103.6, and conflict of interest plan (if required); Include in general summary that a Cx project report or Compliance Checklist (Figure C408.1.4.2) shall be completed by the Certified Cx Professional and provided to the owner prior to the final mechanical inspection. C408.4.1 Functional performance testing criteria Identify in plans and specifications the intended operation of all equipment and controls during all modes of operation, including interfacing between new and existing -to -remain systems 2M0.01 Project Close Out Documentation C103.6 Documentation and project close out submittal requirements Indicate in plans that project close out documentation and training of building operations personnel is required for all SWH components, equipment and systems govemed by this code; indicate close out documentation shall include: record documents, O&M manuals, applicable WSEC compliance forms and calculations 2M0.01 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Economizer Exceptions MECH-ECONO 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: Fill this line out on MECH-SUM Date 1/1/2015 All cooling systems shall be configured to provide air economizer operation, regardless of system capacity, for new construction and mechanical system alterations. Various exceptions to this requirement are available. Identify all systems that an economizer exception will be applied to and additional information as noted below. For Building Dept. Use Economizer Exception Summary Refer to Section C403.3 for descriptions of economizer provisions and exceptions. For alterations refer to Section C503.4 and Table C503.4. ECONOMIZER EXCEPTIONS - NEW CONSTRUCTION AND ADDITIONS Exp 1 Cooling equipment serving spaces that are provided with a dedicated outdoor air system (DOAS) per C403.6. Spaces served shall have year- round design cooling loads from lights and equipment less than 5 watts per square foot. System ID Lighting + Equipment Loads (W/sf) ERV-1 ERV-2 ERV-3 Exp 2 Single zone unitary or package systems with dehumidification that affect other systems such that air economizer would increase energy consumption. System ID Exp 3 High efficiency single zone unitary or packaged systems. Equipment cooling efficiency shall be better than the WSEC required minimum efficiency by at least 64% in Climate Zone 4C and 59% in Climate Zone 5B per Table C403.3. System ID Exp 4 Equipment that provides hydronic chilled water for chilled beams and chilled ceiling systems that is served by a water economizer system per C403.3.4 in lieu of air economizer. System ID Exp 5 Water -source heat pumps with heat recovery. Heat pump efficiency shall be 15% better than WSEC required minimum efficiency. Provide at minimum 60% air economizer. Energy recovery to preheat OSA shall have at least 50% effectiveness. Additional system requirements apply. System ID Exp 6 Cooling equipment serving Group R occupancies. Per unit limit is less than 20,000 Btu/h cooling capacity for equipment installed outdoors or in a mech room adjacent to the outdoors. For cooling equipment installed in other locations the unit limit is less than 54,000 Btu/h. Efficiency shall be 15% better than WSEC required minimum efficiency. System ID Equipment Location Cooling Capacity (Btu/h) Exp 7 Variable refrigerant flow (VRF) systems with energy recovery. Outdoor unit shall be a reverse -cycle heat pump with variable speed compressor(s) and condenser fan(s). Outdoor unit cooling capacity shall be not less than 65,000 Btu/h. Energy recovery to preheat outdoor air shall have at least 50% rated effectiveness. System shall be capable of providing simultaneous heating and cooling by tranferring recovered energy from zone(s) in cooling mode to other zone(s) that are in heating mode. Outdoor Unit System ID Cooling Capacity (Btu/h) Exp 8 Cooling equipment serving Controlled Plant Growth Environments. Equipment cooling efficiency shall be better than WSEC required minimum efficiency by at least 20%. Not eligible: unitary and applied heat pumps. System ID SEER, EER, & IEER Exp 9 Cooling equipment with energy recovery. Spaces served shall have year-round design cooling loads from lights and equipment greater than 5 watts per square foot. Energy recovery system shall utilize recovered energy for on -site space heating or preheating! of service hot water. Provide calculations to the code official that demonstrate the amount of recovered energy used for on -site heating purposes is equivalent to the annual energy that would be saved by the cooling system with air economizer per C403.3. System ID Lighting + Equipment Loads (W/sf) 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Economizer Exceptions, cont. MECH-ECONO 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: Date 1/1/2015 Economizer Exception Summary Refer to Section C403.3 for descriptions of economizer provisions and exceptions. For alterations refer to Section C503.4 and Table C503.4. ECONOMIZER EXCEPTIONS - NEW CONSTRUCTION AND ADDITIONS, CONTINUED Exp 10 Cooling equipment for dedicated server, electronic equipment or telecom switch rooms. Per building limit for this exception is 240,000 Btu/h cooling capacity or 10% of required building air economizer capacity, whichever is greater. Part load control required over 85,000 Btu/h. Additional requirements apply. Option a - Cooling equipment efficiency shall be 15% better than the WSEC required minimum efficiency.. Option b - Waterside economizer required. Cooling equipment efficiency shall be 5% better than the WSEC required minimum efficiency. Option c - Waterside economizer required. All cooling equipment is subject to ASHARE Standard 127. Total Claimed Exempt Capacity: Total building air economizer capacity (if claimed > 240 kBtu/h): Alternate Exp 10 Capacity Limit: System ID Compliance Option Cooling Capacity (Btu/h) ECONOMIZER EXCEPTIONS - MECHANICAL SYSTEM ALTERATIONS OR REPLACEMENT C503.4 Pre -approved design altemative to full compliance with air economizer Exp 1 requirement. An alternative for mechanical system alterations where existing building constraints make full compliance with air economizer requirement impractical. Provide calculations to the code official that demonstrate the proposed alternate design strategy provides similar energy savings to the annual energy that would be saved by the cooling system with air economizer per C403.3. System ID Alt. Strategy ECONOMIZER EXCEPTIONS - SIMPLE SYSTEMS C503.4 Qualifying small equipment. Per unit limit less than 33,000 Btu/h. Per Exp 2 buildling limit for this exception is 72,000 Btu/hi cooling capacity or 5% of required building air economizer capacity, whichever is greater. Cooling equipment efficiency shall be 15% better than WSEC required minimum efficiency. Not eligible: non -unitary equipment, unitary equipment installed outdoors or in mech room adjacent to outdoors, equipment installed during new construction, shell -and -core construction, or initial tenant improvement. System ID Cooling Capacity (Btu/h) Total Claimed Exempt Capacity: Total building air economizer capacity (if claimed > 72,000 Btu/h): Alternate C503.4 Exp 2 Capacity Limit: C503.4 Equipment that provides hydronic chilled water for chilled water terminal Exp 3 units. Equipment part load cooling efficiency (IPLV) shall be better than WSEC required minimum efficiency by at least 25%. Per building limit for this exception is 480,000 Btu/h cooling capacity or 20% of required building air economizer capacity, whichever is greater. Chilled water terminal units serving Group R occupancies are not included in the building capacity total. System ID Cooling Capacity (Btu/h) Total Claimed Exempt Capacity: Total building air economizer capac ty (if claimed > 480,000 Btu/h): Alternate C503.4 Exp 3 Capacity Limit: Table Compliance Options for alteration or replacement of existing C503.4 mechanical cooling equipment per Table C503.4. Refer to table and all applicable table footnotes for full requirements. Applies to the following retrofit conditions: Option a - Any new or replacement equipment Option b - Replacement equipment of same type with same or smaller cooling output capacity. Option c - Replacement equipment of same type with large cooling output capacity. Option d - New equipment added to existing system or replacement equipment that is different than existing being replaced. System ID Equipment Type Compliance Path 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Mechanical Fan System Power Allowance MECH-FANSYS-SUM 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: Fill this line out on MECH-SUM Date 1/1/2015 For Building Dept. Use HVAC Air Distribution System Schedule List all HVAC systems that have the capability to provide heating and/or cooling to the spaces they serve. System or Primary Supply Fan ID Speed Control (Note 1) Description (Note 2) System Total Nameplate HP (Note 3) Fan Power Calculation Required (Note 4) AHU-1 CV constant volume air handler serving small maintenance spaces 4.6 No ERV-1 CV constant volume energy recovery ventilator serving service bays 5 No ERV-2 CV constant volume energy recovery ventilator serving service bays 5 No ERV-3 CV constant volume energy recovery ventilator serving inspection bays 5 No F-1 CV constant volume exhaust fan removing air from steam wash bay 2 No F-2 CV constant volume emergency fan to remove air from battery room 0.1 No F-3 CV constant volume exhaust fan removing air from the compressor room 3 No F-4 CV constant volume exhaust fan removing air from the electrical room Note 1 - Constant Volume (CV), Variable Air Volume (VAV), or Hospital/Lab CV system that qualifies for VAV budget per C403.2.11.1 Exception 1. Sing e zone VAV systems shall comply as CV. Note 2 - Describe system type and list all fans (or groups of fans) associated with the delivery and removal of conditioned air by the system. Include all supply, retum/relief, exhaust and exhaust hoods (>1 hp), make-up air, dedicated outside air (DOAS), booster fans, and series fan -powered terminals. VAV parallel fan -powered terminals and economizer relief fans do not need to be included if the fans do not operate at peak conditions. Note 3 - Enter the total nameplate hp of all fans associated with the delivery and removal of conditioned air by the system. Note 4 - This form automatically identifies whether a MECH-FANSYS form is required to demonstrate compliance with the fan power allowance (Yes), or this information is not required because the system has a combined total nameplate motor hp that is 5 hp or less (No) MECH-FANSYS Forms A MECH-FANSYS form shall be provided for each system with total nameplate hp greater than 5 hp. Select (Add Fan System Form) to generate an additional form. Added forms can be deleted with button in cell E32 of the added form. 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 . 1 • • - 101 e Adjustment Factors 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all RI MECH-FANSYS-DOC Revised January 2017 TABLE C403„2.11.1(2) FAN POWER LIMITATION PRESSURE DROP ADJUSTMENT Device Adjustment _L Credits 0.5 inch w.c. (2.15 inches w.c. for laboratory and vivarium systems) Fully ducted return and/or exhaust air systems Return and/or exhaust air flow control devices 0.5 inch w.c. Exhaust filters, scrubbers, or other exhaust treatment The pressure drop of device calculated at fan system design condition Particulate filtration credit: MERV 9 - 12 0.5 inch w.c. Particulate filtration credit: MERV 13 - 15 0.9 inch w.c. Particulate filtration credit: MERV 16 and greater and electronically enhanced filters Pressure drop calculated at 2x clean filter pressure drop at fan system design condition Carbon and other gas -phase air cleaners Clean filter pressure drop at fan system design condition Biosafety cabinet Pressure drop of device at fan system design condition Energy recovery device, other than coil runaround loop (2.2 x energy recovery effectiveness) — 0.5 inch w.c. for each airstream Coil runaround loop 0.6 inch w.c. for each airstream Evaporative humidifier/cooler in series with another cooling coil Pressure drop of device at fan system design conditions Sound attenuation section (fans serving spaces with design background noise goals below NC35) 0.1'5 inch w.c. Exhaust system serving fume hoods 0.35 inch w.c. Laboratory and vivarium exhaust systems in high-rise buildings 0.25 inch w.c./100 feet of vertical duct exceeding 75 feet Deductions Systems without central cooling device -0.5 inch w.c. Systems without central heating device -0.3 inch w.c. Systems with central electric resistance heat -0.2 inch w.c. w.c..= water column. For SI: 1 inch w.c..= 249 Pa, 1 inch.= 25.4 mm. 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Design Load Calculation Summary MECH-LOAD-CALC 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all RRevised January 2017 Project Title: Fill this line out on MECH-SUM Date 1/1/2015 The following information shall be included in the load calculation program summary submitted with the permit documents. If a load calculation summary is not available, provide the required information below. For Building Dept. Use Equip. ID Area(s) Served Heating Design Load in Btu/h (Note 1) Cooling Design Load in Btu/h (Note 1) Calculation Method (Note 2) Notes Note 1 - Design load shall account for the building envelope, lighting, ventilation and occupancy loads of the space(s) served by the mechanical system. Heating and cooling loads shall be adjusted to account for load reduction achieved by an energy recovery system, if applicable. Note 2 - Computer load calculation program, worksheet (identify source), or equivalent computation procedure in accordance with ASHRAE Standard 183. 01110)1 2b0L System Checksums Report Page 1 of 11 TRACE® 700 v6.3.4 calculated at 04:06 PM on 11/07/2018 mO Sm( ._. 3) " v = � -n O o o rn (n (n W (CD N - A J- J 0 0 0 0 0 0 0 0 m Z g 9 CO N O O O A n n s0 0 .0 CO W O F C)Go °•rn D r' -• rn w CO 0 ° C) (CD 0 0 0 alOD 2 O NJ 0 0(O1, mZ OO O O O W J O 0 0 0 0 A 0 O O O W T(C G) cocvzwmpv D <n g m c c m c x m a m c Tr (� D�tT���A�Cn� •o a 0 g -2 -3 I c c) m c -. a o t9 Iv o < Q .0 m ~ TTc = c D -• j O' n� _S j O' �. ➢) O -2.=y N O`G fD 2 m _ O D 7 .' fl' G 1 p O m to r O O. j l 0 ip O CJ W p N (D y 22Sen• N -3 O N O N O 7 o O> C)Cn mto ll m t N ,d.. 'O'� 7. 0 N O tl II G II O o a t9 (I d M'06 .. t0 N S d V m v gO O, p 0. -. V d N m 0. M m t= _ .d. 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Total EA (CFM) OFF SET (CFM) sA HEATING (Trace) sA COOLING (Trace) ' EA (Trace) SA (Max) EA (Max) Total Room AHU (BTH) VAV• (BTH) Lounge r• TV 1280 Reception Area 30 33 38.4 0.06 5 269 270 . 0 270 270 . 0 270 10789.2 8748 Locker Room 950 Locker / Dressing Rooms 0 0 0 0 0 . 0 240 0.25 237.5 2.5 240 240 0 9590.4 7776 Vend 65 Cafeteria, Fast Food 100 10 7 0.18 7.5 61 65 0 65 65 65 2597.4 2106 GN R 70 Toilet Rooms • Public I 0 0 0 0 0 0 0 50 •50 0 50 50 -50 0 0 GN S 85 Toilet Rooms - Public 0 0 0 0 0 0 0 50 -50 0 50 -50 0 0 Womens 265 Toilet Rooms - Public 0 0 0 0 0 0 0 300 -300 0 300 -300 0 0 Mens 265 Toilet Rooms- Public 0 0 0 ' 0 0 0 0 300 -300 0 300 -300 0 0 Store 100 Office Space 5 5 20 0.06 5 106 110 0 110 110 0 110 4395.6 3564 Elec 50 NA 0 0 0 0 0 0 0 600 -600 0 600 -600 0 0 Janitor 60 NA 0 0 0 0 0 0 0 75 -75 0 75 -75 0 0 . Quiet 100 Office Space 5 200 1 0.06 5 9 25 0 25 ' 25 0 25 999 810 0 0 0 25 0 25 25 0 25 999 810 TR Office 130 Office Space 5 200 1 0.06 5 12 25 0 25 25 0' 25 999 810 Janitor 45 NA 0 0 0 0 0 0 0 75 -75 0 75 -75 0 0 Women 260 Toilet Rooms - Public 0 0 0 0 0 • 0 0 150 -150 0 150 -150 0 0 Men 260 Toilet Rooms- Publit 0 0 0 0 0 0 0 - .250 -250 0 250 -250 0 0 Training 500 Lecture Classroom 65 15 24 0.06 7.5 210 210 0 210 210 0 210 8391.6 6804 Exercise 500 Health Club/ Weight Room 10" 100 5 0.06 20 130 130 0 130 130 0 130 5194.8 - 4212 Hallway 240 Corridor 0 0 0 0.06 0 15 25 0 25 25 0 25 999 810 0 0 0 25 0 25 - 25 ' 0 25 999 810 Safety 140 Office Spice 5 200 3 0.06 5 24 25 0 25 25 0' 25 999 810 Reporting Area 700 Computer Lab 25 40 18 0.12 10 259 260 0 260 260 0 260 10389.6 8424 Dispatch 400 Office Space 5 200 2 0.06 5 - 34 35 0 35 35 0 35 1398.6 1134 Conference 175 Conference Rooms ‘.. 50 20 10 '0.06 5 61 65 0 65 65 0 65 2597.4 2106 Restroom _ 84 ' Toilet Rooms - Public 0 0 0 0 0 0 - 0 50 -50 0 50 -50 0 0 File 175 Bank Vault / Safe Deposit 5 200 1 0.06 5 15 25 0 25 25 0 25 999 810 Planner 130 Office Space 5 200 3 0.06 5 23 25 0 25 25 0 25 999 810 Chief 100 ' Office Space 5 200 3 0.06 5 21 25 0 25 25 0 25 999 810 Chief 100 Office Space ' 5 200 3 0.06 5 21 25 0 25 25 .0 25 999 810 Chief 100 Office Space 5 200 3 0.06 5 21 25 0 25 25 0 25 999 810 Adm In 125 Office Space 5 , 200 3 0.06 5 23 25 0 25 25 0 25 999 810 Sup 175 " Office Space 5 200 3 0.06 5 26 30 0 30 30 0 30 1198.8 972 • Hallway -, 325 Corridor 0 0 0 0.06 0 20 25 0 25 25 " 0 25 999 810 0 0 , 0 25 , 0 25 , , , , 25 0 I . 25 999 , 810 Super 175 Office Space 5 200 3 0.06 5 26 30 0 30 30 0 30 1198.8 972 Chief 100 Office Space 5 200 3 0.06 5 21 25 0 25 25 0 25 999 810 Chief 100 Office Space 5 200 3 0.06 5 21 " 25 0 25 25 0 25 999 810 Store 100 Office Space 5 200 1 0.06 5 9 25 0 25 25 0 25 999 810 Conf 160 Conference Rooms 50 20 10 0.06 5 60 60 0 60 60 0 60 2397.6 1944 Store 50 Office Space 5 ' 200 0 0.06 5 5 25 0 25 25 0 25 999 810 Adm in 100 Office Space 5 200 1 0.06 5 9 25 0 25 25 0 25 999 810 Copy / Files 100 Copy, Printing Rooms 4 250' 0 0.06 5 8 25 0.5 50 -25 25 50 -25 999 810 Elec 60 NA 0 0 0 0 0 0 25 600 -575 25 600 -575 999 810 Restroom 60 Toilet Rooms - Public 0 0 0 0 0 0 25 50 -25 25 50 ,-25 999 810 Clerk 120 Office Space 5 200 1 0.06 5 11 25 0 25 25 0 25 999 810 Hallway 190 Corridor 0 • • 0 0 0.06 0 12 25 0 25 25 0 25 999 810 Men Locker 600 Locker / Dressing Rooms 0 0 0 0 0 0 150 0.25 150 0 150 150 0 5994 4860 Store 100 Office Space 5 200 1 0.06 5 9 25 0.25 0 25 25 0 25 999 810 Elec 26 NA . 0 0 0 0 0 0 0 600 -600 0 600 -600 0 0 Break / Lounge 800 Reception Area 30 33 24 0.06 5 168 170 0 0 0 0 Women Lockers 350 Locker/ Dressing Rooms 0 0 0 0 0 0 90 0.25 87.5 2.5 90 90 0 3596.4 2916 Labe 437.5 Repair Garages, Enclosed Parking Garages 0 0 0 0 • 0 0 330 0.75 328 1.875 330 330 0 13186.8 Battery 150 Ventilation Code 502.4.2 for Batteries 0 0 0 0 0 0 150 1 150 0 150 150 0 5994 Brake 160 Automotive motor -fuel dispensing stations 0 0 0 0 0 0 240 1.5 240 0 240 240 0 9590.4 Mach 200 Automotive motor -fuel dispensing stations 0 0 0 0 0 0 300 1.5 300 0 300 300 0 11988 Parts 2824 Repair Garages, Enclosed Parking Garages 0 0 0 0 0 0 520 0.18 508 11.68 520 510 10 20779.2 Restroom 142 Toilet Rooms - Public 0 0 0 0 0 0 290 100 190 290 100 190 11588.4 Restroom 142 Toilet Rooms - PyltE . ... - 0 0 0 0 0 292 _ 185 .130 _ 190 " -100 - -.:"" 190 - -- 11588.4 Jan 50 NA 0 0. 0 0 0 0 100 • 75 25 100 75 25 3996 2 50 NA , 100 0.75 Mechanical Tool Cage 330 Repair Garages, Enclosed Parking Garages 0 0 0 0 \ 0 0 60 0.18 59 0.6 60 60 0 2397.6 KC Shared Tool 330 Repair Garages, Enclosed Parking Garages 0 0 0 0 0 0 60 0.18 59 0.6 60 60 0 2397.6 Comm 85 0 0 0 0 25 25 0 25 1 999 Elec 200 0 0 0 0 25 25 0 25 I 999 Mech 300 0 0 , 0 0 25 25 0 25 1 999 Compressor 350 0 0 0 0 25 25 0 25 999 Service 2 + 4 3818 Automotive motor -fuel dispensing stations 0 0 0 3090 0.75 2964 126.5 3090 ' 2965 125 123476.4 Service 1 + 3 4058 Automotive motor -fuel dispensing stations 0 0 0 3090 0.75 3144 -53.5 3090 3145 -55 123476.4 Inspection 3800 Automotive motor -fuel dispensing stations 0 0 0 3090 0.75 3050 40 3090 3050 40 123476.4 Steam 1867 Automotive motor -fuel dispensing stations 0 0 0 3090 0.75 1400 1689.75 3090 1405 1685 123476.4 Total 30439 192 1719 17440 16152 0 0 0 270 16170 1000 686113 76788 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0196 DATE: 06/14/19 PROJECT NAME: KING COUNTY METRO TRANSIT - BLDG 3 SITE ADDRESS: 12400 E MARGINAL WAY S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: 6 (-(-c' Building Division DMA A c q-4 Public Works � I I 1\1' i- if frtArS Al 6, 54? Fire Prevention Planning Division Structural Permit Coordinator to PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 06/18/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved n Corrections Required (corrections entered in Reviews) Notation: Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 07/16/19 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 City of Tukwila CI ''IFICATE OF WATER AVAILABILITY Department of Community Development 6300 Southcenter Boulevard, Suite H 100 - Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov PER1YIIT NO.: PRE-0023(Pre-Application) Part A: To be completed by applicant Site address (attach map and legal description showing hydrant location and size of main): See attached -12400 E Marginal Way South Owner Information Agent/Contact Person Name: King County Metro Transit ,Name: icxv n'i I__,.e.,,e.. Address:201 S Jackson St, MIS KSC-TR-0431 Address: Phone: 206-263-8272 I Phone: Ufa _ ia Si* _ 'goo This certificate is for the purposes of: ❑ Residential Building Permit p Commercial/Industrial Building Permit ❑ Preliminary Plat ❑ Rezone Estimated number of service connections and water meter size(s): 1 service connection; ❑ Short Subdivision ❑ Other 2" water meter size Vehicular distance from nearest hydrant to the closest point of structure is 100 to 150 ft. (To be verified) Area is served by (Water Utility District): King County Water District 125 Owner/Agent Signature 09/11/2018 Date RECEIVED CITY OF TUKWILA Part B: To be completed by water utility district I Jtt;N 14 2019 1. The proposed project is within (City/County) PERMIT CENTER 2. ❑ No improvements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: 1-REm=SES( -so O (Eav- sEiNV //�y�(} / i L. E WEc i JS) Ket-aZii 125 t-E57wrn:q.1 No IS -01-1- 22-140 C3 -y) krooketb Fes, (Use separate sheet if more room :s needed) 4, Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 14y 15C) pin nt 20 psi residual for a duration of 2 hours at a velocity of 12. fps as documented by the attached calculations. 5. Water availability: ❑ Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in Item 13-3 are met. • System is not capable of providing service to this project. I hereby certify that the above infomtation is true and correct. cc kATEC, rD sTr r 0 t25 Agency/Phone 2. ...2.42—q 9117 By 9 1 ?-n r)a to ! lvDrr>Pc. ! ©1_tcat—iCt� C:6•Icific. King No. The following terms and conditions apply to the attached Certificate of Availability ("Certificate") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be }extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be . ,•;.. i available to the real property at the time the applicant may apply to the • District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other_ _ policies and regulation then in effect. Applicant's Signature District Representative Date 09/11/2018 Date q ' 1,. 2.,'_ _ Upon determination that a consumer fails to comply with the District's requirements regarding the installation, inspection, testing, maintenance or repair of an approved backflow preventer, the District will notify the customer by mailing a letter substantially in the form of Exhibit C. If, after being notified pursuant to Section 3.2 above, the customer fails to correct the deficiency, then the District will dive the consumer notice by certified mail a letter substantially in the form of Exhibit D. If the customer still fails to correct the deficiency within thirty (30) days, then the District will exercise one or more of its remedies pursuant to Section 3.2.(a)-(c). 3.3 RESIDENTIAL DOMESTIC WATER SERVICE CONNECTIONS Domestic water service connections to single-family residential properties shall have backflow protection within eighteen inches (18") of the water meter tail commensurate with the degree of hazard when any of the following items are fed by or connected to the domestic water system on the property: a) lawn or garden sprinkler irrigation systems b) fire suppression systems c) pools, hot tubs or spas (above or below ground) d) greenhouses e) fish and/or aesthetic ponds f) boiler g} any other use declared to be a health hazard or concern by the General Manager of the King County Water District 125 3.4 COMMERCIAL DOMESTIC WATER SERVICE CONNECTIONS For all connections to the water mains of the King County Water District 125 not listed above, the following requirements apply to all the consumers: a) All commercial domestic water service connections shall have a backflow assembly installed within eighteen inches (18") of the water meter tail (customer's side of the meter) commensurate with the highest degree of hazard of the occupant(s) as determined by the General Manager or a Cross Connection Control Specialist appointed by the District. b) No commercial water service shall have less than a Double Check Valve Assembly (DCVA) for backflow protection. c) Reduced Pressure Backflow Assembly (RPBA) shall be installed on all water services for occupants with potential pollution or contamination hazards as listed in WAC 246-290-490 Table 9 or similar occupants. Reduced Pressure Backflow Assembly (RPBA). shall be installed on all water services for commercial structures that occupy more than one tenant. All commercial irrigation systems shall have a backflow assembly installed within eighteen inches (18") of the water meter tail (customer's side of the meter) or within twelve inches (12") downstream of the valved connection to the potable water supply. All irrigation systems with existing or potential chemical addition, including antifreeze, shall have a Reduced Pressure Backflow Assembly. No irrigation system shall have less than a Double Check Valve Assembly (DCVA) for backflow protection. COMMERCIAL FIRE SPRINKLER SERVICE CONNECTIONS h) All fire sprinkler service connections shall have backflow prevention assemblies with a detecting (metered) bypass. i) Backflow assemblies shall be either; a. Located in a vault on private property adjacent to the public right- of-way such that the distance between the supplying water main and the backflow assembly is the shortest reasonable distance not to exceed 50 feet. When the supplying water main is on private property, the backflow assembly shall be located as close to the water main tap as reasonably possible. b. Within the building's mechanical room. With an interior or installation, a remote meter register shall be supplied with the backflow device and mounted on the exterior of the building in a location accessible at all times to District personnel. j) k) All fire systems without antifreeze, chemical addition, or Fire Department Connections (FDC) shall have a minimum of a Double Check Detector Assembly (DCDA) as the backflow preventer. Fire systems with antifreeze, chemical addition, or Fire Depaitatent Connections (FDC) shall have a Reduced Pressure Principle Detector Assembly (RPDA). TEMPORARY CONNECTIONS 1) All temporary connections will be required to have cross connection protection. The type of protection required will be determined on a case- ( (1-,-;ly la,' itry—zw_x,rxa r1 s 34605 148th Suite 100 Seattle, WA 98168 i. i Phone: (206) 242-3236 �`1T Fax: (206) 242-1527 Rcpt.No. 00111. '/114G. CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $100.00 t:; Certificate of Sewer Availability OR C Certificate of Sewer Non -Availability Part A: (To Be Completed By Applicant ) Purpose of Certificate: © Building Permit • Preliminary Plat or PUD ■ Short Division ■ Rezone VIOther Lana. permit OUP Proposed Use: p Commercial ■ Residential Single Family • Residential Multi -Family ❑ Other office, vehicle maintenance Applicant's Name Jennifer Lee King County Metro Transit: Phone Number 2062638272 Property Address 12400 E Marginal Way S Tax Lot Number 7340600480 Legal Description (Attach Map and legal Description if Necessary ); Riverside interurban trs tr 21 & 22 less por ly my of a In 789.91 ft n as meas on ely mgn co rd fr sw cor lot 31 sd subd less st hwy tgw all tr 31 tgw tr 32 less s 200 ft of por e of e In squires replat prod n less st hwy P rt B: To be Completed by Sewer Agency 1 OR • a. A Sewer Service will be provided by side sewer connection only to an existing C-6' size sewer 0 feet'. from the site and the sewer system has the capacity to serve the proposed use. b. Sewer service will require an improvement to the sewer system of: • RECEIV • (1) [ feet of sewer trunk or lateral to reach the site; and/or El(2) The construction of a collection system on the site and/or art OF TV ■ (3) Other (describe) JUN 1 li i 2. Must be completed if 1. b above is checked C, a. The sewer system improvement is in conformance with a County approved sewer co ve plan, PERMIT OR C b. The sewer system improvement will require a sewer comprehensive amendment. 3' r a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District. OR r a. Annexation or BRB approval will be necessary to provide service. 4. Service a. b. c. I hereby from the is subject to the following; Permit $ District Connection Charges due to prior connection: GFC: $1 SFC: $ Unit: $ Total $ (Subject to Change on January 1st) Either a King County/METRO Capacity Charge SWSSD or Midway Sewer District Connection Charge may be due upon connection to sewers, iMay Easements: • Required be Required Other cano[cf,on ci,4..t1 7''c 6c 441-e✓rr in...i a/ fi / //h C. ? /1/,2G/DT certify that the above sewer agency information is true. This certification shall be valid for one year date of signature.By Title C/Ce— r_t✓A Date 9/i'.5'1/4O/e ✓27 CWILA 019 NTER (lb ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. r �R '.... '• I acknowledge that / have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature 1,1 Date PROSPECT CONSTRUCTION INC Page 1 of 2 Home Espanol Contact Safety & Health Claims & Insurance Clk Washington State Department of Labor & Industries Search L&I A -%index Help My (.fit Workplace Rights Trades & Licensing PROSPECT CONSTRUCTION INC Owner or tradesperson Principals MCLAREN, GORDON S, PRESIDENT MCLAREN, PAM L, SECRETARY Doing business as PROSPECT CONSTRUCTION INC 116 23RD ST SE PUYALLUP, WA 98372 253-446-1600 PIERCE County WA UBI No. Business type 601 850 637 Corporation Governing persons GORDON S MC LAREN PAMELA MC LAREN; Certifications & Endorsements License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. PROSPCI022CD Effective — expiration 02/04/1998— 02/04/2020 Bond Safeco Ins Co of America Bond account no. 69s009873 Active. Meets current requirements. $12,000.00 Received by L&I Effective date 05/11/2012 04/20/2012 Expiration date Until Canceled Insurance Travelers Indemnity Company Th $1,000,000.00 Policy no. DTC0366 K55041 N D19 Received by L&I Effective date 03/25/2019 04/01/2019 Expiration date 04/01/2020 Insurance history Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601850637&LIC=PROSPCI022CD&SAW= 7/25/2019 TYPICAL SECTION AND DETAIL DRAWING NUMBERING SYSTEM KEY: LOCATION MAP LEGAL DESCRIPTION REFERENCING SYSTEM Uj pig - OI�� FROM ORDER NO.: NCS-786933-WA1, FIRST AMERICAN TITLE (1) THE SECTION IS CUT ON DRAWING A101: BLDG 1- NEW OPERATIONS INSURANCE COMPANY, NATIONAL COMMERCIAL SERVICES, MODULAR BUILDING DATED AUGUST 16, 2016, AT 7:30 AM SECTION LETTER DISCIPLINE DESIGNATED CATEGORY THAT PORTION OF TRACTS 21, 22, 31 AND 32 OF RIVERSIDE INTERURBAN ELEVATION LETTER G GENERAL GENERAL TRACTS, ACCORDING TO PLAT RECORDED IN VOLUME 10 OF PLATS AT PAGE C CIVIL I PLANS � BLDG 4 - EXIST GARAGE 74, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: A 01 CD CIVIL DEMOLITION 2 ELEVATIONS __ — — IMPROVEMENTS COMMENCING AT A POINT ON THE WESTERLY MARGIN OF PRIMARY STATE A3.0I L LANDSCAPE 3 SECTIONS 1 HIGHWAY NO. 1, FOSTER INTERCHANGE TO SOUTH 118TH STREET, AS DRAWING ON WHICH A ARCHITECTURE 4 ENLARGED PLANS — — — — — CONDEMNED UNDER SUPERIOR COURT CAUSE NO. 646846, THAT BEARS SECTION/ELEVATION APPEARS E ELECTRICAL 5 DETAILS — BLDG 2B - NEW VEHICLE SOUTH 04"33'59" EAST 165.03 FEET DISTANT FROM THE POINT OF CURVATURE ED ELECTRICAL DEMOLITION 6 SCHEDULES & DIAGRAMS I MAINTENANCE MODULAR OF THE WEST MARGIN, HIGHWAY ENGINEERS STATION 76+05.30, SAID POINT DRAWING ON WHICH INTERIOR S STRUCTURAL ' 027 BUILDING ALSO BEING THE SOUTHEAST CORNER OF THAT CERTAIN TRACT OF LAND AS ELEVATION APPEARS M MECHANICAL � DESCRIBED IN OPTION AGREEMENT RECORDED UNDER RECORDING NO. V14D\_ FP FIRE PROTECTION , I I 7506090402; THENCE SOUTH 04°3T59" EAST ALONG SAID MARGIN 615.17 FEET ELEVATION LETTER P PARKING TO A POINT LYING 110 FEET WESTERLY OF AND OPPOSITE ENGINEER'S — BLDG 2A -NEW VEHICLE STATION 68+25; THENCE SOUTH 58"17'25" WEST 230.32 FEET; THENCE SOUTH AREA LOCATION _ I MAINTENANCE BUILDING - 21 "32'52" EAST 36.80 FEET TO THE SOUTH LINE OF TRACT 32 OF THE RIVERSIDE (2) ON DRAWING A105 THIS SECTION IS IDENTIFIED: (FOR PROJECTS WITH PRE-ENGINEERED METAL INTERURBAN TRACTS; THENCE NORTH 89"17'24" WEST 476.97 FEET ALONG THE MULTIPLE LOCATIONS) I BUILDING (PEMB) SOUTH LINE OF TRACTS 31 AND 32 TO THE EASTERLY MARGIN OF EAST SECTION LETTER J� ` — — — — — I MARGINAL WAY AS ESTABLISHED BY WARRANTY DEED FOUND IN KING COUNTY RECORDS, KING COUNTY RECORDING NO. 7412090465; THENCE SECTION ° i— DRAWING ON WHICH TAKEN / — — — BLDG 3 - NEW HOSTLER NORTH 18°38'24" WEST 12.65 FEET ALONG SAID EASTERLY MARGIN; THENCE SCALE: A7.0' SECTION WAS DISCIPLINE ` (71`1 Dt �P SHACK MODULAR BLDG NORTH 12"54'24" WEST 443.48 FEET ALONG SAID EASTERLY MARGIN; THENCE ` _ - NORTH 10"07'24" WEST 333.78 FEET ALONG SAID EASTERLY MARGIN TO THE DESIGNATOR SEQUENTIAL DRAWING — REVISIONS SOUTHWEST CORNER OF OPTION AGREEMENT RECORDED UNDER (3) DETAILS ARE CROSS-REFERENCED IN A SIMILAR MANNER, EXCEPT SEPARATOR NUMBER WITHIN DISCIPLINE �� No changes snag made to the RECORDING NO. 7506090402; THENCE SOUTH 89"17'24" EAST PARALLEL WITH THAT DETAILS ARE IDENTIFIED BY NUMBERS RATHER THAN BY AND DESIGNATED CATEGORY ��2 of work wnnout prior approval OF 'OF THE SOUTH LINE OF TRACTS 31 AND 32 OF RIVERSIDE INTERURBAN TRACTS A LETTERS. of the Tukwila Budding Division, 0 60' 120' e®o; DISTANCE OF 774.30 FEET TO THE POINT OF BEGINNING. NOTE: Revisions will require a new plan submittal and may include additional plan review. SCALE: 1"=12V-0" VICINITY MAP ABBREVIATIONS: PROJECT DESCRIPTION- SITE WORK CODE SUMMARY PARKING ANALYSIS NOT TO SCALE y q ®N SNOHOMISH CO. REFER ALSO TO THE SPECIFIC ABBREVIATIONS LISTED WITHIN THE PROJECT REPRESENTATIVE GARRETT STRONKS - 206.477.5983 BUILDING 1.OPERATIONS MODULAR BUILDING -USE AND OCCUPANCY EXISTING DEVELOPMENT PARKING ASSUMPTIONS: EXISTING USE (GROUP HEALTH): OFFICE USE -' KENMORE BOTHELL KING Co. DRAWINGS OF EACH DISCIPLINE. THE FOLLOWING ABBREVIATIONS 201 S JACKSON ST,MS KSC-TR-0435 ADMIN AREAS B - BUSINESS 5 D ARE APPLICABLE TO ALL DISCIPLINES: SEATTLE, WA 98104-3856 LOUNGE A3 - ASSEMBLY PER TABLE 78-7 TUKWILA MUNICIPAL CODE: REQUIRES 3 SPACES PER 1000 NET garrett.stronks@KingCounty.gov USABLE SQUARE FOOTAGE. 405 a DUVALL AFF ABOVE FINISH FLOOR LF LINEAR FOOT/FEET BUILDING AREA 10,380 SF EXISTING BUILDING AREA: 167,000 SF ALUM ALUMINUM LS LINEAR SYSTEM PROJECT DESCRIPTION. WORK INCLUDESBUT IS NOT LIMITED T0: NUMBER OF STORIES 1 STORY EXISTING DEVELOPMENT PARKING CALCULATIONS: EXISTING PARKING REQUIREMENTS: 501 SPACES _ 99 szz zoz ASPH ASPHALT MAX MAXIMUM , CONSTRUCTION TYPE V-B I�IRKLAND ® BLDG BUILDING MECH MECHANICAL 1. TESC EXISTING PARKING PROVIDED: 608 SPACES REDMOND BTWN BETWEEN MFR MANUFACTURER 2• SELECTIVE DEMOLITION FIRE PROTECTION FULLY SPRINKLERED EXISTING ADA PARKING REQUIREMENT (2% of total): 12.2 SPACES b CB CATCH BASIN MIN MTL MINIMUM METAL 3. EXCAVATION AND GRADING 4. CONNECTION TO EXISTING UTILITIES BUILDING 28 -VEHICLE MAINTENANCE MODULAR BUILDING - US D OCCUPANCY EXISTING ADA PROVIDED: 0 ADA VAN SPADES REQUIRED (1/8 OF TOTAL ADA SPACES): 1.5 520 Cl CONTINUOUS INSULATION 5. STORM DRAINAGE AND SEWER STRUCURES ADMIN AREAS B - BUSINESS FOR ADA VAN SPACES PROVIDED: 0 CLR CLEAR N NORTH 6, POTABLE WATER BREAK A2-ASSEMBLY E COMPLIANCE 520 CARNATICI c CO CLEAN OUT NIA NOT APPLICABLE 7. ELECTRICAL INCLUDING PANELS AND ACCESSORIES, LOW VOLTAGE/FIRE ALARM, APPROVED PROPOSED DEVELOPMENT PARKING ASSUMPTIONS: COACH PARKING: 120 COACHES EDINA COL COLUMN NIC NOT IN CONTRACT SECURITY AND COMMUNICATION, SITE AND INTERIOR LIGHTING,. BUILDING AREA 4,810 SF SEATTLE BELLEVUE CONC CONCRETE NTS NOT TO SCALE 8. UTILITY CONNECTIONS AND UNDER BUILDING SPRINKLERS FOR OWNER NUMBER OF STORIES LREV'El"ED 1 STORY �UL O5 2019 PEAK HOUR NUMBER OF COACHES: 99 COACHES _ SAMM. LAKE CONST CONSTRUCTION OC ON CENTER PROCURED AND INSTALLED: BLDG 3: NEW DISPATCH TRAILERIHOSTLERsHACK DRIVERS/OPERATORS: 100 PERSONNEL WASHINGTON z0z CONT CONTINUOUS OPP OPPOSITE 9. WOOD FRAMED EXTERIOR STAIRS, RAMPS, ELEVATED WALKWAYS AND ROOFS CONSTRUCTION TYPE V-B MAXIMUM DRIVERSIOPERATORS ASSIGNED TO BASE: 150 PERSONNEL gp DET DETAIL OTS OPEN TO STRUCTURE CONNECTING MODULAR BUILDINGS 10. COORDINATION AND INSTALLATION OF OWNER PROCURED FURNISHINGS AND FIRE PROTECTION 0 FULLY SPRINKLEREDf TUkWjlaDEMO DING DIVISIONSTAFF/SUPERVISORS: MECHANICS: 51 PERSONNEL 24 PERSONNEL FALL DEMOLITION DIM DIMENSION PAV PAVING EQUIPMENT. BUILDING 2A - VEHICLE MAINTENANCE PEMB - USE AND OCCU PROPOSED DEVELOPMENT PARKING CALCULATIONS: CITY DN DOWN PEMB PRE-ENGINEERED METAL BUILDING 11. CERTIFICATE OF OCCUPANCY. ADMIN AREAS B - BUSINESS ON SITE MAXIMUM NUMBER OF PERSONNEL: 225 (150 + 51 + 24) 5 PRESTON DTL DETAIL PERIM PERIMETER FIB COPY LOUNGEBREAKAREA S1-MOTOR VEHICLE REPAIR GARAGE PARKING(MAXIMUM)REQUIRED: 225 SPACES a DWG DRAWING PLYWD PLYWOOD Fermft No. — PARKING NEW CONFIGURATION PROVIDED: 589 SPACES ( ) s09 900 405 sNo4uAu EA EACH PR PAIR Plan review approval Is subject to errors an* BUILDING AREA 21,610 SF - ADA PARKING REQUIRED 2% OF TOTAL : 12 SPACES ( ) ISSACiUAH e 90 ELEC ELECTRICAL PT PRESSURE -TREATED omissions Approval of construction documents does NUMBER OF STORIES 1 STORY ADA SPACES PROVIDED: 13 SPACES If IN GARAGE, 2 ELEV ELEVATION PTO PAINTED nor authorize the violation of any adopted cafe or SURFACE SPOTS) RENTON EQ EQUAL ordinance. Receipt of approved Field Copy and mndit rys CONSTRUCTION TYPE V-B ADA VAN SPACES REQUIRED (1/8 OF TOTAL ADA SPACES): 1.5 SPACES PROJECT EQUIP EQUIPMENT RCP REF REFLECTED CEILING PLAN REFERENCE Ism ,, redgee: By. — FIRE PROTECTION FULLY SPRINKLERED ADA VAN SPACES PROVIDED 2 SPACES (SURFACE SPOTS) - s1s 99 VICINITY EXT EXTERIOR EX, EXIST EXISTING REIN REINFORCING Date: cnv or rux418 BUILDING 3 -HOSTLER SHACK MODULAR BUILDING -USE AND OCCUPANCY ADMIN AREAS B -BUSINESS 18 VASHON a T KwILA RM ROOM FD FLOOR DRAIN BUILDING DIVISION ISLAND Z _FINISHED d FLOORSCHED SECT SCHEDULE SECTION BUILDING AREA PERMIT 3RP�hAE��IOCR�'. o DES Ial 167 OWES FG FINISHED GRADE FUR FLOOR SF SILT FENCE NUMBER OF STORIES ISTO375 1 STORY [� � ® KEN a MAPLE VALLEY FP FIRE PROTECTION FTG FOOTING SHT SIB SIM SHEET SOUTH INTERIM BASE SIMILAR CONSTRUCTION TYPE L� Electrfc®I V-B r� plying THIS PERMIT IS LIMITED TO �o FT FOOTTEET SLR SEALER FIRE PROTECTION NON-SPRINKLERED Gas Piping CONSTRUCTION OF BLDG 3 p 2ys GALV GALVANIZED ST SOUND TRANSIT PLANNING APPROVED City of Tukwila DIVISION BUILDING DDIVISI �40 169 GWB GYPSUM WALL BOARD STD STANDARD STL STEEL NO Changes can be made these AUBURN la H HIGH HM HOLLOW METAL TO TOP OF -to plans without approval from the q DIAL OND 5 HORIZ HORIZONTAL HR HOUR TYP TYPICAL Planning Division of DCD South Base Expansion Development P "ect HT HEIGHT UTIL UTILITY � t ALGONA HVF HIGH VISIBILITY FENCE VERT VERTICAL Approved B me pp y Date: CO-Iq-t12400 E. ®� TACOMA PACIFIC INSUL INSULATION W WESTAMDE 0• _ KING co. INT INTERIOR W/ WITH RECEIVED PIERCE CO. IN INCH WD WOOD SET 16015th Avenue, suite 1600 DESIGNED: APPROVED: METRO TRANSIT DIVISION JUN 14 2019 DATE: 17 MAY 2019 PERMIT loos REGISTERED ARCHITECTlqpff M. MARCEL BODSKY STATE OF WASHINGTON Seattle, WA98101 206.622.6BZ2 ff k www.p.com �! TETRA TECH www.tetratech.com 1420 Fifth Avenue, Suite 600 Seattle, Washington 98101 Y DCRIPPEN King County Department of Transportation SOUTH BASE HOSTLER SHACK PERMIT I":CEIdTE COVER SHEET DRAWN: pppy,M; TLARSON CHECKED BY LERNST PROJECT NO: 1129642 DRAWING No: G0.00 CHECKEDBY CONTRACTNO: SHEET NO: OF No. REVISION BY APP'D DATE Phone: 206E83-9300 Fax: 206-883-9301 P ENG C0130OC18 rummUrelPirsm SHEET DRAWING# DESCRIPTION SHEET DRAWING# DESCRIPTION GENERAL G0.00 COVER SHEET G0.01 DRAWING INDEX G0.02 CONSTRUCTION PHASING PLAN G0.03 CODE EVALUATION G0.04 EGRESS PATH / EXIT LAYOUT PLAN G0.05 FIRE ACCESS SITE PLAN G0.06 FIRE ACCESS DETAIL CIVIL - CIVIL WORK SUBMITTED TO CITY 511/19 - REFER TO PERMIT NUMBER #PW-0047 C0.01 GENERAL SITE LAYOUT PLAN TEC1.01 DEMOLITION AND EROSION AND SEDIMENT CONTROL OVERALL PLAN TEC1.02 DEMOLITION AND EROSION AND SEDIMENT CONTROL PLAN - NW TEC1.03 DEMOLITION AND EROSION AND SEDIMENT CONTROL PLAN - NE TEC1.04 DEMOLITION AND EROSION AND SEDIMENT CONTROL PLAN -SW TEC1.05 DEMOLITION AND EROSION AND SEDIMENT CONTROL PLAN - SE C1.01 EXISTING SITE PLAN C1.02 GRADING OVERALL PLAN C1.03 GRADING PLAN - NW C1.04 GRADING PLAN - NE C1.05 GRADING PLAN - SW C1.06 GRADING PLAN - SE C1.07 OPERATIONS BUILDING GRADING ENLARGEMENT PLAN C1.08 GRADING SECTIONS C1.09 UTILITY OVER PLAN C1.10 UTILITY PLAN - NW C1.11 UTILITY PLAN - NE C1.12 UTILITY PLAN - SW C1.13 UTILITY PLAN - SE C1.14 OPERATIONS BUILDING UTILITY CONNECTIONS ENLARGEMENT PLAN C1.15 VEHICLE MAINTENANCE BUILDING UTILITY CONNECTIONS ENLARGEMENT PLAN C1.16 STORMWATER OVERALL PLAN C1.17 STORMWATER PLAN - NW C1.18 STORMWATER PLAN - NE C1.19 STORMWATER PLAN - SW C1.20 STORMWATER PLAN - SE C1.21 SITE LAYOUT OVERALL PLAN C1.22 SITE LAYOUT PLAN - NW C1.23 SITE LAYOUT PLAN - NE C1.24 SITE LAYOUT PLAN - SW C1.25 SITE LAYOUT PLAN - SE C1.26 CURB RAMP ENLARGEMENT PLAN C1.27 PAVING OVERALL PLAN C1.28 PAVING PLAN -NW C1.29 PAVING PLAN - NE C1.30 PAVING PLAN - SW C1.31 PAVING PLAN - SE C1.32 CHANNELIZATION AND SIGNAGE OVERALL PLAN C1.33 CHANNELIZATION AND SIGNAGE PLAN - NW C1.34 CHANNELIZATION AND SIGNAGE PLAN - NE C1.35 CHANNELIZATION AND SIGNAGE PLAN - SW C2.01 UTILITY PROFILES C2.02 STORM PROFILES C2.03 STORM PROFILES C2.04 STORM PROFILES C2.05 STORM PROFILES C5.01 STANDARD DETAILS EROSION CONTROL C5.02 STANDARD DETAILS EROSION CONTROL C5.03 STANDARD DETAILS WATER -FIRE C5.04 STANDARD DETAILS WATER -FIRE C5.05 STORM DETAILS FILTERA STRUCTURES C5.06 STANDARD DETAILS STORMWATER C5.07 STANDARD DETAILS STORMWATER C5.08 STANDARD DETAILS STORMWATER C5.09 STANDARD DETAILS STORMWATER C5.10 STANDARD DETAILS SANITARY SEWER C5.11 SITE DETAILS C5.12 ROLLING SECURITY GATE C5.13 ROLLING SECURITY GATE DETAILS C5A4 SWING GATE LANDSCAPE - LANDSCAPE WORK SUBMITTED TO CITY 5/1/19 - REFER TO PERMIT #PW-0047 L1.00 PLANTING SCHEDULE, LEGEND, NOTES AND ABBREVIATIONS L1.01 PLANTING PLAN L1.02 PLANTING PLAN L1.03 PLANTING PLAN L1.04 PLANTING PLAN L1.05 PLANTING DETAILS L1.06 TREE INVENTORY AND REPLACEMENT SCHEDULE, NOTES AND CALCULATIONS L1.07 TREE INVENTORY AND REPLACEMENT PLAN L1.08 TREE INVENTORY AND REPLACEMENT PLAN L1.09 TREE INVENTORY AND REPLACEMENT PLAN 1.1.10 TREE INVENTORY AND REPLACEMENT PLAN L1,11 IRRIGATION DETAILS 1.1.12 IRRIGATION DETAILS ARCHITECTURAL OPERATIONS AND VEHICLE MAINTENANCE MODULARS TO BE SUBMITTED SEPARATELY A0.01 ABBREVIATIONS, DRAWING SYMBOLS AND GENERAL NOTES A0.02 AIR BARRIER DIAGRAM ENERGY CODE NOTES 1 A1.01 OPERATIONS BUILDING FLOOR PLAN 1 A1.02 OPERATIONS BUILDING ROOF PLAN 1 A2.01 OPERATIONS BUILDING EXTERIOR ELEVATIONS 1 A2.02 OPERATIONS BUILDING EXTERIOR ELEVATIONS 1 A4.01 OPERATIONS BUILDING ENLARGED PLANS 1 A4.02 OPERATIONS BUILDING ENLARGED PLANS 1 A4.11 OPERATIONS BUILDING INTERIOR ELEVATIONS 1 A4.12 OPERATIONS BUILDING INTERIOR ELEVATIONS 1 A4.13 OPERATIONS BUILDING INTERIOR ELEVATIONS 1 A4.14 OPERATIONS BUILDING INTERIOR ELEVATIONS 1 A6.01 OPERATIONS BUILDING DOOR SCHEDULE 1 A6.02 OPERATIONS BUILDING DOOR FRAME AND WINDOW TYPES 1 A6.03 OPERATIONS BUILDING FINISH SCHEDULE 2 A1.01 VEHICLE MAINTENANCE BUILDING FLOOR PLAN 2 A1.02 VEHICLE MAINTENANCE BUILDING ROOF PLAN 2 A1.03 VEHICLE MAINTENANCE BUILDING REFLECTED CEILING PLAN 2 A1.04 VEHICLE MAINTENANCE BUILDING EQUIPMENT PLAN 2 A2.01 VEHICLE MAINTENANCE BUILDING EXTERIOR ELEVATIONS 2 A2.02 VEHICLE MAINTENANCE BUILDING EXTERIOR ELEVATIONS 2 A2.03 VEHICLE MAINTENANCE BUILDING EXTERIOR ELEVATIONS 2 A3.01 VEHICLE MAINTENANCE BUILDING BUILDING SECTIONS 2 A3.02 VEHICLE MAINTENANCE BUILDING BUILDING SECTIONS 2 A3.03 VEHICLE MAINTENANCE BUILDING WALL SECTIONS 2 A4.01 VEHICLE MAINTENANCE BUILDING ENLARGED FLOOR PLAN 2 A4.02 VEHICLE MAINTENANCE BUILDING ENLARGED FLOOR PLAN 2 A4.03 VEHICLE MAINTENANCE BUILDING ENLARGED FLOOR PLAN 2 A4.11 VEHICLE MAINTENANCE BUILDING INTERIOR ELEVATIONS 2 A4.12 VEHICLE MAINTENANCE BUILDING INTERIOR ELEVATIONS 2 A4.13 VEHICLE MAINTENANCE BUILDING INTERIOR ELEVATIONS 2 A4.14 VEHICLE MAINTENANCE BUILDING INTERIOR ELEVATIONS 2 A5.01 INTERIOR DETAILS 2 A5.02 INTERIOR DETAILS 2 A5.03 DETAILS 2 A5.04 EXTERIOR RAMP/STAIRWAYMALKWAY DETAILS 2 A5.05 EXTERIOR OPENING DETAILS 2 A5.06 EXTERIOR OPENING DETAILS 2 A6.01 VEHICLE MAINTENANCE BUILDING DOOR SCHEDULE 2 A6.02 VEHICLE MAINTENANCE BUILDING MODULAR DOOR SCHEDULE 2 A6.03 VEHICLE MAINTENANCE BUILDING FINISH SCHEDULE 2 A6.04 VEHICLE MAINTENANCE BUILDING MODULAR FINISH SCHEDULE 2 A6.05 VEHICLE MAINTENANCE BUILDING PARTITION TYPES 2 A6.06 VEHICLE MAINTENANCE BUILDING SIGNAGE DETAILS 3 A1.01 HOSTLER SHACK FLOOR PLAN AND EXTERIOR ELEVATIONS 4 A1.01 EXISTING GARAGE LEVEL 1 4 A2.01 EXISTING GARAGE EXTERIOR NORTH ELEVATION 4 A202 EXISTING GARAGE EXTERIOR SOUTH ELEVATION 4 A2.03 GARAGE & RAMP/STAIR EXTERIOR ELEVATIONS 4 A4.01 ELECTRICAL & MDF ROOMS PLANS AND SCHEDULES 4 A5.01 GARAGE ELECTRICAL ROOM PARTIAL ELEVATIONS & DETAILS STRUCTURAL S0.01 STRUCTURAL NOTES S0.02 STRUCTURAL NOTES S0.03 STRUCTURAL ABBREVIATIONS AND SYMBOLS S0.04 STATEMENT OF SPECIAL INSPECTIONS S0.05 STATEMENT OF SPECIAL INSPECTIONS 2 S1.01* VEHICLE MAINTENANCE BUILDING FOUNDATION PLAN 2 S1.02 VEHICLE MAINTENANCE BUILDING ROOF FRAMING PLAN 2 S1.03 VEHICLE MAINTENANCE SLAB -ON -GRADE CONTROL JOINT PLAN 4 S1.01 GARAGE FOUNDATION PLAN -ADDITIONAL INFORMATION PROVIDED; APPROVED UNDER PERMITS D18-0259 & PW19-0047 S5.01 * TYPICAL CONCRETE DETAILS S5.02 TYPICAL CONCRETE DETAILS S5.03 CONCRETE DETAILS S5.04 CONCRETE DETAILS S5.05 CONCRETE DETAILS S5.06 DETAILS S5.07 DETAILS S6.01 SITE DETAILS S6.02 SITE DETAILS SUBMITTED/APPROVED UNDER PW19-0047 *SHEET S1.01 SUBMITTED/APPROVED UNDER D18-00259 SHEET S5.01 SUBMITTED/APPROVED UNDER D18-00259 & PW19.0047 SHEET DRAWING# DESCRIPTION MECHANICAL - TO BE SUBMITTED AT TIME OF MECHANICAL PERMIT APPLICATION 2 M0.01 MECHANICAL LEGEND, ABBREVIATIONS AND GENERAL NOTES 2 M1.01 MECHANICAL SITE UTILITY PLAN 2 M1.02 VM BUILDING OVERALL HVAC PLAN 2 M1.03 VM BUILDING PARTIAL UNDERFLOOR HVAC PLAN 2 M1.04 VM BUILDING PARTIAL HVAC PLAN 2 M1.05 VM BUILDING PARTIAL HVAC PLAN 2 M1.06 VM BUILDING OVERALL PIPING PLAN 2 M1.07 VM BUILDING PARTIAL PIPING PLAN 2 M1.08 VM BUILDING PARTIAL PIPING PLAN 2 M1.09 VM BUILDING OVERALL PLUMBING PLAN 2 M1.10 VM BUILDING PARTIAL UNDERFLOOR PLUMBING PLAN 2 MIA 1 VM BUILDING PARTIAL UNDERFLOOR PLUMBING PLAN 2 M1.12 VM BUILDING PARTIAL PLUMBING PLAN 2 M1.13 VM BUILDING PARTIAL PLUMBING PLAN 2 M1.14 VM BUILDING OVERALL MECHANICAL ROOF PLAN 2 M1.16 VM BUILDING UNDER FLOOR PLUMBING PLAN 2 M3.01 VM BUILDING SECTIONS 2 M3.02 VM BUILDING SECTIONS 2 M3.03 VM BUILDING SECTIONS 2 M4.01 VM BUILDING ENLARGED PLANS 2 M5.01 MECHANICAL DIAGRAMS AND DETAILS 2 M5.02 MECHANICAL DETAILS 2 M5.03 MECHANICAL DETAILS 2 M5.04 MECHANICAL DETAILS 2 M5.05 MECHANICAL DETAILS 2 M5.06 MECHANICAL SEQUENCE OF OPERATION 2 M5.07 MECHANICAL POINTS LIST 2 M6.01 MECHANICAL SCHEDULES AND GENERAL NOTES 2 M6.02 MECHANICAL SCHEDULES AND GENERAL NOTES 2 M6.03 MECHANICAL SCHEDULES AND GENERAL NOTES 2 M6.04 MECHANICAL SCHEDULES AND GENERAL NOTES 2 M6.05 MECHANICAL SCHEDULES AND GENERAL NOTES 2 M6.06 MECHANICAL SCHEDULES AND GENERAL NOTES 4 M1.01 OVERALL MECHANICAL PLAN 4 M4.01 ENLARGED MECHANICAL PLANS 4 M4.02 ENLARGED MECHANICAL PLANS 4 M6.01 MECHANICAL SCHEDULES 4 M6.02 MECHANICAL SCHEDULES 1 M0.02 MECHANICAL SCHEDULES AND GENERAL NOTES 1 M1.02 OPERATIONS BUILDING OVERALL UNDERLFOOR PLUMBING PLAN 1 M1.05 MECHANICAL DETAILS 1 M1.15 OPERATIONS BUILDING OVERALL MECHANICAL PLAN FIRE PROTECTION MODULARS TO BE SUBMITTED SEPARATELY PEMB PORTIONS APPROVED AND UNCHANGED UNDER D19.0025; -SITE PORTIONS APPROVED PW19-0047 1 FP0.01 FIRE PROTECTION ABBREVIATIONS AND GENERAL NOTES 1 FP0.02 FIRE PROTECTION SPECIFICATION SECTION 2105 00 1 FP0.03 FIRE PROTECTION SPECIFICATION SECTION 2105 00 1 FP0.04 FIRE PROTECTION SPECIFICATION SECTION 2110 00 1 FP0.05 FIRE PROTECTION SPECIFICATION SECTION 2110 00 1 FP0.06 FIRE PROTECTION SPECIFICATION SECTION 2110 00 1 FP1.01 FIRE PROTECTION SITE UTILITY PLAN 1 FP1.02 OPERATIONS BUILDING FIRE PROTECTION PLAN 1 FP1.03 OVERALL FIRE PROTECTION PLAN BELOW STRUCTURE 1 FP4.01 ENLARGED FIRE PROTECTION PLAN 1 FP5.01 FIRE PROTECTION DETAILS 1 FP5.02 FIRE PROTECTION DETAILS 2 FP0.01 FIRE PROTECTION ABBREVIATIONS AND GENERAL NOTES 2 FP1.01 VM BUILDING FIRE PROTECTION SITE UTILITY PLAN 2 FP1.02 VM BUILDING OVERALL FIRE PROTECTION PLAN 2 FPL03 FIRE PROTECTION SITE UTILITY PLAN . 2 FP1.04 VM TRAILERS OVERALL FIRE PROTECTION PLAN 2 FP1.05 OVERALL FIRE PROTECTION PLAN BELOW STRUCTURE 2 FP4.01 FIRE PROTECTION ENLARGED PLAN 2 FP5.01 FIRE PROTECTION DETAILS FPD4.01 ENLARGED FIRE PROTECTION PLAN DEMOLITION FP1.01 OVERALL FIRE PROTECTION PLAN FP4.01 ENLARGED FIRE PROTECTION PLAN FP6.01 FIRE PROTECTION DETAILS 4 FP1.01 OVERALL FIRE PROTECTION PLAN 4 FP4.01 ENLARGED FIRE PROTECTION PLAN SHEET DRAWING# DESCRIPTION ELECTRICAL - TO BE SUBMITTED AT TIME OF ELECTRICAL PERMIT APPLICATION E0.01 LEGEND REFER TOPERMIT #PW0047 E1.01 ELECTRICAL SITE PLAN REFER TO PERMIT #PW0047 E1.03 COMMUNICATIONS SITE PLAN 1 E1.01 OPERATIONS BUILDING POWER PLAN 1 E1.03 OPERATIONS BUILDING LTG AND GND PLAN 1 E1.05 OPERATIONS BUILDING COMM AND PA PLAN 2 E1.01, VEHICLE MAINTENANCE BUILDING POWER PLAN EAST 2 E1.02 VEHICLE MAINTENANCE BUILDING POWER PLAN WEST 2 E1.03 VEHICLE MAINTENANCE BUILDING POWER PLAN ADMIN 2 E1.05 VEHICLE MAINTENANCE BUILDING MECHANICAL POWER PLAN EAST 2 E1.06 VEHICLE MAINTENANCE BUILDING MECHANICAL POWER PLAN WEST 2 E1.07 VEHICLE MAINTENANCE BUILDING MECHANICAL POWER PLAN ADMIN 2 E1.08 VEHICLE MAINTENANCE BUILDING LTG AND GND PLAN EAST 2 E1.09 VEHICLE MAINTENANCE BUILDING LTG AND GND PLAN WEST 2 E1.10 VEHICLE MAINTENANCE BUILDING LTG AND GND PLAN ADMIN 2 E1.12 VEHICLE MAINTENANCE BUILDING COMM AND PA PLAN EAST 2 E1.13 VEHICLE MAINTENANCE BUILDING COMM AND PA PLAN WEST 2 E1.14 VEHICLE MAINTENANCE BUILDING COMM AND PA PLAN ADMIN 2 E1.16 VEHICLE MAINTENANCE BUILDING FIRE ALARM PLAN EAST 2 E1.17 VEHICLE MAINTENANCE BUILDING FIRE ALARM PLAN WEST 2 E1.18 VEHICLE MAINTENANCE BUILDING FIRE ALARM PLAN ADMIN 2 E3.01 VEHICLE MAINTENANCE BUILDING INSPECTION PIT SECTION 3 E1.01 HOSTLER SHACK PWR, LTG, GND, COMM AND F/A PLAN E4.01 ELECTRICAL SITE LIGHT POLE ENLARGED PLAN REFER TO PERMIT #PW0047 E5.01' "ELECTRICAL DETAILS E5.02 ELECTRICAL DETAILS E5.03 ELECTRICAL DETAILS E5.04 ELECTRICAL DETAILS E5.05 ELECTRICAL DETAILS E5.06 ELECTRICAL DETAILS E5.07 ELECTRICAL DETAILS E6.00 ELECTRICAL SCHEDULE E6.01A ELECTRICAL SCHEDULE E6.01B ELECTRICAL SCHEDULE E6.02 ELECTRICAL SCHEDULE E6.03 ELECTRICAL SCHEDULE E6.04 ELECTRICAL SCHEDULE E6.05 ELECTRICAL SCHEDULE E6.06 ELECTRICAL SCHEDULE E6.07 ELECTRICAL SCHEDULE E6.08 ELECTRICAL SCHEDULE E6.09 ELECTRICAL SCHEDULE E6.10 ELECTRICAL SCHEDULE E6.11 ELECTRICAL SCHEDULE E6.12 ONELINE E6.13 OPERATIONS BUILDING ONELINE E6.14 VEHICLE MAINTENANCE BUILDING ONELINE E6.15 OPERATIONS BUILDING ONELINE MODULAR E6.16 PA RISER DIAGRAM E6.19 PA RISER MODULAR DIAGRAM E6.20 FIRE ALARM RISER DIAGRAM E6.21 LIGHTING CONTROL DIAGRAM SHEET DRAWING# DESCRIPTION OPERATIONS BLDG MODULAR SHOP DRAWINGS - MODERN BUILDING SYSTEMS A 0.0 COVER SHEET A 0.1 SITE LAYOUT A 0.2 FIRE & LIFE SAFETY PLAN A 1.0 FLOOR PLAN A 1.0.1 FLOOR PLAN (BLDG 1.1) A 1.0.2 FLOOR PLAN (BLDG 11) A 1.0.3 FLOOR & CEILING PLANS (BLDG 1.3) A 1.1.1 CEILING PLAN (BLDG 1.1) A 1.1.2 CEILING PLAN (BLDG 1.2) A 2.0 EXTERIOR ELEVATIONS (BLDG 1.1) A 2.1 EXTERIOR ELEVATIONS (BLDG 1.2) A 2.2 EXTERIOR ELEVATIONS (BLDG 1.3) A 3.0 FINISH NOTES & SCHEDULES A 3A DOOR HARDWARE SCHEDULES A 4.0 INTERIOR ELEVATIONS A 4.1 INTERIOR ELEVATIONS A 5.0 DETAILS S 1.0 FOUNDATION PLAN S 1.0.1 FOUNDATION PLAN (BLDGS 1.1 & 1.3) S 1.0.2 FOUNDATION PLAN (SLOGS 1.2) S 1.1 FOUNDATION DETAILS S 3.0 BUILDING SECTIONS S 3.1 BUILDING SECTIONS SHEET DRAWING# DESCRIPTION OPERATIONS BLDG MODULAR SHOP DRAWINGS , CONTINUED FROM PREVIOUS COLUMN S 4.0 DETAILS E 1.01 ELEC. & LIGHTING PLANS (BLOG1.1) E 1.02 ELEC. & LIGHTING PLANS (BLDG 1.2) E 1.03 ELEC. & LIGHTING PLAN (BLDG 1.3) E 3.01 ELECTRICAL PANELS (BLDG 1.1) E 3.02 ELECTRICAL PANELS (BLDG 1.2) E 3.04 ELECTRICAL PANELS & NOTES M 1.01 HVAC PLAN (BLDG 1.1) M 1.02 HVAC PLAN (BLDG 1.2) M 1.03 HVAC PLAN (BLDG 1.3) P 1.0 PLUMBING PLAN & NOTES P 2.01 PLUMB. SCHEMATICS (BLDG 1.1 & 1.3) P 2.02 PLUMB. SCHEMATICS (BLDG 1,2) SHEET DRAWING# DESCRIPTION MAINTENANCE BLDG MODULAR SHOP DRAWINGS- MODERN BUILDING SYSTEMS A0.0 COVERSHEET A 0.1 SITE LAYOUT A 0.2 FIRE & LIFE SAFETY PLAN A 1.0 FLOOR PLAN A 1.0.1 FLOOR PLAN & CEILING PLANS (BLDG 2.1) A 1.0.2 FLOOR PLAN & CEILING PLANS (BLDG 2.2) A 2.0 EXTERIOR ELEVATIONS (BLDG 2.1) A 2.1 EXTERIOR ELEVATIONS (BLDG 2.2) A 3.0 FINISH NOTES & SCHEDULES A 3.1 DOOR HARDWARE SCHEDULES A 4.0 INTERIOR ELEVATIONS A5.0 DETAILS S 1.0 FOUNDATION PLAN S 1.1 FOUNDATION DETAILS S 3.0 BUILDING SECTIONS S 3A BUILDING SECTIONS S 4.0 DETAILS E 1.0.1 ELEC & LIGHTING PLAN PLANS (BLDG 2.1) E 1.0.2 ELEC & LIGHTING PLAN PLANS (BLDG 2.2) E 3.0.1 ELECTRICAL PANELS (BLDG 2.1) E 3.0.2 ELECTRICAL PANELS (BLDG 2.2) E 3.0.3 ELECTRICAL PANELS & NOTES M 1.0.1 HVAC PLAN (BLDG 2.1) M 1.0.2 HVAC PLAN (BLDG 1.2) M 1.0.3 HVAC PLAN (BLDG 2.2) P 1.0 PLUMBING PLAN & NOTES P 2.0 PLUMBING SCHEMATICS (BLDG 2.1 & 2.2) SHEET DRAWING# DESCRIPTION HOSTLER SHACK SHOP DRAWINGS- MODERN BUILDING SYSTEMS A 0.0 COVER SHEET A 0.1 GENERAL NOTES A 0.2 ENERGY CODE NOTES A 0.3 SYMBOLS & ABBREVIATIONS A0.4 SITE LAYOUT A 1.0 FLOOR PLAN ED FOR A 1.1 REFLECTED CEILING PLAN COMPLIANCE A 3.1 A3.2 FINISH NOTES SCHEDULES OVED A 3.3 DATA SCHEDULES A 5.0 DETAILS 5 2019 FBUILDING S 1.0 FOUNDATION PLAN S1.1 FOUNDATION NOTES & DETAILukwila S1.2 FOUNDATION DETAILS DIVISION S3.0 BUILDING SECTIONS S 4.0 DETAILS S 4.1 DETAILS 84.2 DETAILS E 0.1 ELECTRICAL NOTES E 1.0 ELECTRICAL PLAN E 2.0 LIGHTING PLAN RECEIVED E 3.0 ELEC. PANELS & LOAD CALCS CITY OF TUKWILA M 0.1 HVAC NOTES & SCHEDULES M 1.0 HVAC PLAN JUN 14 2019 PERMIT CENTER Am r 12400 Marginal i, ,.i DESIGNED: APPROVED: 16D15thAvenue,Sultel6DD METRO TRANSIT DIVISION DATE: PERMIT SET MB Seattle, WA 98101 0 p 17 MAY 2019 REGISTERED DRAWN: loos 206.622.5822 DCRIPPEN SOUTHBASE fi,y ARCHITECT lcpff www.kpff.com l��j('-' HOSTLER SHACK ' TLARSON L41 TETRACHECKED BY PROJECT NO: Kin COU my DRAWING INDEX DRAWING NO: M. l 0' W BoosKY 1129642 - .L \L..LS-L-AT-E--O-F'WA$SODSK www.tetratech.H LERNST Department Of - GO.O I 1420 Rtth Avenue, Suite 600 CHECKEDBY CONTRACT NO: Trans OrtatlOn SHEETNO: OF No. REVISION BY APP'D DATE Seattle, Washington 98101 p Phone: 206-883-9300 Fax: 206-883-9301 P ENG C0130OC18 1--do, / CODE EVALUATION BUILDING 1 BUILDING 2 BUILDING 3 BUILDING 4 FIRE PROTECTION (UNDER SEPARATE PERMIT) (PRE-ENGINEERED METAL BUILDING PORTION UNDER SEPARATE PERMIT) (THIS PERMIT) (UNDER SEPARATE PERMIT) 1.1 Code Evaluation - Ops Building 1.2 Code Evaluation - Vehicle Maintenance Building 1.3 Code Evaluation - Hostler Building 1.4 Code Evaluation - Parking Garage 1.1.1 Applicable Codes 1.2.1 Applicable Codes 1.3.1 Applicable Codes 1.4.1 Applicable Codes International Building Code 2015 Edition as amended by Washington State Building Code International Building Code 2015 Edition as amended by Washington State Building Code International Building Code 2015 Edition as amended by Washington State Building Code International Building Code 2015 Edition as amended by Washington State Building Code 1.1.2 1.2.2 1.3.2 1.4.2 Use and occupancy Use and occupancy Use and occupancy Administrative areas: B - Business (IBC 304.1) Administrative areas: B - Business (IBC 304.1) Administrative area: B - Business (IBC 304.1) Use and occu anc P Y Lounge Areas: A2 -Assembly (IBC 303.3) Vehicle Maintenance: Sl -Motor Vehicle Repair Garage (IBC 303.3) Storage area: S 1 -Stomge Parking Garage: Storage use group S-1 moderate hazard (IBC 311.2) (pending verification of limitations on quantities of Type of construction (IBC 602.2, table 601) materials in compliance with table 307.1) Type of construction (IBC 602.2, table 601) T C Type of construction (� 602.2, table 601 ) Type V-B, combustible, unprotected, sproddered Type of construction (IBC 602.2, table 601) Type V-B, combustible, unprotected, un-sprinklered Type II-B, noncombustible, unprotected, s P nnklered Fire resistive requirements (IBC Table 60 1) Type V-B, combustible, unprotected, sprinklered Fire resistive requirements (IBC Table 601) Structural frame 0 hour rating Fire resistive requirements (IBC Table 601) Structural frame 0 hour rating Fire resistive requirements (IBC Table 601) Interior bearing walls 0 hour rating Structural frame 0 hour rating bearing walls 0 hour rating Interior bearing walls 0 hour rating Nonbearing interior walls 0 hour rating Structural frame 0 hour rating Interior bearing walls 0 hors rating Nonbearing interior walls 0 hour ratingInterior Floors & secondary members 0 hour rating Nonbearing interior walls 0 hour rating Floors & secondary members 0 hour rating Nonbearing interior walls 0 hour rating Roofs & secondary members 0 hour rating Floors & secondary members 0 hour rating Roofs & secondary members 0 hour rating Floors & secondary members 0 hour rating Exterior bearing walls (Table 602) 1 hour rating X < 10' from shared property line Roofs & secondary members 0 hour rating FIRE ALARM Exterior bearing walls (Table 602) 1 hour rating X < 10' from shared property line Roofs & secondary members 0 hour rating 0 hour rating 10' <X Exterior bearing walls (Table 602) 2 hour rating X < 5' from shared property line 0 hour rating 10' < X Exterior bearing walls (Table 602) 1 hour rating X < 10' from shared property line I hour rating 5'< X < 10' 0 hour rating 10' < X Opening Limitation (IBC Table 705.8) Unprotected, Sprinklered Building 0 hour mting 10' <X Opening Limitation DEC Table 705.8) Unprotected, Sprinklered Building 0 % opening X < 3' from shared property line ALL FACILITIES SHALL BE EQUIPPED WITH A FIRE ALARM SYSTEM 0%o opening X <3' from shared roe line F g property T1Y Opening Limitation C Table 705.8 Unprotected, Sprinklered Building P g (IBC ) P P g 15% opening 3'<X <5' Opening Limitation (IBC Table 705.8) Unprotected, Sprinklered Building COMPLYING WITH THE REQUIREMENTS OF NFPA 72, NATIONAL FIRE ALARM 15% opening 3'< X < 5' 0% opening X < 3' from shared property line 25 % oP enin 5'< X < 10' g 0°0 opening X < 3' from shared property line IS %opening 3'<X <5' & SIGNALING CODE. CONTRACTOR SHALL SUBMIT ALARM SYSTEM DESIGN 25%opening Ya X < 10' 45%opening -10'<X < 15' IS% opening 3'< X < 5' 25%opening 5'<X < 10' 45 %opening 10'< X < 15, 75% opening 15'<X <20' 25%opening 5'<X < 10' DOCUMENTS TO THE FiRE MARSHAL FOR REVIEW AND APPROVAL. 75% opening 15'<X<20' 45%opening 10'<X<15' Unlimited 20'<X 45%opening 10'<X<15' Unlimited 20' < X 75% opening 15'< X < 20' Hostler Building has no shared property lines within 20 ft of building; therefor there is no 75% opening 15'< X < 20' Ops Building is assumed to have openings between 15% and 25 % on west wall facing Unlimited 20' < X limit on amount of openings. Unlimited 20' <X Garage. Therefore, the assumed property line between the Garage and the Ops Building Vehicle Maintenance Building has no shared property lines within 20 ft of building; Existing Garage has openings between 25% and 45% on east wall facing Ops Building. 2015 WA ENERGY CODE COMPLIANCE must be at least 10' from west wall of the Ops Building. therefore there is no limit on amount of openings. Height and area ]imitations Therefore, the assumed property line between the garage and the Ops Building must be at least 15' from east wall of garage. Height and area limitations Height and area limitations Allowable height & stories Allowed Number of stories: 2 stories, (IBC tables 504.4) Height and area limitations MODULAR OFFICE BUILDINGS: BUILDINGS 1,3 & PARTS OF BUILDING 2 Allowable height & stories Allowable height & stories Provided Number of stories: I Allowed Number of stories: 2 stories, (IBC tables 504.4) Allowed Number of stories: 2 stories, (IBC tables 504.4) Allowable height & stories Provided Number of stories: I Provided Number of stories: 1 Allowed Maximum height of structure: 60 ft (IBC Table 504.3) Allowed Number of stories: 3 stories, (BBC tables 504.4) INSUL VALUES: REQUIRED WALLS: R21 I01 Allowed Maximum height of structure: 60 ft (IBC Table 504.3) Allowed Maximum height of structure: 60 ft (IBC Table 504.3) Provided height of structure: lift Provided Number of stories: 3 Provided height of structure: 12 ft Provided height of structure: 33'-6" ft Allowable floor areas (without frontage increase, IBC Table 506.2) Allowed Maximum height of structure: 75 ft IBC Table 504.3 8h ( ) OR Allowable floor areas (without frontage increase, IBC Table 506.2) Either B or S I: 9,000 sf INS - Un-Sprinklered, Single -Floor) Provided height of structure: 26 ft (40 ft at elevator shaft) BUILDING Allowable floor areas (without frontage increase, IBC Table 506.2) - Either B 34,810 sf (SM - Sprinklered, Single -Floor) Actual area: 375 sf AZ sf (SM - Sprinklered, Single Floor) B ild Modular Building -Type B: 4,810 sf Allowable floor areas without frontage increase, IBC Table 506.2 ( g } PERFORMANCE area: 10,380 Actual area: 10,380 sf Actual Pre -Engineered Metal Building - Type Sl: 21. 110 sf Occupancy separations (IBC 508.3} Storage use group S-I : 70,000 sf per floor (SM - Sprinklered, Multi -Floor) Actual area: 26,420 sf Building is being viewed as Non -Separated mixed occupancy structure. The area, height Actual area: 67,000 sf per floor and story limitations above are based on the most restrictive occupancy in accordance ROOF: R-38cl (ABOVE DECK) with IBC 508.3.2. The height and area limitations of B and S occupancies are the same. OR BUILDING PERFORMANCE FLOOR: R-30 Occupancy separations (IBC 508.3) Occupancy separations (IBC 508.3) Occupancy separations (IBC 508.3) OR Building is being viewed as Non -Separated mixed occupancy structure. Building is being viewed as Non -Separated mixed occupancy structure. The area, height Protection from hazards (IBC table 509) N/A BUILDING The area, height and story limitations above are based on the most restrictive occupancy, and story limitations above are based on the most restrictive occupancy in accordance Mechanical/electrical rooms: N/A PERFORMANCE the A2 occupancy, in accordance with IBC 508.3.2 with IBC 508.3.2. The height and area limitations of B and S occupancies are the same. Protection from hazards (IBC table 509) Corridors Mechanicallelectrical rooms: automatic sprinkler protection provided. Protection from hazards (IBC table 509) Protection from hazards (IBC table 509) NIA OPAQUE DOORS: U=0.37 Mechanical/electrwal rooms: automatic sprinkler protection provided Mechanical/electrical rooms: automatic sprinkler protection provided. Corridors Automatic sprinklers and other extinguishing equipment NIA Corridors Corridors None required or provided. AIR BARRIER TESTING: No fire resistance required for corridors in B and A occupancies protected by sprinkler No fire resistance required for corridors in B and S occupancies protected by sprinkler Automatic sprinklers and other extinguishing equipment REVIEWED FOR REQUIRED PER WA STATE ENERGY CODE system (IBC Table 1020, 1) system (IBC Table 1020.1) Occupant loads Load Factor - Office areas: i/100 sf (IBC Table 1004. 12) Automatic wet & dry pipe sprinkler system provided. CODE COMPLIANCE CH. C402 SECTION C402.5 AIR LEAKAGE Automatic sprinklers and other extinguishing equipment Automatic sprinklers and other extinguishing equipment 225 sf / floor Occupant loads APPROVED Automatic wet & dry pipe sprinkler system provided. Automatic wet & dry pipe sprinkler system provided. Occupant Load: 3 Occupant Load Factor: 1/200 sf (IBC Table 1004.1.2) -. 67,000 sf / floor •i JUL 5 2�i9 Occupant loads Occupant loads Load Factor - Storage/Mech: 1/300 sf (IBC Table 1004.1.2) Occupant Load: 335 / floor Load Factor - B Occupancy: 1/100 sf (IBC Table 1004.1.2) - Business Load Factor - B Occupancy: 1/100 sf (IBC Table 1004.1.2) - Business 4,810 sf / floor ISO sf / floor Occupant Load: 1 Means of egress PEMB - PRE-ENGINEERED METAL BUILDING - PERMITTED SEPARATELY 9,100 s£/ floor Occupant Load: 91 Occupant Load: 49 Egress stairway capacity (IBC 1005.3.1)) City of Tukwila Total Occupant Load: 4 0.2 inches/ occupant BUILDING DIVISION INSUL VALUES: REQUIRED Load Factor - A2 Occupancy: 1/15 sf (IBC Table 1004.1.2) - Assembly Load Factor - Maintenance Bays: 1/100 sf (IBC Table 1004.1.2) - Industrial Required Total stair width: 67" (.2x335) 1,280 sf / floor 15,150 sf / floor Means of egress Provided Total stair width 132" (3 stairs at 44" width per stair) WALLS -METAL BUILDING: R-19 Cl -INSULATION Occupant Load: 85 Occupant Load: 152 Egress stairway capacity NIA Number of means of egress COMPONENT Total Occupant Load: 176 Load Factor - Storage/Mech: 1/300 sf (IBC Table 1004.1.2) - Accessory Storage Number of means of egress Required Number of exits: 2 (IBC 1006.2.1) OR 6,460 sf / floor Required Number of exits: 1 (IBC 1006.2.1) Provided Number of exits: 3 exits - Means of egress Occupant Load: 22 Only 1 exit required if common path of travel does BUILDING Egress stairway capacity (IBC 1005.3.1)) not exceed value in Table 1006.2.1 (100' with Common path of travel - PERFORMANCE 0,2 inches I occupant Total Occupant Load: 223 occupant load below 30) Allowed Common Path of Travel: 100 ft (S-I occupancy per Table 1006.2.1) Required width: 35.2" (.2 x 176) Provided Number of exits: 1 Provided Common Path of Travel: 0 ft (open garage has no common path of travel) Provided width 288.0" (2 doors @ 6'wide/4 doors @ 3'wide) Means of egress ROOF - METAL BUILDING R-25+R-11 LS - Egress stairway capacity (BBC 1005.3.1)) Common path of travel Length of travel distance INSULATION Number of means of egress 0.2 inches / occupant Allowed Common Path of Travel: 100 ft (Si occupancy per Table 1006.2.1) Allowed Max. Travel Distance: 250 ft (IBC Table 1017.2) - COMPONENT Required Number of exits: 2 exits (IBC 1006.2.1) Required Total stair width: 44.6" (.2 x 223) 100 ft (B occupancy per Table 1006.2.1) S-1 occupancy - sprinklered building) Provided Number of exits: 6 exits (2 from each sub -space) Provided Total stair width 432" (1 door @ 6'wide/10 doors @ 3'wide) Provided Common Path of Travel: 22 ft (occurs in Storage and Administration) Provided Max. Travel Distance: 200 It (maximum distance between exits is 400 ft) OR RECEIVED Common path of travel Number of means of egress Length of travel distance BUILDING CITY OF TUKWILA - Allowed Common Path of Travel: 75 ft (A2 occupancy per Table 1006.2.1) Required Number of exits: 2 (IBC 1006.2.1) Allowed Max. Travel Distance: 200 ft (Sl occupancy per IBC Table 1017.2) PERFORMANCE 100 ft (B occupancy per. Table 1006.2,1) Provided Number of exits: I I exits (2 minimum from each sub -space) 200 ft (B occupancy per BBC Table 1017,2) JU N 14 2019 Provided Common Path of Travel: 42 ft (occurs in Lounge area) Provided Max. Travel Distance: 22 ft. (occurs in Storage area) OPAQUE DOORS: U=0.37 Common path of travel Length of travel distance - Allowed Common Path of Travel: 100 ft (SI occupancy per Table 1006.2.1) PERMIT CENTER Allowed Max. Travel Distance: 250 ft (A2 occupancy per IBC Table 1017.2) 100 ft (B occupancy per Table 1006.2.1) SLAB PERIMETER R-10 300 ft (B occupancy per IBC Table 1017.2) Provided Common Path of Travel: 36 ft (occurs in Locker Area & Tool Storage) Provided Max. Travel Distance: 90 ft (occurs in Lounge area) Length of travel distance Allowed Max. Travel Distance: 250 ft (S I occupancy per IBC Table 1017.2) 300 ft (B occupancy per IBC Table 1017.2) South Base Expansion Development, Project Provided Max. Travel Distance: 120 ft. (occurs in Service Bays) E. Marginal Way ®' Tukwm 12400 ® la, WA pp PERMIT SET 16015th Avenue, suite 16oD DESIGNED: APPROVED: METRO TRANSIT DIVISION DATE: 17 MAY 2019 7006 REGISTERED \ ' M. MARCEL BODSKY STATE OF WASHINGTON Seattle, WA98101 206.622.5822 www.kpff.comHOSTLER TETRAi W.mw.feitatech.aam TBP DCRIPPEN LIM y� �+� (Vn9 COUffty Department Of SOUTH CODE BASEARCHITECT1CPff SHACK EVALUATION DRAWN: BKT CHECKED BY PROJECTNO: 1129642 DRAWING NO: G0.03 1420 Fifth Avenue,Suite 600 Transportation '�"` ,t CHECKED BY CONTRACT NO: SHEETNO: OF No. REVISION BY APP'D DATE Seattle, Washington 98101 Phone: 206-883.9300 Fax: 206-883-9301 P ENG C01300C18 219'-6" 181'-2" CO 00 F L F No. D PROPOSED - 93'-0" 1 wo 20 L451 0 VEHICLE MLTENANCE 2 Of 10- BUIL)ING I PE AB I -- I i I— I i — LIMI MAX - 250'-0"m. 10'-6" 32'-Z' VEHICLE MAINTENANCE PEMB / MODULAR BLDG FLOOR PLAN SCALE: 1116" = 1'-0" REVISION BY I API"D I DATE L------------ El I El 1�4 11 "I I rl dz'? 77'-O" moos , REGISTERED ARCH ITECT M. MARCEL BODSKYSTATE OF W0.SHINGTON I -. I O NIA F" C Ib t----2LOL- 5 OT -0,, 2 --- PRO OSED 12 '-0" F 7 r- I El J L F, F 72'-O" I OPERATIONS MODULAR BUILDING FLOOR PLAN SCALE: 1/16" = V-0" THIS PERMIT LIMITED TO CONSTRL OF BUILDING 3 - HOSTLER SHACK 1601 5th Avenue, Suite 1600 DESIGNED: ILAI Seattle, WA 98101 M BODSKY 206.622.5822 www.kpff.com DRAWN: TLARSON TETRA TECH CHECKED BY W'vw' tetratech.com LERNST 1420 Fifth Avenue, Suite 600 CHECKED BY Seattle, Washington 98101 Phone: 206-883-9300 Fax 206-883-9301 P ENG REVIEWED FOR CODE COMPLIANCE APPROVED JUL 05 2019 City of Tukwila BUILDING DIVISION APPROVED: D CRIPPEN PROJECT NO;County 1129642 Department of Transportation CONTRACT NO: C0130OC18 101-70.1 1 MAX - 300'-0" PROPOSED 1 V-011 HOSTLER SHACK MODULAR BUILDING FLOOR PLAN SCALE: 1/16" = 1 '-O" -4- 0 8' 16' 32' 48' I REM FE131 SCALE: 1/16"=1'-()" "ES 'ER TO SHEET GO.03 FOR BUILDING CODE EVALUATION 'A. 2. PLAN LEGEND — — — — — — EGRESS PATH RECEIVED -4= EGRESS EXIT CITY OF TUKWILA JUN 14 2019 PERMIT CENTER METRO TRANSIT DIVISION SOUTH BASE HOSTLER SHACK EGRESS PATH / EXIT LAYOUT PLAN 17 MAY 2019 DRAWING NO: GO.04 SHEETNO. OF GENERALNOTES 0 a a ti AB ANCHOR BOLT ACC ACCESSIBLE ACI AMERICAN CONCRETE INSTITUTE ACOUST ACOUSTIC(AL) ACP ACOUSTICAL CEILING PANEL ACT ACOUSTICAL CEILING TILE ADA AMERICANS WITH DISABILITIES ACT ADD ADDITIONALADMIN ADMINISTRATION AFF ABOVE FINISH FLOOR AFG ABOVE FINISH GRADE AIB AIR INFILTRATION BARRIER RISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION ALT ALTERNATE ALUM ALUMINUM ANOD ANODIZE APPROX APPROXIMATE(LY) APVD APPROVED AR AS REQUIRED ARCH ARCHITECTURAL) AVG AVERAGE AW ARCHITECTURAL WOODWORK AWT ACOUSTICAL WALL TREATMENT B BB BASEBOARD BD BOARD BFF BELOW FINISH FLOOR BHMA BUILDER'S HARDWARE MANUFACTURER'S ASSOCIATION BLDG BUILDING BLKG BLOCKING BM BEAM BM BENCH MARK BN BULLNOSE BOF BOTTOM OF FOOTING BOS BOTTOM OF STEEL BOT BOTTOM BP BUILDING PAPER BRIG BEARING BRKT BRACKET BTWN BETWEEN C C CONC CAST CONCRETE CAB CABINET CB CATCH BASIN CD CONSTRUCTION DOCUMENT(S) CEM PLAS CEMENT PLASTER CER CERAMIC CF CONTRACTOR FURNISHED CF/CI CONTRACTOR FURNISHED/ CONTRACTOR INSTALLED CFE CONTRACTOR FURNISHED EQUIPMENT C CG CORNER GUARD CI CAST IRON CI CONTINUOUS INSULATION CIP CAST IN PLACE CJ CONTROL JOINT CL CENTER LINE CLG CEILING CLG DIFF CEILING DIFFUSER CLG HT CEILING HEIGHT CLR CLEAR CMU CONCRETE MASONRY UNIT CNDS CONDENSATE CO CLEANOUT COL COLUMN COMM COMMUNICATIONS CONC CONCRETE CONF CONFERENCE CONST CONSTRUCTION CONT CONTINUOUS COORD COORDINATE CORR CORRIDOR CPT CARPET CPT CARPETTILE CSWK CASEWORK CTR CENTER CL1 FT CUBIC FEET D D DEPTH DBL DOUBLE DEMO DEMOLISH DEPT DEPARTMENT DET DETAIL DIA DIAMETER DIAG DIAGONAL DIM DIMENSION DN DOWN DOC DOCUMENT DR DOOR DS DOWNSPOUT DWG(S) DRAWING(S) E E EAST (E) . EXISTING EA EACH EJ EXPANSION JOINT ELEC ELECTRIC(AL) ELEV ELEVATION ENGR ENGINEER EQ EQUAL EQUIP EQUIPMENT EW EACH WAY EWC ELECTRIC WATER COOLER EXIST EXISTING EXP EXPOSED EXPN EXPANSION EXT EXTERIOR F FD FLOOR DRAIN FDC FIRE DEPT CONNECTION FDTN FOUNDATION FEC FIRE EXTINGUISHER CABINET FF FINISH FLOOR FFE FINISH FLOOR ELEVATION DRAWING SYMBOLS X X XX XX >X �- INTERIOR ELEVATION MARK SHEET NUMBER WHERE INTERIOR X ELEVATION IS DRAWN No. SECTION OR DETAIL MARK X XX.XX SHEET NUMBER WHERE SECTION OR DETAIL IS DRAWN PERMIT SET REVISION F FG FIN FIXT FL FLR FLUOR FM FRMG FIR FRP FT FTG FUR FWC G GA GALV GB GL GLZ GWB GYP H HB HDWR HGT HM HORIZ HT HSS HVAC HW I IBC IN INSUL INT INV IPT J J JAN JST JT K KPL L LAM LAV LBS LF LKR LOC LOCS LS LS LT LVR FINISH GRADE FINISH (ED) FIXTURE FLOOR FLOOR FLUORESCENT FACTORY MUTUAL FRAMING FIRE RATING FIBERGLASS REINFORCED PLASTIC FOOT FOOTING FURRING FABRIC WALLCOVERING GAUGE GALVANIZED GRAB BAR GRID LINE GLAZING GYPSUM WALLBOARD GYPSUM HOSE BIB HARDWARE HEIGHT HOLLOW METAL HORIZONTAL HEIGHT HOLLOW STRUCTURAL SECTION HEATING VENTILATION AND AIR CONDITIONING HARDWARE INTERNATIONAL BUILDING CODE INCH INSULATION INTERIOR INVERT INTERIOR PAINT JUNCTION BOX JANITOR JOIST JOINT KICKPLATE LAMINATE LAVATORY POUNDS LINEAR FOOT (FEET) LOCKER LOCATION LOCATIONS LANDSCAPE LINEAR SYSTEM LIGHT LOUVER M MAT MATERIAL MAX MAXIMUM MB MOISTURE BARRIER MD METAL DECK MECH MECHANICAL MEMB MEMBRANE MFR MANUFACTURER MID MIDDLE MIN MINIMUM MIRR MIRROR MTD MOUNTED MTG MOUNTING MTL METAL N N NORTH NA NOTAPPLICABLE NE NORTH EAST NFPA NATIONAL FIRE PROTECTION ASSOCIATION NIC NOT IN CONTRACT NO NUMBER NTS NOT TO SCALE NW NORTHWEST O OC ON CENTER OCC OCCUPANCY OFCI OWNER FURNISHED CONTRACTOR INSTALLED OFOI OWNER FURNISHED OWNER INSTALLED OPNG OPENING OPP OPPOSITE OTS OPEN TO STRUCTURE OZ OUNCE P P POST PA PUBLIC ADDRESS PAR PARAPET PAT PATTERN PCT PERCENT PEMB PRE-ENGINEERED METAL BUILDING PERF PERFORATED PERIM PERIMETER PL PROPERTY LINE PLAM PLASTIC LAMINATE PLAS PLASTIC PLYWD PLYWOOD PNL PANEL POLYISO POLYISOCYANURATE PREFAB PREFABRICATED PRKG PARKING PT PRESSURE TREATED, PAINT PTO PAINTED PTO PAPER TOWEL DISPENSER PTDR PAPER TOWEL DISPENSER AND RECEPTACLE PTN PARTITION PWR POWER X DETAIL CALLOUT MARK (� XX'XX R SHEET NUMBER WHERE DETAIL IS DRAWN I I Li / v t GRID / COLUMN LINE DESIGNATOR BY I APP'D I DATE 7006 VREGISTERED ARCHITECT M. MARCEL BODSKY STATE OF WASHINGTON Q QTY QUANTITY R R RISER RB RUBBER BASE RCP REFLECTED CEILING PLAN RD ROOF DRAIN REF REFERENCE REFR REFRIGERATOR REQ REQUIRE REQ'D REQUIRED RESIST RESISTANT REV REVISION RH ROBE HOOK RM ROOM RO ROUGH OPENING RR RESTROOM RV ROOF VENT S S SOUTH SB SPLASH BLOCK SC SHOWER CURTAIN SCHED SCHEDULE SCR SHOWER CURTAIN ROD SO SOAP DISPENSER SO SMOKE DETECTOR BE SOUTH EAST SF SQUAREFOOT SF SQUARE FEET SHT SHEET SHT MTL SHEET METAL SIM SIMILAR SLR SEALER SPEC SPECIFICATIONS SQ SQUARE SQ FT SQUARE FOOT (FEET) SQ YD SQUARE YARD SS STAINLESS STEEL STC SOUND TRANSMISSION CLASS STD STANDARD STL STEEL STOR STORAGE STRUCT STRUCTURE(AL) SUSP SUSPENDED SV SHEET VINYL SW SOUTHWEST T T TREAD THK THCKNESS THRU THROUGH TS TUBE STEEL TSCD TOILET SEAT COVER DISPENSER TTDJ TOILET TISSUE DISPENSER (JUMBO) TYP TYPICAL U UL UNDERWRITERS LABORATORIES LINO UNLESS NOTED OTHERWISE UR URINAL 1 REVISION TAG REVISION CLOUD ROOM NAME 101 ROOM TAG \ KEYNOTE 01 WALL TAG 101A DOOR TAG V VB VAPOR BARRIER VCT VINYL COMPOSITION TILE VERT VERTICAL VR VAPOR RETARDER VTR VENT THROUGH ROOF VWC VINYL WALL COVERING W W WEST W/ WITH W/O WITHOUT WC WATER CLOSET WD WOOD WOM WALK OFF MAT WR WASTE RECEPTACLE WRB WEATHER RESISTANT BARRIER WS WATER STOP SYMBOLS & AND @ AT 90" DEGREES W1 WINDOW TAG L1 LOUVER TAG NORTH ARROW 1. THE DRAWINGS INDICATE THE GENERAL EXTENT OF WORK. THE DRAWINGS ARE NOT INTENDED TO INDICATE OR DESCRIBE ALL WORK REQUIRED FOR THE FULL PERFORMANCE AND COMPLETION OF THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. REPETITIVE FEATURES NOT NOTED ON THE DRAWINGS SHALL BE COMPLETELY PROVIDED AS IF DRAWN IN FULL. 2. ROOM AND DOOR NUMBERS SHOWN ON DRAWINGS ARE FOR CONSTRUCTION PURPOSES ONLY. 3. ALL WORK SHALL COMPLY WITH APPLICABLE BUILDING CODES, ORDINANCES AND REGULATORY AGENCIES. 4. BUILDING HEIGHTS AND ELEVATIONS ARE BASED UPON PROJECT FINISH ELEVATION OF O%D" AT THE FIRST FLOOR. REFERENCE CIVIL DRAWINGS FOR FIRST FLOOR ELEVATIONS RELATIVE TO GRADE CONDITIONS. 5. CONFIRM TYPE OF FIRE EXTINGUISHERS WITH THE PROJECT REPRESENTATIVE FOR CONFIRMATION OF FIRE EXTINGUISHER CABINET SIZE AND LAYOUT. COORDINATE FINAL LOCATIONS WITH THE PROJECT REPRESENTATIVE PRIOR TO CONTRACTOR PROVIDED AND INSTALLED FIRE EXTINGUISHER CABINETS. 6. REFER TO DRAWINGS FOR FIRE -RATED WALL LOCATIONS. INSTALL FIRESTOPPING AT PENETRATIONS IN RATED CONSTRUCTION AND AT TOPS OF RATED WALLS. 7. CIVIL, MECHANICAL, PLUMBING, FIRE PROTECTION, ELECTRICAL, AND COMMUNICATIONS INFORMATION ON THE ARCHITECTURAL DRAWINGS IS PROVIDED FOR CLARITY AND / OR LOCATION COORDINATION PURPOSES ONLY, SEE RELEVANT DISCIPLINE DRAWINGS FOR SPECIFIC INFORMATION. 8. DO NOT BEGIN WORK THAT MAY REQUIRE COORDINATION, SUCH AS CEILING INSTALLATION, PRIOR TO FINAL SUBMITTAL OF MECHANICAL AND ELECTRICAL COORDINATION DRAWINGS TO THE PROJECT REPRESENTATIVE NOR PRIOR TO RESOLUTION AND APPROVAL OF COORDINATION ISSUES. PEMB PRE-ENGINEERED METAL BUILDING 1. REFER TO SHEET 2 A1.01 FOR REFERENCES TO THE FOLLOWING NOTES: 2. KING COUNTY IS PURCHASING THE PEMB DIRECTLY FROM A SUPPLIER UNDER A SEPARATE CONTRACT. THE METAL BUILDING PACKAGE INCLUDES STRUCTURAL STEEL FRAME, SUB -FRAME MEMBERS, METAL STANDING SEAM ROOF PANELS, GUTTERS AND DOWNSPOUTS AND METAL WALL PANELS. DOORS, LOUVERS, INSULATION SYSTEMS, FALL PROTECTION SYSTEMS, MECHANICAL, ELECTRICAL AND FIRE PROTECTION SYSTEMS ARE NOT INCLUDED IN THE PEMB PACKAGE AND MUST BE PROVIDED AND INSTALLED BY THE GENERAL CONTRACTOR. 3. THE PEMB SUPPLIER WILL DELIVER THE BUILDING COMPONENTS TO THE SITE. 4. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR THE ASSEMBLY OF THE PEMB INCLUDING ALL BUILDING ELEMENTS, SYSTEMS AND EQUIPMENT EXCLUDED FROM THE SUPPLIER'S PACKAGE. 2015 WA ENERGY CODE COMPLIANCE INSULATION VALUES: REQUIRED PROVIDED COMPONENT ROOF - ATTIC INSULATION R-49 R-49 ROOF -METAL BUILDING R-25+R-11 LS R-25+R-11 LS INSULATION INSULATION COMPONENT COMPONENT OR BUILDING PERFORMANCE WALLS - METAL BUILDING R-19 Cl R49 Cl INSULATION INSULATION COMPONENT COMPONENT OR BUILDING PERFORMANCE WALLS - WD FRAMED R-21 INT R-21 INT FLOOR FRAMING R-19 R-19 SLAB PERIMETER R-10 R-10 OPAQUE DOORS -SWING U-0.37 U-0.37 OPAQUE DOORS - NONSWING U-0.34 / R4.75 U-0.34 / R-4.75 PRE-ENGINEERED METAL BUILDING (PEMB) WILL BE REQUIRED TO MEET WASHINGTON STATE ENERGY CODE AIR BARRIER TESTING REQUIREMENTS 16015th Avenue, Suite 1600 1q)ff Seattle, WA 98101 206.622.5822 www.kprff.com TETRA ET TECH www.tetratech.com 1420 Fifth Avenue, Suite 600 Seattle, Washington 98101 Phone: 206-883-9300 Fax: 206-883.9301 DESIGNED: APPROVED: M BODSKY D CRIPPEN DRAWN: T LARSON- CHECKED BY PROJECT NO: 1129642 L ERNST (:/' CHECKED BY CONTRACT NO: P ENG C0130OC18 9. WORK SHALL CONFORM TO APPLICABLE INDUSTRY AND MANUFACTURER'S PUBLISHED STANDARDS FOR QUALITY OF MATERIALS AND WORKMANSHIP, AS WELL AS REQUIREMENTS IN THESE DRAWINGS AND SPECIFICATIONS. ANY CONFLICTING REQUIREMENTS OF THE SOURCES LISTED ABOVE SHALL BE BROUGHT TO THE PROJECT REPRESENTATIVE'S ATTENTION PRIOR TO PROCEEDING WITH THE WORK. 10, PROTECT EXISTING, IN -PLACE AND NEW WORK 11. CONTRACTOR SHALL VERIFY DIMENSIONS AND EXISTING CONDITIONS, SHOWN ON THESE DRAWINGS, AT THE SITE. THE CONTRACTOR SHALL NOTIFY THE PROJECT REPRESENTATIVE IN WRITING OF ANY DISCREPANCIES, OMISSIONS AND OR CONFLICTS BEFORE COMMENCEMENT OF WORK. COMMENCEMENT OF WORK SHALL CONSTITUTE ACCEPTANCE OF ALL NEW OR EXISTING CONDITIONS. 12. PIPE DUCTS AND BUS DUCTS THAT PENETRATE FLOOR SLABS OR WALL PARTITIONS SHALL BE INSTALLED IN A MANNER THAT WILL PRESERVE THE MOISTURE RESISTANCE, FIRE RATING, AIR AND/OR VAPOR BARRIER, AND STRUCTURAL INTEGRITY OF THE BUILDING 13. VERIFY MOUNTING HEIGHTS OF ACCESSORIES, EQUIPMENT, DOOR HARDWARE, CASEWORK, ETC., AND PROVIDE SOLID BLOCKING BEHIND ITEMS REQUIRING ANCHORAGE. PROVIDE FIRE -TREATED WOOD BLOCKING OR METAL STRAPS BETWEEN FRAMING MEMBERS AS REQUIRED TO SUPPORT WEIGHT AND USE OF ITEMS TO BE SUPPORTED. WHERE MOUNTING HEIGHTS ARE NOT INDICATED, MOUNT ITEMS IN ACCORDANCE WITH RECOGNIZED INDUSTRY STANDARDS, COORDINATE LOCATIONS WITH MANUFACTURER OR SUPPLIER AND REFER MOUNTING HEIGHT QUESTIONS TO KING COUNTY PROJECT REPRESENTATIVE FOR INTERPRETATION. MODULAR / TRAILER STRUCTURES 1. REFER TO PLAN SHEETS 1 A1.01 AND 2 A1.01 FOR REFERENCES TO THE FOLLOWING NOTES: 2. KING COUNTY IS PURCHASING THE MODULAR BUILDINGS! TRAILERS DIRECTLY FROM A SUPPLIER UNDER A SEPARATE CONTRACT. 3. THE MODULAR BUILDINGS SUPPLIER WILL DELIVER THESE FACTORY UNITS TO THE SITE AND INSTALL THEM ON FOUNDATIONS THAT ARE CONSTRUCTED BY THE MODULAR CONTRACTOR. 4, THE FOLLOWING MODULAR -RELATED WORK SHALL BE ACCOMPLISHED BY THE GENERAL CONTRACTOR: PROVIDE AND INSTALL 20 MIL BLACK POLYETHYLENE VAPOR BARRIER ON BOTTOM OF CRAWL SPACE AND RUN UP FRAMING 6" MINIMUM. SEAL SECTIONS OF VAPOR BARRIER AND ALL PENETRATIONS WITH DUCT TAPE OR SEALANT DEPENDING ON CONDITION. MAKE ALL UTILITY CONNECTIONS PROVIDE UNDERGROUND PATHWAYS FROM MODULAR STRUCTURES TO EACH OTHER AND TO EXTERIOR SLAB -MOUNTED EQUIPMENT. PROVIDE DRY TYPE FIRE SPRINKLER SYSTEM FOR ALL MODULAR BUILDINGS' CRAWL SPACES AND MAKE FIRE SPRINKLER SYSTEM CONNECTIONS TO MODULAR BUILDINGS AND PEMB. 15. PROVIDE CONTROL JOINTS (C.J.) IN GYPSUM BOARD WALL CONSTRUCTION AS INDICATED. WHERE NOT SHOWN, PROVIDE MAXIMUM SPACING BETWEEN JOINTS OF 30'-0." VERIFY FINAL CONTROL JOINT LOCATIONS WHETHER OR NOT INDICATED ON THE DRAWINGS WITH PROJECT REPRESENTATIVE PRIOR TO STARTING WORK. 16. INTERIOR STUD SPACING SHALL BE MINIMUM 16" ON CENTER, UNLESS NOTED OTHERWISE. REFER TO PARTITION TYPE SCHEDULE. 17. PROVIDE WATER-RESISTANT GYPSUM BOARD ON WALLS WITH OPERABLE PLUMBING FIXTURES AND WITHIN 4'-O" OF DRINKING FOUNTAINS OR WATER COOLERS. 18. PROVIDE FINISHED END PANELS, FILLERS, SUPPORTS, ETC. REQUIRED FOR A COMPLETE CABINETRY INSTALLATION. PROVIDE CUTOUTS, ACCESS PANELS AND REMOVABLE COMPONENTS AS REQUIRED BY INSTALLED CONDITIONS SUCH AS ELECTRICAL OUTLETS, JUNCTION BOXES, CLEANOUTS, ETC. 19. PROVIDE SEALANT BETWEEN HOLLOW METAL FRAME PERIMETERS AND SURROUNDING WALL CONSTRUCTION UNLESS OTHERWISE INDICATED. 20. PROVIDE SEALANT BETWEEN DISSIMILAR MATERIALS SUCH AS GYPSUM BOARD AND MASONRY, MASONRY AND CONCRETE, COUNTERTOPS AND WALLS, ETC. 21. ALL DOORS IN STUD WALLS NOT LOCATED BY DIMENSION ON PLANS OR DETAILS SHALL BE 5" (100mm) FROM FRAMING TO ADJACENT PERPENDICULAR WALL TO EDGE OF DOOR OPENING. 22. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED WOOD. 23. ALL DISSIMILAR MATERIALS SHALL BE ISOLATED FROM EACH OTHER TO AVOID GALVANIC CORROSION. 24. PROVIDE ACCESS PANELS AS REQUIRED BY APPLICABLE CODES AND AS REQUIRED FOR MECHANICAL EQUIPMENT AND PLUMBING WORK. ALL ACCESS PANEL LOCATIONS SHALL BE REVIEWED WITH THE PROJECT REPRESENTATIVE PRIOR TO PROCEEDING. 5. GENERAL CONTRACTOR SHALL PROVIDE AND INSTALL COMPLETE STAIRS, RAMPS, ELEVATED WALKWAYS AND ASSOCIATED ROOF CANOPIES FOR MODULAR BUILDINGS AS SHOWN ON PLANS. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 5 2019 RECEIVED CITY OF TUKWILA City of Tukwila JUN 14 2019 BUILDING DIVISION PERMIT CENTER a IM Department no� Transportation METRO TRANSIT DIVISION SOUTH BASE HOSTLER SHACK ABBREVIATIONS' AN GENERAL NDRAWONG TES SYMBOLS DATE' 17MAY 2019 DRAWINAO.V1 SHEET NO: OF BUILDING LINE OR POST AS REQUIRED BY SITE DECK SYSTEM - FINISHES: —� WALKWAYS: 2x6 COMPOSITE DECKING SYSTEM; (2) #8x2.6 SCREWS AT 6" TO EACH JOIST STAIRS/RAMPS: CONT 3/4" SKID -RESISTANT POLY -GLASS OVERLAID PLYWOOD; #8x2.5" SCREWS AT 6" OC TO ALL SUPPORTS RAMP FRAMING, TYP DIAGONAL 2x4 PT BRACING AT POST LOCATIONS. INSTALL BRACING WHERE HEIGHT FROM CONCRETE PIER TO BOTTOM OF JOIST IS 18" OR GREATER 3-ROD COMMON NAILS AT EACH END OF BRACEM, TYP �F- C11 75; WALKWAY / RAMP SECTION % 1 SCALE: 1/2" = V-0" 2 A5.04 TRIM DECK TIGHT TO PENETRATIONS, TYP I I I LINE OF OVERHEAD " CANOPY —/ L — J I CONT T-6" HIGH WOOD FRAMED GUARDRAIL; TYP AT OPEN SIDES OF WALKWAY WALKWAY SURFACE: 2x6 COMPOSITE I� DECKING SYSTEM T I STEEL HANDRAIL; EACH SIDE, PAINT FINSH oI � STAIR TREAD - CONT 3/4" SKID -RESISTANT POLY -GLASS OVERLAID PLYWOOD COMPONENT - 1 1/2" PT HEM FIR #2 AT 16" OC 1-1/2" DIA STEEL RAILING AT RAMP - TOP OF RAILING AT 36" ABOVE DECK - RETURN AT ENDS, PAINT FINISH; MIN OF (3) #10x3" SCREWS 2x6 PT TOP RAIL AT 3'-6" HANDRAIL ABOVE WALKING SURFACE RETURN TO 1'-0" WALL, TYP T� 2x4 PT RAILS EQ SPACE <4" SPACING BETWEEN RAILS 4x4 PT POST AT 6-0" OC, MAX 3x12 WOOD STAIR STRINGER LUS JOIST HANGER, GALV, TYP SHT MTL STAIRCASE 1x4 TRIM ANGLE; SIMPSON TA10Z, GALV, TYP RAMP/STAIRS: 2x10 PT RIM JOIST W! (2) 1/2"DIA x 7" GALV BOLTS EACH SIDE X 2x4 PT SUPPORT FROM POST twit BASE TO UNDER RIM, NAIL TO _ SIDE OF POST WITH 3-ROD NAILS Q w CONT WOOD STAIRIRAMP POST BASE: p W to w STRINGER LEDGER 11"x1Vx7"PRE-CASTCONC L PIERS WITH GALV STAND-OFF ANCHOR BOLT TO POST, TYP INTERMEDIATE 2x12 PT WOOD STRINGERS AT 2'-O' SPACING NOTE: REFER TO DETAIL 6/2A5.04 FOR STAIR TREADIRISER DETAIL RADIUS TRANSITION, TYP STEEL RAILING; EACH SIDE, PAINT FINISH V-O" CONT ALUM STAIR NOSING TYP SLIP -RESISTANT STRIPS - 0 YELLOW COLOR MECH INSTALLATION O Q CONT 1x2 WOOD BLOCKING I ce) CONT 1x8 WOOD RISER I CONT 3/4" SKID -RESISTANT POLY -GLASS OVERLAID g = PLYWOOD TREAD p CD \ \ CONT 2x12 TREAD; BASE FRAMING O DO _ ` O CONT 2x RISER/STRINGER � BLOCKING STAIR SECTION SCALE: 1/2" = V-0" 2 A5.04 DOWNSPOUT DROP THROUGH DECKING; VERIFY LOCATION OVERHEAD CANOPY FRAMING; REFER TO STRUCT LINE OF MODULAR BLDG; REFER TO FLOOR PLANS I CORNER/END POSTS, TYP 4x4 POST AT 6'4" OC, MAX ADJUST WOOD SUB -FRAMING TO o PROVIDE LEVEL TRANSITION BETWEEN DECK FINISH MATERIALS Q STEEL HANDRAIL; EACH SIDE, PAINT FINISH UO n P STEEL HANDRAIL; CONT N FOR LENGTH OF RAMP ILI I I 1'-0' CONT ALUM STAIR NOSING I TYF 1/4"x1'-O" HOT -DIPPED GALV DIAMOND PLATE; — FULL WIDTH OF RAMP PRESSURE TREATED 4x4 I WOOD POST WITH BASE I I� ENCASED IN CONCRETE; 16 J I DIA BY MIN 24" DEPTH, TYP - � I I REFER TO PLANS FOR I 5'-0" CLEAR STAIR WIDTH MIN LANDING DEPTH O o N Q d Q RAMP / STAIR / WALKWAY PLAN VIEW SCALE: 1/2" = V-0" I) /� PRESSURE TREATED 4x4 WOOD POST WITH BASE I I ENCASED IN CONCRETE; I I I MIN 24" DEPTH, TYP L-LLJ TYP - MAX RAMP LENGTH - 30 FT 0 O io z Q RAMP g m UP � o _ w w x C11 LL w WALKWAY / STAIR ELEVATION SCALE: 1/2" = V-0" 2 A5.04 RAMP/STAIR OFFSET AS REQUIRED TO CLEAR MECH EQUIP; VERIFY OFFSET PRIOR TO CONSTRUCTION � I I I I RADIUS HANDRAIL RETURN, I I TYPICAL I I CONT 3'-6" HIGH WOOD (� FRAMED GUARDRAIL I I (, I ( CONT HANDRAIL — — — — — I RAMP SURFACE - CONT 3/4" SKID -RESISTANT POLY -GLASS OVERLAID PLYWOOD RAMP SURFACE II I I I I I I I I I ( I i I i ----------- LA ��l—f------------� f--------------------------- 6-0 ± C 5 CUT CONT PRESSURE TREATED LANDING DEPTH TAPERED 2x SHIMS FLUSH WITH / PAVING SURFACE;n 3G'`ciaav wtd ANSI �o s LJ-LJ HANDRAIL RE] TO WALL, TYP WALKWAY SUI 2x6 COMPOSn DECKING SYS- NOTES 1. REFER TO FLOOR PLANS FOR EXTENT AND LAYOUT OF EXTERIOR WOOD FRAMED STAIRS, RAMPS AND WALKWAYS. EXTEND GUARDRAIL 2• SITE VERIFY GUARDRAIL POST LAYOUT PRIOR TO DOWN STAIR AND RAMP FABRICATION OF HANDRAIL SYSTEM; ALIGN HANDRAIL LOCATIONS, TYP BRACKETS WITH GUARDRAIL POST LAYOUT, TYPICAL STL HANDRAIL BEYOND; 3. REFER TO STRUCTURAL DRAWINGS FOR WALKWAY AND PAINT FINISH, TYP OVERHEAD CANOPY FRAMING SYSTEMS 4. DESIGNED TO 2015 IBC, WA STATE BUILDING CODE STANDARDS FOR LUMBER; LUMBER TO BE HEM -FIR, STANDARD & BETTER 4x4 STAIR/RAMP STARTER 5. ALL LUMBER TO BE PRESERVATIVE -TREATED BY THE POST; EACH SIDE, TYP PRESSURE METHOD - ALL LUMBER IN CONTACT WITH THE HANDRAIL RETURN, TYP AT PAVEMENT OR CONCRETE SHALL BE INCISED AND RATED STAIR AND RAMP FOR GROUND CONTACT CONT 3/4" SKID -RESISTANT 6. ALL FASTENERS SHALL BE GALVANIZED; FRAMING POLY -GLASS OVERLAID CONNECTORS SHALL BE HOT DIPPED GALVANIZED AND PLYWOOD TREAD RATED FOR EXPOSURE TO CONTACT WITH PRESERVATIVE -TREATED LUMBER 7. FIELD -TREAT ALL PT LUMBER CUT EDGES WITH MANUFACTURER'S RECOMMENDED PRODUCT PRESSURE TREATED 4x4 WOOD POST WITH BASE 8. "SIMPSON" OR EQUAL JOIST HANGERS, BRACKETS AND ENCASED IN CONCRETE; POST BASES SHALL BE USED FOR ALL STRUCTURAL MIN 24" DEPTH, TYP CONNECTIONS STAIR/RAMP POST BASE: 9, DIAMOND PLATE AT BOTTOM OF RAMP TO HAVE BEVELED 11'x11'W' PRE -CAST CONC EDGES - SECURE PLATE THROUGH PLYWOOD TO SHIMS PIERS WITH GALV STAND-OFF WITH COUNTERSUNK GALVANIZED SCREWS 12" OC AT ANCHOR BOLT TO POST, TYP PERIMETER WALKWAY/RAMP SECTION 5� SCALE: 1/2" = V-0" 2 A5.04 i� CONT 3x12 WOOD STRINGER INTERMEDIATE 2x12 WOOD STRINGERS AT 2'-O' SPACING \ 11 1/4" SIMPSON TA10 STAIR ANGLE TYP \ STAIR SECTION DETAIL �6 SCALE: 1" = V-0" 2 A5.04 7—) 1 f— rVA EXTEND HANDRAIL 1"-0" BEYOND TOP/BOT OF RAMP, TYP EXTEND GUARDRAIL DOWN STAIR AND RAMP LOCATIONS, TYP STL HANDRAIL; PAINT FINISH, TYP HANDRAIL BRACKET; LOC AT POST ADJUST WOOD SUB -FRAMING TO PROVIDE LEVEL TRANSITION BETWEEN DECK FINISH MATERIALS CONT 3/4" SKID -RESISTANT POLY -GLASS OVERLAID PLYWOOD TREAD 2x4 CROSS BRACING AT POST LOCATIONS, TYP PRESSURE TREATED 4x4 WOOD POST PRE -CAST STAIRIRAMP CONCRETE POST BASE, TYP CONT ALUM STAIR NOSING SLIP -RESISTANT STRIPS - YELLOW COLOR MECH INSTALLATION CONT 3W' SKID -RESISTANT POLY -GLASS OVERLAID PLYWOOD TREAD CONT 2x12 TREAD; BASE FRAMING CONT 1x2 WOOD BLOCKING CONT 1x8 WOOD RISER NtVIEWED FOR CODE COMPLIANCE APPROVED JUL 05 2019 City of Tukwila BUILDING DIVISION I RECEIVED CITY OF TUKWILA JUN 14 2019 PERMIT CENTER PERMIT SET 1601 5th Avenue, Suite 1600 DESIGNED: APPROVED: METRO TRANSIT DIVISION .DATE: 17 MAY 2019 7006 REGISTERED ARCHITECT M\ MARCEL BODSKY O�P 'WASNINGTON Seattle, WA 98101 206.622.5822 www.kpff.com TET T �/ www.tetratech.com 1420 Fifth Avenue, Suite 600 M BODSKY D CRIPPEN LIM King COU my Department of Transportation p SOUTH BASE HOSTLER SHACK DETAILS EXTERIOR RAMP/STAIR/WALKWAY DETAILS pggyyN_ A WRIGHT � CHECKED BY LERNST PROJECT NO: 1129642 DRAWING NO: 2 A5.04 CHECKED BY CONTRACT NO: SHE NO: OF No. REVISION BY APP'D DATE Beattie, Washington98101 Phone: 206-883-9300 Fax: 206-883-9301 P ENG C0130OC18 10'-0" _ 1 MODULAR UNIT 6'-0" 1 4'-0" W4 WEST ELEVATION W4 `O SCALE: 1/8" = 1'-0" 0 o M 0 12 1 1/2 0 0 M 0 a� 0 EAST ELEVATION (J� SCALE: 1/8" = V-0" NORTH ELEVATION SCALE: 1/8" = V-O" 12'-3" 7'-6" 10'-3" 6'-7" 5'-0" IIIIII�fiil�f1 -01!1 IIN SOUTH ELEVATION SCALE: 1/8" = V-0" O HOSTLER SHACK FLOOR PLAN SCALE: 1/4" = V-0" KEY NOTES �1 FULL HEIGHT METAL LOCKER UNITS: 72"H x 24"W x 18"D INDIVIDUAL LOCKER UNIT SIZE. TWO (2) FULL HEIGHT LOCKER UNITS �2 BOTTLE WATER UNIT/DISPENSER (NIC) O SINGLE PLY ROOF MEMBRANE; TAN COLOR ® T1-11 WOOD SIDING SYSTEM, PAINT FINISH - COLOR 2 �5 VINYL WINDOW UNIT © WALL -MOUNTED MECHANICAL EQUIPMENT O PERIMETER MODULAR BUILDING CEMENT BOARD SKIRT; PAINT FINISH - COLOR 2 - INCLUDE REQUIRED CRAWL SPACE SCREENED VENTS & ACCESS PANELS WITH LOCK HASPS, TYP. 8U EXTERIOR HOLLOW METAL DOOR AND FRAME; PAINT FINISH COLOR 1 J EXTERIOR WALKWAY, STAIR, RAMP AND RAILING; ADA ACCESS RAMP SLOPE NOT TO EXCEED 1:12 10 V-O" HIGH ALUM BUILDING ADDRESS IDENTIFIER SIGNAGE, COORDINATE BUILDING NUMBER DESIGNATION WITH PROJECT REPRESENTATIVE PRIOR TO FABRICATION 11 EXTERIOR REMOVABLE STEEL BOLLARDS; TYPICAL AS SHOWN FOR RAMP CORNERS; VERIFY RAMP LAYOUT AND LENGTH PRIOR TO INSTALLATION; TYPICAL 2 BOLLARDS AT CORNER CONDITION, PER DETAIL 9/2A5.03 AND F/S6.02 - ---------------------- NOTES 1. TYPICAL MODULAR INTERIOR PARTITION SHALL BE 1/2" GWB WITH VINYL WALL COVERING OVER EITHER WOOD OR LIGHT -GAGE METAL FRAMING, UNLESS NOTED OTHERWISE; REFER TO FINISH SCHEDULE AND INTERIOR ELEVATIONS. 2. PLAN LEGEND 301 DOOR IDENTIFICATION; REFER TO SHEET 2A6.02 AND 1 A6.02 wt WINDOW IDENTIFICATION; REFER TO SHEET 1A6.02 3. REFER TO SHEET 2A6.04 FOR INTERIOR FINISH SCHEDULE AND FINISH LEGEND. 4. REFER TO SHEET 2A5.04 FOR EXTERIOR RAMP, STAIR AND WALKWAY SECTIONS AND DETAILS 5. BUILDING ADDRESS IDENTIFIERS ARE PROVIDED FOR ILLUSTRATION ONLY. IDENTIFIERS, ONCE DETERMINED, WILL BE PROVIDED FOR FIRE DEPARTMENT REVIEW AND SHALL BE COMPLIANT WITH THE CITY FIRE MARSHALL REQUIREMENTS FOR CHARACTERS AND LOCATIONS PLAN NOTES 1. FLOOR AREA -HOSTLER MODULAR BUILDING FIRST FLOOR PLAN - AREA: HOSTLER SHACK MODULAR 300 SF TOTAL MODULAR SF 300 SF FIRST FLR EXT STAIR LANDINGS: 75 SF TOTAL 375 SF RECEIVED CITY OF TUKWILA •� JUN 14 2019 PEPIMIT CENTER REVIEWED FOR CODE COMPLIANCE 0 2' 4' 8' 12' APPROVED JUL 05 2019 SCALE: 114"=1'4' 0 4' 8' 16' 24' City of Tukwila BUILDING DIVISION SCALE: 1/8"=1'-0" 1601 Sth Avenue, suite 1.600 DESIGNED: APPROVED: METRO TRANSIT DIVISION DATE: PERMIT SET Seattle, WA98101 17MAY 2019 REGISTERED DRAWN: 7006 206.622.5822 lnrMBWN* DCRIPPEN SOUTH BASE ,-r-.y ARCHITECTlcpff ww.kpff.com T LARSON im, HOSTLER SHACK TETRA TECH CHECKED BY PROJECTNO: King County HOSTLER SHACK DRAWING NO: M. MARCEL 80DSKY 1129642 STATE WtSODSK www.tebatech.com LERNST Department of FLOOR PLAN AND EXTERIOR ELEVATIONS 3 A1.01. 1420 Fifth Avenue, Suite 600 CHECKED BY CONTRACT NO: Transportation SHEET NO: OF No. REVISION BY APP'D DATE Seattle, Washington 98101 Phone: 206-883.9300 Fax: 206-883-9301 P ENG C0130OC18 I NG COUNTY TRASIT SOUTH INTERIM BASE HOSTLER SHACK SHEET INDEX Sht. No. Sheet Name CumentRev. Rev Issued By A 0.0 COVER SHEET 6/11119 TS A 0.1 GENERAL NOTES 6/11119 TS A 0.2 ENERGY CODE NOTES 6/11/19 TS A0.3 SYMBOLS&ABBREVIATIONS A 0.4 ISITELAYOUT A 1.0 FLOOR PLAN 6/11/19 TS REFLECTED CEILING PLAN A2.0 EXTERIOR ELEVATIONS 6/11/19 TS A 3.0 FINISH PLAN (NOT USED) A 3.1 FINISH NOTES A 3.2 SCHEDULES 6/11/19 TS A 3.3 DATA SCHEDULES A 4.0 INTERIOR ELEVATIONS (NOT USED) A 5.0 DETAILS S 1.0 FOUNDATION PLAN 6/11/19 TS S 1.1 FOUNDATION NOTES & DETAILS S 1.2 FOUNDATION DETAILS S 2.0 FRAMING PLAN (NOT USED) S 3.0 BUILDING SECTIONS 6/11/19 TS. S 4.0 DETAILS S 4.1 DETAILS 84.2 DETAILS E 0.1 ELECTRICAL NOTES 6/11/19 TS E 1.0 ELECTRICAL PLAN 6/11/19 TS E 2.0 LIGHTING PLAN 6111/19 TS E 3.0 ELEC. PANELS & LOAD CALCS. 6111119 TS M 0.1 HVAC NOTES & SCHEDULES 6/11/19 TS M 1.0 HVAC PLAN 6111/19 TS REVIEWED FOR CODE COMPLIANCE APPROVED RECEIVED CITY OF TUKWILA JUL 0 5 2019 t I,. R w JUN 14 2019 1� �OF WA3HJq.. City of Tukwila PERMIT CENTER Z�� x " BUILDING DIVISION } c A OF�`rs'IONAL EEO f` \ REV. I DESCRIPTION DATE BY REUSE OF DOCUMENTS THIS DOCUMENT AND THE IDEAS AND ARE EPR OOPERTYOFMODERN NOT TOBSYSTEMSINC.ANDARE NOT TO BE USED IN WHOLE OR IN PART FOR ANY 07HER USE OR PROJECT WITHOUTWRR7EN AUTHORIZATION. .. BUILDING SYSTEMS MODERN 800.0tNGSYSTEMS. INC. 'retcvf�oxetsmtruawapm (W])ri&4850 pp,gpz,to,WWWRlE3 R9Ao, A11A15VILLE, at etszs xw+r ouaw¢e pnc¢vw+rirmmemwAmresYWems.wm. Amon Ne nnwos sreNe. Nc.x+o SHEET COVER SHEET -- JOB#Y ZO19-31-3 1 CUSTOM ER/PLANREVIEW 6/11119 TS - PROD. HOSTLER SHACK MODULAR BLDG KING COUNTY TRANSIT SHEET# A O.O ..........._......._..._,.....,_� - ADDRESS 12400 E MARGINAL WAYS, TUKWILLA, WA DRW TS DATE 4/24/19 GENERALNOTES 1. THE TERM IBC SHALL APPLY TO THE CURRENT EDITION OF THE INTERNATIONAL BUILDING CODE (IBC) AS AMENDED BY THE STATES OF OREGON AND WASHINGTON. FOR PROJECTS IN ALL OTHER STATES IT SHALL APPLY TO THE CURRENT EDITION OF THE UBC OR IBC, AS ADOPTED BY THAT STATE. 2. ALL CONTROLS AND HARDWARE SHALL BE ACCESSIBLE TO PERSONS WITH DISABILITIES. 3. LOCAL JURISDICTION TO DETERMINE COMPLIANCE WITH IBC CHAPTER 29 (WITH REGARD TO ADJACENT FACILITIES) IN ACCORDANCE WITH THEIR CURRENTLY ADOPTED EDITION OF THE IBC. 4. WHERE REQUIRED, PORTABLE FIRE EXTINGUISHERS SHALL BE INSTALLED IN ACCORDANCE WITH 2O15 IFC SECTION 906 5. PER WAC 296-150E-0605 REQUIRES TOILET FACILITIES LOCATED IN AN ADJACENT FACILITY TO BE NOTED ON THE PLAN SUBMITTAL AND THAT THE REQUIREMENTS OF IBC CHAPTER 29, SECTION 2902, TABLE 2902.1 OF THE STATE BUILDING CODE MUST BE VERIFIED BY THE LOCAL JURISDICTION BUILDING OFFICIAL AND SHOWN ON THE NLEA. 6. IF APPLICABLE, FIRE ALARM SYSTEM TO BE FIELD INSTALLED (BY OTHERS) PER 2015 IBC SECTION 907.2.3, GROUP E. SEE ELECTRICAL PLAN FOR DEVICE LOCATIONS. FIRE ALARM INSPECTION AND APPROVAL PER LOCAL AUTHORITY HAVING JURISDICTION. 7. IF APPLICABLE, FIRE SAFETY AND EVACUATION PLANS SHALL BE PROVIDED BY OWNER PRIOR TO CERTIFICATE OF OCCUPANCY PER 2016 IFC SECTION 403 8. AN ACCESSIBLE ROUTE SHALL BE PROVIDED TO THE BUILDING AREA AS REQUIRED IN 2015 IBC SECTION 1104 DESIGN CRITERIA GENERAL: CONSTRUCTION TYPE VB (NOWSPRINKLERED) OCCUPANCY GROUP B / S-1 (NONSEPARATED) OCCUPANCY LOAD 3 DISTANCE TO PROPERTY LINE OR ASSUMED PROPERTY LINE FRONT: 19 MIN. REAR: 10'MIN. LEFT: IV MIN. RIGHT: IV MIN, EXTERIOR WALL RATING (TABLE 601) FIRE SEPARATION DISTANCE 10' OR MORE, NO RATING REQUIRED T ELECTRICAL: 13 PH. ••-Q ELECTRICAL SERVICE LOAD �kA MECHANICAL: VENTILATION OCCUPANCY LOAD 1 CLIMATE ZONE 4C/5B HEATING SPV/HP fwl AIR-CONDITIONING YES PLUMBING: 'l' PLUMBING OCCUPANCY LOAD (2) MALE ! (2) FEMALE QUANTITY OF PLUMBING FIXTURES 0, SEE GENERAL NOTE #3 STRUCTURAL: REQUIRED SPECIAL INSPECTION ENDWALL SHEATHING FASTENING, CEILING GRID W/ BERC CLIPS ROOF SNOW LOAD 25 PSF FLOOR LIVE LOAD 50 PSF, 125 PSF (STORAGE) WIND LOAD Lambda =1.0 Vult =140 MPH (Vasd =108 MPH) 3 SECOND GUST - EXP. B SEISMIC BEARING WALL SYSTEM: Ss =1.57, Fa =1.000 SOS=1.005, RISK CATEGORY 11 Ie =1.0, SEISMIC DESIGN CATEGORY D, SITE CLASS D THIS SET OF PLANS PREPARED AND SUBMITTED FOR APPROVAL UNDER THE FOLLOWING CODES: BUILDING 20151BCANAC 51-50 MECHANICAL 20151MCMAC 51-52 FIRE 20151FC/WAC 51-54A Ar PLUMBING 2015 UPCANAC C �„ ENERGY 2015 WSECMIAC 51- 51-11C IPB ELECTRICAL 2017 NECA�6 tEVIEWED FOR DE COMPLIANCE APPROVED -�UL1i�t5 2019 City of Tukwila ILDING DIVISION RECEIVED CITY OF TUKWILA JUN 14 2019 PERMIT CENTER REV. DESCRIPTION DATE BY SHEET GENERAL L NOTEc+ JOB 019-31-3 1 CUSTOMER/PLAN REVIEW 6111/19 TS REUSE OF DOCUMENTS THIS DOCUMENT AND THE IDEAS AND • WERN f\ri J ` DESIGNS INCORPORATED OF MODERN ARE THE PROPERTYTED HEREIN BUILDING SYSTEMS PRQJ' HOSTLER SHACK MODULAR BLDG SHEET - BUTTING SYSTEMS INC ANDARE ORIN IHER MODERN BUILDING SYSTEMS. INC. �I�,I Iia�&aF L�p7�yga� KINV COUNTY TRANSIT KING A O I PARTOBEUSE0 USE PART PORANY OTHER USE DR PROJECT WRITTEN p.Q,e0X t10.stl9PoRTERROP➢. A�MSNU$ORB]925 d��� AUTHORI2ATION.UT Qnoo.a+ew�uw®c sys ms.mc.iwo ADDRESS 12400 E MARGINAL WAYS, TUKWILLA, WA OR"TS DATE 4/24/19 ENERGY CODE NOTES 1. ALL BUILDING THERMAL ENVELOPE INSULATION SHALL BE MARKED IN ACCORDANCE WITH WSEC C303.1.1 AND INSTALLED PER WSEC C303.1.2 FLOOR = R-30, WALLS = R-21, ROOF = R-30 2. BLOWN -IN INSULATION SHALL BE INSTALLED AND CERTIFIED PER WSEC C303.1A.1 3. ALL AIR BARRIER MATERIALS SHALL BE ASTM E2178 RATED OR AS LISTED IN WSEC C402.5.1.1 4. AIR BARRIER COMPLIANCE: AIR BARRIER TESTING AND REPORTING TO BE CONDUCTED PER WSEC C402.5.1.2 FOR THE STATE OF WASHINGTON 5. PENETRATIONS OF THE AIR BARRIER SHALL BE CAULKED, GASKETED OR SEALED PER WSEC C402.5.1.1 6. ALL FENESTRATION ASSEMBLIES SHALL BE LABELED BY THE MANUFACTURER PER 7. WA 8. NIA 9. N/A AND C403.2.4 11.THIS PROJECT PROVIDES TWO ADDITIONAL EFFICIENCY PACKAGE OPTIONS PER 2015 WSEC, SECTION C406. A. ENERGY ADD OPTION #1 IS WSEC C406.1 (ITEM #2); C406.3 REDUCED LIGHTING POWER DENSITY. INSTALLED LIGHTING WATTAGE IS LESS THAN 751/o OF ALLOWED INTERIOR LIGHTING WATTAGE WSEC C405.4.2(1) OR C404.4.2(2) B. ENERGY ADD OPTION #2 IS WSCE C406.1 (ITEM #3); C406.4 ENHANCED LIGHTING CONTROLS. NO LESS THAN 90% OF ALL INTERIOR LIGHTING IS CONTROLLED WITH CONTINUOUS DIMMING ALONG WITH EXCEPTION #3 OF WSEC 406.4 12.THIS PROJECT MEETS DEDICATED OUTDOOR AIR SYSTEM REQUIREMENTS PER 13. TPO ROOFING MEETS REQUIREMENTS FOR ENERGY STAR RATED COOL ROOF (CRRC PRODUCT ID: 0670-0009) SYSTEM COMMISSIONING NOTES 1. PRIOR TO CONSTRUCTION, A COMMISSIONING PLAN SHALL BE DEVELOPED PER WSEC C408.1.2. THE COMMISSIONING PLAN SHALL BE USED DURING CONSTRUCTION TO INSURE PROPER INSTALLATION, TESTING AND BALANCING OF BUILDING SYSTEMS AS FOLLOWS: MECHANICAL SYSTEM PER WSEC C408.2 NOT REQUIRED (EXCEPTION) LIGHTING AND CONTROLS PER WSEC C408.3 NOT REQUIRED (EXCEPTION #1 AND #2) SERVICE WATER HEATING PER WSEC C408.4 NOT REQUIRED (EXCEPTION #1) ENERGY METERING PER WSEC C408.6 NOT REQUIRED (PER C409.1) CODE COMPLIANCE APPROVED yd JUL 0 5 2019 1 City of TukwIIa BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 14 2019 PERMIT CENTER 1 .n geerT �w 1 , eSS�ONAL��G` 91-491 yfel 4 REV. DESCRIPTION DATE BY SHEET JOB# 2 19-31-3 1 CUSTOMERIPLANREVIEW 6111119 TS REUSE OF DOCUMENTS THIS ENERGY CODE NOTES DOCUMENTANDTHEIDEASAND DESIGNS INCORPORATED HEREIN - ARETHEPROPERTYOFMODERN BUILDING SYSTEMS PROJ• HOSTLER SHACK MODULAR BLDG SHEE(/T�#t� ^/ 0UIUDING oTToBSYSTEMS WC.AND RARE IN MODERN BUILDINGSYSTEM9 INC.KING COUNTY TRANSIT • • �.2 PART USED INWHOI.E R IN TeLFpRor�tca+)iacawefAk( ] PARTFOR WITNY HOUT OTHER ITEOR p,0.80%fiq wB3 PORtFR RtlFD.MM9NIlE, OR e]3M PROJECTATION. WRITTEN exEar oui'oVRWm PAGEwvwmedeNui�egagaterte.mm AUTHORIZATION. ©No�eaNeunnecssnNswc.zo,a ADDRESS 12400 E MARGINAL WAY S, TUKWILLA, WA DRITS DATE4/24/19 TYPICAL SYMBOLS LEGEND ABBREVIATIONS A.B. ANCHOR BOLT INFO. INFORMATION TTP 'TAPE, TEXTURE & PAINT NORTH ARROW ADJ. ADJUSTABLE INSUL. INSULATION TYP. 'TYPICAL 0 A.F.F. ABOVE FINISH FLOOR INT. INTERIOR U.N.O. UNLESS NOTED OTHERWISE I Ref AL ALUMINUM KID KNOCK DOWN UR URINAL Ak BA BRONZE ANODIZED L. LONG VCT VINYL COMPOSITION TILE v v BID. BOARD LAV LAVATORY V.C. VINYL COATED G ELEVATION BUBBLE BLK. BLOCK LH LEFT HAND Vws VINYL WRAP SURROUND B.O. BOTTOM OF LHOS LEFT HAND OUT SWING w WITH BOT. BOTTOM LVL LAMINATED VENEER LUMBER WC WATER CLOSET I Ref BRCH BIRCH MAX. MAXIMUM WD. WOOD BV. BOTTOM VENT MDO MEDIUM DENSITY OVERLAY WH WATER HEATER Sim CDR. CEDAR MECH. MECHANICAL ,d SECTION BUBBLE ci CONTROLJOINT MFR. MANUFACTURER CL CENTERLINE MIN. MINIMUM CLG. CEILING MISC, MISCELLANEOUS CLR. CLEAR MOD MODULE Sim CMU CONCRETE MASONRY UNIT MPL MAPLE DETAIL BUBBLE C.O. CLEAN OUT MTL. METAL CONC. CONCRETE Mv MIXING VALVE CONT. CONTINUOUS N.I.C. NOT IN CONTRACT Sim CPT CARPET NOM. NOMINAL DETAIL CALLOUT DBL. DOUBLE NRW NARROW (LITE) DF DRINKING FOUNTAIN NTS NOT TO SCALE DIA. DIAMETER OBS OBSCURE DIM. DIMENSION D.C. ON CENTER o GRID BUBBLE DS DOWNSPOUT OFCI OWNER FURNISHED CONTRATOR INSTALLED DTL DETAIL OFOI OWNER FURNISHED OWNER INSTALLED Name DW DISHWASHER OPP. OPPOSITE ELEVATION LEVEL EA. EACH OS.B. ORIENTED STRAND BOARD Elevation ELEVATION ELECTRICAL PD PUNCH & DIMPLE ND ELEVATIONS PF PREFINISHED MOD A MODULE TAG EQUIP. EQUIPMENT PLAM PLASTIC LAMINATE EXIST. EXISTING PLCS PLACES EXT. EXTERIOR PLYWD PLYWOOD <g> WALL TAG E.W.EACH WAY PNT PAINT FD FLOOR DRAIN P.T. PRESSURE TREATED 101 FDN FOUNDATION REFRIG. REFRIGERATOR RECEIVED DOOR TAG F I FIRE EXTINGUISHER REQ'D REQUIRED CITY OF TUKWILA F.E.C. FIRE EXTINGUISHER CABINET RH RIGHT HAND ti WINDOW TAG FGL F BERGLASS RHOS RIGHT HAND OUT SWING FLR. FLOOR R.O. ROUGH OPENING JUN 14 2019 FIN. FINISH SC SOLID CORE Q REVISION TAG F.O.FIN. FACE OF FINISH SF STOREFRONT CODE FOR PERMIT CENTER F.O.FRM. FACE OF FRAMING SH SINGLE HUNG COD FS FLOOR SINK SHT. SHEET CODE COMPLIANCE E CE CENTERLINE GA. GAUGE SHTG. SHEATHING APPROVED GALV. GALVANIZED Sim. SIMILAR P, RA y C, KEYNOTE GLB GLULAM BEAM SIMP. SIMPSON JUL 05 2019 GYP. GYPSUM so. SQUARE HB HOSE BIB S.S. STAINLESS STEEL HC HOLLOW CORE STN. STAIN City 0 UWI HF HEM FIR STRUCT. STRUCTURAL BUILDING City of TukvAla IL DIVISION HM HOLLOW METAL TIM. TIMELY BUILDING DIVISION HSS HOLLOW STRUCTURAL SECTION TMP TEMPERED SAFETY GLAZING T.O. TOP OF REV. DESCRIPTION DATE BY REUSE OF DOCUMENTS THIS SHEET SYMBOLS & ABBREVIATIONS JOB# 6019-31-3 DOCUMENT AND THE IDEAS AND MODERN - T DESIGNS INCORPORATED HEREIN PROJ. HOSTLER SHACK MODULAR BLDG ARE THE PROPERTY OF MODERN BUILDING SYSTEMS SHEET# BUILDING SYMMS INC. AND ARE MODERN BUILDING SYSTEMS INC. NOT TO BE USED IN WHOLE OR IN PARTFORANY OTHER USE OR KING COUNTY TRANSIT A�0.3 PROJECT WRHOUTWRITTEN AUTHORMATION. p oovwsuuowasrsEAalxc.mm ADDRESS 12400 E MARGINAL WAY S, TUKWILLA, WA -FRw-TS DATE 4/24/19 DS �� DS b ELEC. PANEL OUTDOOR HEAT PUMP MOD 3A LJ - I ------------- TRUCK I I I 2019-31-3A HITCH —� END I i I I !_ —-__--- I I I DS 1 i I I i I I III I I I I L _1— L —1— L — — — — — — — — — — — — — — — — — — RAISED LANDINGS, STAIRS AND RAMP (BY OTHERS) SITE LAYOUT _ 31 -oo= 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED JUL 05 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 14 2019 PERMIT CENTERD/47-a& �= z r v� xe isb3 .� DNAL E�Oti REV. DESCRIPTION DATE BY SHEET SITE LAYOUT JOB# 2019-31-3 REUSE DNT ANDTHE IDEA IS ' DOCUMENTANOTHE IDEAS AND PRIDERN DESIGNS INCORPORATED OFF DERV" PROD. HOSTLER SHACK MODULAR BLDG SHEET ARE THE PROPERTY OF MODERN" HEREI 'BUILDING SYSTEMS - 4 NOTBUILTO BE USED IN WHOLEC. OR IN MODERN BUILDING SYSTEMS INC KING COUNTY TRANSIT 1 � O' PART USED OTHER USE OR IN tnEvlwr�fmy)teacwa cnx lsoa)toaaeso PROTECT WITHOUT RUSE OR no. eaxlls. earaeaatsn Bonn. Auusva.tE. oaotaxs PROJECT WITHOUT WRITTEN tS artowtvt®Pwevmw.moaemeumredrsten*.wm AUTHORMION. ©xaoeaNewinamsrstE.us,rlc.mla ADDRESS 12400 E MARGINAL WAY S, TUKWILLA, WA DRWTS DATE4/24/19 T'-2„ FLOOR ROOF SIMP. HRS12 Wl (7) N10'S EACH END, FROM STUD TO 3 FLR RIM - (4) PLUS CV 1 o S 4.2 1 c b I HOSTLER00 4 S 4.0 FLOOR - 3V-0" 19 0" 4- 14' - 0" — 4'-0" 4'-1w T-0" 4'-0" T-0" SIMP. GS18 W/ (6) N10'S 1 ( EACH END, FROM STUD S 3. (1 ( TO FLR RIM AT GRID'2' (4) PLC'S LOCKER: 7214x I 2 ROOF r 24W zi8'D 1il I S40 C UNOEIG.:20 x _R 33"Hz22-DzIFFICE STORAGE o 302 1 a 6.a a LOCKER 72'H x 24'W x 18'D 301 302 � i - O SIMP. CS18 W/ (4) N10'S EACH END, FROM STUD TO FLR RIM - TYP. (U.N.O.) REVIEVVED FOR CODE COMPLIANCE APPROVED JUL 0 51019 City of Tukwila BUILDING DIVISION F-113116" 0" T-43/16" 3'-6" 3'-0" 4'-0" 4'-0" 3'-0" RECEIVED CE CITY OF TUKWILA FLOOR PLAN JUN 14 2019 ® 1 /4" = V-0" PERMIT. CENTER 4r REV. DESCRIPTION DATE BY SHEETFLOOR PLAN JOB# 20'19-31-3 1 CUSTOMER/PLANREVIEW 6111119 TS RE USE OF DOCUMENTS THIS DO CUMENTANOTHEIDEASAND - -RN -" DESIGNS INCORPORATED HEREIN ARE THE PROPERTYOF MODERN BUILDING SYSTEMSBUILDING PROD. HOSTLER SHACK MODULAR BLDG $HEFT + NOTTOSEUSTEMS WHOLE OR IN NOTTl.R.4INWHOLEOR IN MODERN BUILDWGSYSTEMS.INC. A�I 1 �f�j PROJECT OUT RUSE OR mmMONe �emlrawwoRwccmal>awew R.O.fi0x 110.BCR3 PORTER ROPO, AVM6VILL@, dR PT#5 KING COUNTY TRANSIT I •Y PROJECT WITHOUT WRITTEN IT AUTHORIZATION. cxeczour ouR we6Rnce w"w.naa.md,am�eym,,,".mm QMOOERNRINUNN08Y6Tcl4Y,iN0.R"1B ADDRESS 12400 E MARGINAL -WAY S, TUKWILLA, WA DRwTS DATE 4/24/19 A a REV, DESCRIPTION DATE BY REUSE OF DOCUMENTS THIS IIIET REFLECTED CEILING PLAN JOB# 2 19-31-3 - DOCUM NTANDTHE IDEAS AND M9111ERN -- DESIGNS INCORPORATED HEREIN - ARE THE PROPERTY OF MODERN BUILDING SYSTEMS PROJ. H09TLER SHACK MODULAR bLDG SHEET# BUILDING SYSTEMS C. AND ARE NOT TO BE USED IN WHOLE OR IN MODERN UILDING SYSTEMS. INC. PART FOR ANY OTHER USE OR PROJECTWno WRITTEN KING COUNTY TRANSIT A 1.1 AUTHORIZATION, ADDRESS 12400 E MARGINAL WAY S, TUKWILLA, WA DaW TS DATE 4/24/19 1 ) ( 2 REVIEWED FOR CODE COMPLIANCE APPROVED tj JUL 0 5 2019 City of Tukwila BUILDING DIVISION B A 1.45 2 jGUTTER -TYP. Roof / Plate DOWNSPOUT-TYP. IW Fin -Floor 0' - 0" 0 -Grade FOUNDATION -2' - 6" VENT-TYP. WEST ELEVATION 3/16" =1'-0" ( 1 I Ro—Of/ PlatRECEIVED 9' - 6" CITY OF TUKWILA — FASCIA -TYP. JUN 14 2019 — WINDOW TRIM -TYP. PERMIT CENTER Fin -Floor 0'-0" 0 -Grade -2' - 6" EAST ELEVATION SOUTH ELEVATION 316= 1'-0" :� 3J16" = 1' 0"L2 REV. DESCRIPTION DATE BY REUSE DFDOCUMENT3THIS DOCUMENT AND THE IDEAS AND DESIGARETHNS INCORPORATED HEREIN EPROPERTYOFMODERNBUILDING BUILDING SYSTEMS INC. AND ARE NOT TO BE USED INOft IN PART FOR ANY OTHER USE OR PROJECT WITHOUT WRITTEN AUTHORIZATION. MODERN SYSTEMS MODERN BUILDING SYSTEMS. MC. ,„,,,,.,P„P«,,,,,.,,� , .eox»o. BaBSP"RTFR nvm, wnrowuP. onwsz, CNECKOtITOVIiWEB PA6Exw+i.rt lam6utlYgayabmm.wm ©"�ornNsunnwcars�eus,IN;.zol° S"EETEXTERIOR ELEVATIONS J061� 2019-31-3 1 CUSTOMER/PLANREVIEW 6111(19 TS PROD. HOSTLER SHACK MODULAR BLDG KING COUNTY TRANSIT SHEET#I A 2.0 ADDRESS 12400 E MARGINAL WAY S, TUKWILLA, WA DRW'TS DATE 4/24/19 FLOOR CONSTRUCTION FINISH: (SEE ROOM FINISH SCHEDULE) BASE: (SEE ROOM FINISH SCHEDULE) UNDERLAYMENT: 11/32" CCP THU OUT SUBFLOOR: 23132"APA RATED SHEATHING (24) (ACTS AS 1 PERM MAX. VAPOR BARRIER) (ACTS AS AIR BARRIER) JOISTS: 2 x 8 DF #2 AT 16" O.C., DBL. 2 x 8 AT ENDS RIM JOISTS: MURPHY LVL 3100 Fb - 2.OE, 1-1/2" W x 7-1/4"D (ESR-1 387 AND ESR-2913) OFFSET RIMS: 2 x 4 OF (U.N.O.) INSULATION: R-30 U (FIBERGLASS BATTS) BOTTOM CLOSURE: FS-25 EXTERIOR WALL CONSTRUCTION PLATE HEIGHT: V-6" SIDING: FIBER CEMENT PANEL SIDING W/ 8"VERT. GROOVES OVER BARRIER WRAP SHEATHING: 7/16'0.S.B. (24/16) STUDS: 2 x 6 DF STUD GRADE AT 16" O.C. INSULATION: R-21 U (FIBERGLASS BATTS) HEADERS TO BE (2) 2x W/ MIN. R-10 INSULATION BETWEEN. SEE DOOR AND WINDOW SCHEDULE FOR SIZE. INTERIOR FINISH: (SEE ROOM FINISH SCHEDULE) VCGB - 5/8"VINYL COATED GYPSUM BOARD (ACTS AS I PERM MAX. VAPOR BARRIER) (ACTS AS AIR BARRIER) SKIRT: MATCH SIDING INTERIOR WALL CONSTRUCTION PLATE HEIGHT: 6-1 1161 (U.N.O.) STUDS: 2 x 4 HF STUD GRADE AT 16" O.C. (U.N.O.) INTERIOR FINISH: (SEE ROOM FINISH SCHEDULE) VCGB - 5/8"VINYL COATED GYPSUM BOARD CEILING NOTES CEILING HEIGHT: NOMINAL 8!-0" (U.N.O.) CEILING: (SEE ROOM FINISH SCHEDULE) ACOUSTIC TILE AND SUSPENDED T-GRID (REF: ESR-1308) ACT - Z x 2' FISSURED, ACOUSTIC CEILING TILE & SUSPENDED T-GRID INSTALL ARMSTRONG 7301 HEAVY DUTY MAIN W/ 7/8"ANGLE & BERC CLIPS SPECIAL INSPECTION REQUIRED IN SEISMIC DESIGN CATEGORIES C, D, E & F ROOF CONSTRUCTION ROOFING: 45 MIL. SURE -WELD, MULE -HIDE TPO-C (WHITE) FULLY ADHERED OVER (1) LAYER OF MIN. 1/4' DENSDECK OR USG SECUIROCK, CLASS W (ESR-1463) SHEATHING: 19/32"O.S.B. (40/20) (ACTS AS AIR BARRIER) FRAMING: 2 x 6 OF #2 AT 24"O.C. W/ CAP, SEE SHEET S3.0 INSULATION: R-6 RIGID (APPROX. I INCHES) POLYISOCYANURATE, ATSM C 1289, TYPE 11 OR III, ABOVE ROOF SHEATHING MIN. R-24 (CELLULOSE) W/ FS-25, FILL ENTIRE RAFTER CAVITY (ACTS AS 1 PERM MAX VAPOR BARRIER) OVERHANG: NONE ROOF PITCH: 1.45 IN 12 EXTERIOR NOTES CORNER BATTS: I x 4 FASCIA: I x 6 BARGE: 1 x 6 WINDOWIDOOR TRIM: 1 x 4 GUTTERS: 4�'K-LINE (PREFINISHED) DOWNSPOUTS: T'x 3" RECT. (PREFINISHED) LqZ AREA SCHEDULE (Gross Building) AREA TYPE MODS AREA Gross Building Area 1 300 SF ROOF SCHEDULE DESCRIPTION - I AREA ROOFING WALL SCHEDULE DESCRIPTION LENGTH 79-1" EXTERIOR 2X6 79-1" INTERIOR 2x4 9'-7- OCCUPANT LOAD SCHEDULE FUNCTION OF SPACE Area LOAD FACTOR OCCUPANTI LOAD BUSINESS 139 SF 100 2 ACCESSORY STORAGE 121 SF 300 1 Total 3 REVIEWED FOR CODE COMPLIANCE APPROVED, JUL 05 2019 City of TUkw1fa BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 14 2019 PERMIT CENTER RE USE OF DOCUMENTS THIS DOCUM NTAND THE IDEAS AND DES NS INCORPORATED HEREIN ARE THE PROPERTY OF MODERN 4604AUDERN BUILDING SYSTEMS BUILDING SYSTEMS INC. AND ARE MODERN BUILDING SYSTEMS. INC. NOT TO BE USED IN WHOLE OR PART FOR ANY OTHER USE OR PROJECT WITHOUTWFUTTEN AUTHORIZATION. SHEETFINISH NOTES- PRO1 HOSTLER SHACK MODULAR bLDG KING COUNTY TRANSIT ADDRESS 12400 E MARGINAL WAYS, TUKNILLA, WA JOB# 2.019-31-3 SHEET P, . A, 3.1 DATE 4/24/19 DOOR SCHEDULE Mark, Width Height I Thickness I Door Swing I Core I Lite Size I Lite Glass Face Door Finish Frame Type Frame Finish I Throat R.O. Type Hdw Group I Door Header I U-Value Remarks LHOS IHMIINSULI HALF I DUAL /TMP I MTL PT HM PT 6 3/4" G 9 (2) 2 x 6 DF #2 0.38 302 3' - 0" 1 7' - V' 1 1 3/4" 1 RHOS jHM/INSULj NRW I DUAL / TMP I MTL PT HM PT 6 314" G 9 1 (2) 2 x 6 DF #2 1 0.22 NOTES: 1: CAULK AND SEAL ALL EXTERIOR DOORS SOL, 9.0 2. ALL EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE 3 Hinge (heavyweight) T4A37864.112" x 4-1/2" U826D MK USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT (U.N.OJ 3. ALL DOOR LEADS 4-1/2" U.N.O. 1 Office Lock 45117AT 14H 626 BE 4. ALL DOORS TO HAVE AN OPENING FORCE NOT TO EXCEED 5 POUNDS 1 Surface Closer CPS7500 689 NO 1 Kick Plate K1050 1OX1.5LDWBEV CSK US32D RO 1 Gaskeling S44GR PE 1 WINDOW SCHEDULE Mark Count Width i Type Frame Glass SHGC U-VAL Air Leakage I Ext. Trim Int. Trim Window Header Comments A 1 1 6'- 2" 4' 0" XO / FIXED VINYL DUAL / LOW E I TMP 0.30 0.34 .18 CFM/SF 1 It 4 VWS (2) 2 x 6 OF #2 HORIZ. MINI -BLINDS B 1 1 4' - V' 4' - ' I FIXED I VINYL I DUAL / LOW E / ARGON / TMP 0.30 0.3 .18 CFMISF 1 x 4 VWS (2) 2 x 6 OF #2 HORIZ. MINI -BLINDS C 3 1 4'-9-14'-0-1 FIXED I VINYL I DUAL / LOW E / ARGON 1 0.30 0.3 .18 CFMISF 1 x 4 VWS (2) 2 x 6 DF #2 HORIZ. MINI -BLINDS NOTES: 1. CAULK AND SEAL ALL EXTERIOR WINDOWS ROOM FINISH SCHEDULE Name Number Area Floor Finish Base Finish North Wall I East Wall South Wall West WaII Ceiling Finish Comments HOSTLER OFFICE 301 150 SF VCT RB VCGB VCGB VCGB VCGB ACT STORAGE 302 131SF VCT RB VCGB I VCGB I VCGB I VCGB ACT 6'-2" 2 _1" 2'-1" 2'-0" 111 _WINDOW TYPE W REVIEWED FOR CODE COMPLIANCE APPROVED JUL 05 2019 RECEIVED CITY OF TUKWILA JUN 14 2019 City of Tukwila BUILDING DIVISION REUSED DOCUMEMSTHIS SHEET SCHEDULES DOCUMENT AND THE IDEAS AND PRO1 HOSTLER SHACK MODULAR BLDG DESIGNS INCORPORATED HEREIN ARE THE PROPERTY OF MODERN OVARPRIERIN 19 BUILDING SYSTEMS BUILDING SYSTEMS INC. AND ARE HOLE GRIN NOTTFOR MODERN BUILDING SYSTEMS, INC. PART ANY OTHER OR , :< P,o.eox naawwa xno+n, Auusvx�, oR ms� KING COUNTY TRANSIT PROJ CTWrrHOTHE UT WRn-fEN AUTHORIZATION. alloo nwew!oixo srsrEres..i mm ADDRESS 12400 E MARGINAL WAY S, TUKWILLA, WA PERMIT CENTER -3 SHEET # A 3.2 DRwTS DATE 4/24/19 DOOR ROUGH OPENING SCHEDULE EXTERIOR DOORS A METAL DOOR W/ HOLLOW METAL FRAME (WELDED) R.O. WIDTH CALL SIZE + 4-112" R.O. HEIGHT CALL SIZE + 2-1/8" B DBL. METAL DOORS W/ HOLLOW METAL FRAME (WELDED) R.O. WIDTH CALL SIZE + 4-1/Z' R.O. HEIGHT CALL SIZE + 2-1/8" G. STOREFRONT DOOR R.O. WIDTH CALL SIZE + 4-1/2" R.O. HEIGHT CALL SIZE + 2-1/0' D TIMELY SPLIT MEDIA DOOR R.O. WIDTH CALL SIZE + 1-1/4" R.O. HEIGHT CALL SIZE + 1" El METAL DOOR W/ WOOD R.O. WIDTH FRAME (PEASE & STANLEY) (INSWING) CALL SIZE + 2" R.O. HEIGHT CALL SIZE + 2" E2 METAL DOOR W/ WOOD FRAME (PEASE & STANLEY) (OUTSWING) R.O. WIDTH CALL SIZE + 2" R.O. HEIGHT CALL SIZE + 1-9/16" F STOCKER DOOR R.O. WIDTH CALL SIZE + 1-1W I R.O. HEIGHT CALL SIZE + 1" METAL DOOR W/ HOLLOWMETAL FRAME (KNOCK-DOWN)G R.O. WIDTH CALL SIZE + 2" R.O. HEIGHT CALL SIZE + I" INTERIOR DOORS 1 HOLLOW I SOLID WOOD DOOR W1 WOOD FRAME R.O. WIDTH CALL SIZE + 2'* R.O. HEIGHT CALL SIZE + 2-118" 2 TIMELY FRAME R.O. WIDTH CALL SIZE + 1-1/4" R.O. HEIGHT CALL SIZE + V 3 POCKET DOOR R.O. WIDTH 2 x CALL SIZE + 2" R.O. HEIGHT CALL SIZE + 4" 4 81-PASS DOOR R.O. WIDTH CALL SIZE R.O. HEIGHT CALL SIZE + 2-118" 5 BI-FOLD DOOR R.O. WIDTH CALL SIZE R.O. HEIGHT CALL SIZE + 5/8!' NOTE: ALL TRIMMER HEIGHTS = R.O. CALL SIZE MINUS 1-112" FASTENING/SCHEDULE MINIMUM NUMBER OF NAILS FOR WOOD MEMBERS (FXCFPT AS NOTED ON DRAWINr91 CONNECTION NO. / SPACING RIM JOIST TO FLOOR JOIST 3 PER JOIST 30 JOIST TO JOIST 2 ROWS AT 12"O.C. U BLOCKING 2 EACH END STUDS TO PLATES - END NAIL 2 EACH END AT2x4 STUDS TO PLATES - END NAIL 3 EACH END AT2x6 BLOCKING 2 EACH END JAMB STUD TO 4x HEADER MIN. 4 EACH END JAMB STUD TO 2x HEADER MIN. 2 EACH END STUD TO STUD (CRIPPLE, ETC.) 8"O.C. UPPER TOP PLATE TO LOWER 2 EACH SIDE OF STUD TOP PLATE BOTTOM PLATE TO FLOOR 2 EACH SIDE OF STUD RIM JOIST TO RAFTER 3 PER RAFTER U. RIM JOIST TO TRUSS MIN, 2 PER TRUSS O RAFTER TO RAFTER 2 ROWS AT 12'O.C. BLOCKING 2 EACH END 2 x 4 LEDGER 2 ROWS AT 6"O.C. .2x BRACE TO RAFTER 4 AT RAFTER NOTES: 1. ALL FASTENERS ARE 12d (.131), USE HDG FASTENERS OR EQUAL AT P.T. MEMBERS 2. SUBSTITUTION OF CONNECTORS SPECIFIED IN THIS DRAWING SET IS ALLOWED FOR EQUAL OR BETTER CONNECTOR PRODUCTS REUSE OF DOCUMENTS THIS DOrUMENTAND THE IDEAS AND DESIGNS INCORPORATED HEREIN ARE THE PROPERTY OF MODERN t#9 ,AUDERN BUILDING SYSTEMS BUILDING SYSTEMS INC. AND ARE Nc� NOT TO BE USED IN WHOLE OR IN omum=7— PART FOR ANY OTHER USE OR PROJECTWrTHOUT WRITTEN P.O. — 110, — — R—. AJI—L OReTSrB NECK OtrtouR W. PAGE: rAv".imaemwmim"rnmm.mm AUTHORIZATION. STANDARD SHEATHING FASTENING - U.N.O. FROM ESR-1 539 JULY 2018 MIN. SPACING TYPE LENGTH FLOOR SHEATHING (UNBLOCKED) 23132" CDX OR O.S.B. OR STURDI - FLOOR T&G 16"EDGE 8- FIELD 18d(.113) I RING -SHANK 2-318" FLOOR UNDERLAYMENT (GLUE AND STAGGER JOINTS) 11132, CCP 18-EDGE 1#7SCREWS 18"FIELD I -5/8' EXT. ENDWALL SHEATHING (ALL EDGES SUPPORTED) 7116" O.S.B. 4"' EDGE 18- FIELD 115GA. STAPLE MIN. 7116- CROWN 2- EXT. SIDEWALL SHEATHING (ALL EDGES SUPPORTED) 7/16"O.S.B, 16" EDGE 112" FIELD 15 GA. STAPLE I MIN. 7/16- CROWN 2" -- ROOF SHEATHING (UNBLOCKED) 19132"O.S.B. T&G 1 WEDGE 1 8- FIELD 18d(.113) I GALVANIZED *SPECIAL INSPECTION REQUIRED CODE COMPLIANCE APPROVED CITY OF TKWILA JUL 05 2019 JUN 14 2019 City of Tukwila PER BUILDING DIVISION 11 h %�!!!ET DATA SCHEDULES PROJ. HOSTLER SHACK MODULAR BLDG KING COUNTY TRANSIT ADDRESS 12400 E MARGINAL WAYS, TUKWILLA, WA MIT CENTER JOB# 2019-31-3 I A �3.3 DRwTS I DATE 4/24/19 DOOR TRIM SIDING ALIGN 2 x 6 STUDS W/ SHTG DOOR FRAME WALL BRACKET - TYP. INT. FINISH — SIDING ✓ - (6-3/4" THROAT) SHTG THRESHOLD SET HEADER 'T METAL IN SEALANT �ry — DOOR TRIM PAN FLASHING w INT. FINISH & FLASHING n o "J J STUDS � P.T. 2 x 8 OFFSET RIM m HEAT PUMP WALL BRACKET DOOR FRAME a W/ (3) SIMP.1/4" DIA. x 4-1/2" L. R FRAME (6-3/4" THROAT) LU �— SDS SCREWS AT EA. LEG (6) (6-�4 THROAT) SCREWS TOTAL JAMB HEAD THRESHOLD ::::i WINDOW WINDOW TRIM SIDING �\ SHTG. — INT. FINISH STUDS JAMB EXTERIOR DOOR DETAILS 1 112" =1'-0" SHTG. INT. FINISH SIDING 'T METAL HEADER WINDOW TRIM WINDOW HEAD WINDOW DETAILS SILL Ill WINDOW WINDOW TRIM SIDING SHTG. SILL =1111`�A REVIEWED FOR CODE COMPLIANCE APPROVED JUL 05 2019 City of Tukwila BUILDING DIVISION HEAT PUMP WALL BRACKET RECEIVED CITY OF TUKWILA JUN 14 2019 PERMrr CENTER REV. I DESCRIPTION DATE BY REUSEGEDOCUMENTBTHIB DOCUMENTAND THE IDEAS AND ARETHE PROPERTY INCORPORATEDHEREIN DESIGNS THE PROPERTY OF MODERN BUILDING SYSTEMS INC.ANDARE PART°BE USED RUSE OR PE PROJECT WITHOUT AUTHORIZATION UT WRITTEN '* - BERN BUILDING SYSTEMS p�ODERN BUILDING SYSTEMS INC. >„�,�.pA I }= p,",BOXtt0.8Ae3PoRTcR ROID.AW9VILLE.Oq eT226 mooenN eulnwa St'S1P.MS..I't'i"C. A SHEET DETAILS JOB# 2019-31-3 PROJ. HOSTLER SHACK MODULAR BLDG KING COUNTY TRANSIT SHEET A 5.0 ADDRESS 12400 E MARGINAL WAYS, TUKWILLA, WA DRW TS DATE 4l24/19 30'-01' 1,_0"I 4'_0" t 5._0" c 51_0" c 5t_0^ 'L 5,_0„ L IV 91, FOUNDATION , 18" x 24" CRAWLSPACE VENT - TYP. ACCESS - VERIFY LOCATION 0 io I 4x8 DF #2 I #5 x V-6" DRIVE PINS AT 2'-6" O.C. - TYP. AT ENDWALLS 1 TYP. LBUILD ST2 TYP' 2 ANCE S 1.2 D #5 x V-6" DRIVE PINS 19 1 AT 6'-0" O.G. - TYP. VERTICAL TIE -DOWN S 1.1 TYP. AT SIDEWALLS ^ STRAP, TYP. (8) PLACES Iha SION FOUNDATION PLAN RECEIVED 1/4" = 1'-0" CITY OF TUKWILA A. JUN 14 2019 qF< PERMIT CENTERy.0 y( 0 11 • SSIONAL �lyG REV. DESCRIPTION DATE BY SHEET FOUNDATION PLAN JOB# N19-31-3 1 CUSTOMER/PLANREVIEW 6i11/19 TS REUSE OF DOCUMENTS THIS FOUNDATION / l j DOCUMENT AND THE IDEAS AND DESIGNS INCORPORATED HEREIN ARE THE PROPERTY OF MODERN do BUILDING SYSTEMS PRO1 HOSTLER SHACK MODULAR BLDG SHEET /� BUILDING SYSTEMS INC. AND ARE MODERN BUILDING SYSTEMS INC . PART USE DINERUSEORIN T¢£tnwNetewl�asaa4ev�x(eoa>x<woso KING COUNTY TRANSIT 0 PARTFOR rTHOTHERUSE OR P.o.BOXtto, eaoa PIIRTER ttOM,AWSYRLE, aRit)S],4 AUTHOR7ATION UTWRfC(EN c�xE:cXovrouaw®PACE:w,w.^na""aurrq,y.t^r..am DRW MO�ERNBtXLOVi^5 TEdiS.INC. MtB ADDRESS 12400 E MARGINAL WAY S, TUKWILLA, WA TS DATE 4124/19 FOUNDATION NOTES 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS. THIS STRUCTURE SHALL BE ADEQUATELY BRACED FOR WIND OR EARTHQUAKE FORCES AND TEMPORARY FORCES DURING SETTING AND ERECTION UNTIL ALL UNITS HAVE BEEN PERMANENTLY ATTACHED THERETO. REMOVE ORGANIC / SOD UNDER ALL BEARING PADS. 2. DESIGN LOADS: ROOF DEAD LOAD 12 PSF ROOF SNOW LOAD 25 PSF FLOOR DEAD LOAD 10 PSF FLOOR LIVE LOAD 50 PSF, 125 PSF (STORAGE) WIND LOAD Lambda =1.0 Vult =140 MPH (Vasd =108 MPH) 3 SECOND GUST - EXP. B SEISMIC BEARING WALL SYSTEM: Ss=1.507, F. =1.000 SDs=1,005, RISK CATEGORY It IB =1.0, SEISMIC DESIGN CATEGORY D, SITE CLASS D ALLOWABLE BEARING CAPACITY 2000 PSF AT ASPHALT 3. EXCEPT AS NOTED, DIMENSION LUMBER FOR FOUNDATION SHALL BE HEM -FIR, NO.2 AND BETTER. TREATED LUMBER SHALL BE ACID PRESSURE TREATED IN ACCORDANCE WITH AWPA STANDARD U1, USE CATEGORY UC4A, TO A MINIMUM RETENTION OF 0.40 PCF. AT PIECES IN CONTACT WITH GROUND, SAWN END GRAIN SHALL BE FIELD TREATED WITH 2% MIN. CONCENTRATION COPPER NAPHTHENATE. TREATED PLATE STOCK SHALL BE GOOD QUALITY AND SHALL NOT CONTAIN EXCESSIVE SPLITS, CHECKS OR WANE. 2 x 4 FRAMING SHALL BE HEM -FIR, STANDARD OR BETTER, TREATED 2 x 4 FRAMING SHALL MEET THE REQUIREMENTS SPECIFIED ABOVE. 4. ALL FASTENERS TO BE HOT DIPPED GALVANIZED (HDG) OR EQUAL AT P.T. MEMBERS. 5. VENT CRAWL SPACE w/ (2)15" SQ. METAL VENTS (MODERN STANDARD) (VAPOR BARRIER NOT REQUIRED AT ASPHALT) 6. CONNECT STORM WATER FROM ROOF GUTTERS AND DOWNSPOUTS AND DIRECT AWAY FROM BUILDING PAD TO AN APPROVED DRAINAGE SYSTEM. 7. FOUNDATION PLANS AND DETAILS ARE NOT REVIEWED BY BCD OR L&I, EXCEPT FOR THE SUITABILITY OF THE DESIGN TO SUPPORT THE MODULAR BUILDING. APPROVAL AND INSPECTION OF THE FOUNDATION SYSTEM IS THE JURISDICTION OF THE LOCAL BUILDING OFFICIAL. SIDING OVER SHEATHING 'Z METAL ------ SIDING OVER 15/32" P.T. PLYWD _ W/ 8d HDG AT 6" & 12" O.C. P.T. 2 x 4 AT 24" O.C. EXISTING ASPHALT TYP. CONT. CAULK AT PLATE N— PERIMETER 2x4OFW/12d AT T-0" O.C. _ o CONT. P.T. 2 x 6 W/ 04 #5 x V-6" DRIVE PINS. SEE PLAN FOR SPACING (DRIVE AT SLIGHT ANGLE) 117HI _I —• I I — REVIEWED FOR CODE COMPLIANCE APPROVED JUL 05 2019 City Of Tukwila BUILDING DIVISION PERIMETER FOOTING 3/4" =1'-0" RECEIVED CITY OF TUKWILA SIDING OVER JUN 14 2019 SHEATHING 4 x 8 OF #2 7 METAL (2) N10'S PERMITCENTER 2x4DFW/12d AT T-W O.C. 15/32" P.T. PLYWD W/ 8d HDG AT 4" & 8" O.C. (SPECIAL INSPECTION REQ'D) 4/ P.T. 2 x 4 AT 24" O.C. Z iD PRE-FAB METAL CONT. P.T. 2 x 6 W/ /^ PIER, RATED 6000# to N #5 x 1'-6" DRIVE PINS SEE SPACINGN FOR N (2) NIVS HDG I( I P.T. 2 x 12 x 2'-0" L D/ 2 ENDWALL FOOTING AT BEAM` Goers/ONAL ECG=�w 3/4" = 1'-01, f REV. DESCRIPTION DATE BY REUSE OF DOCUMENTS THIS SHE ETFOUNDATION NOTES & DETAILS Job# '019-31-3 OOCUMENTANDTHEIOEASAND ,I ARRETHEPRO RERRTvYOFMDORr�i BUILDING SYSTEMS PROS. HOSTLER SHACK MODULAR BLDG sHEE�[T1ijt 1 BUILDING8EU__E .....___ ARE MODERNBUILDINGSYSTEMS INC.KING COUNTY TRANSIT + • "� NOTTOBEUSEDMWHOLE OR IN T¢epxoHe(¢o»xaw�aa PAz�sBB�"waso PART FOR ANY OTHER USE OR p,o. HO%tto, aaaBPo 1FEn Bo muf,oRmazs PROJECT WITHOUT WRITTEN I�CKO-T WEB PAGE: "xw,mtlxw,In,gaycbacmm AUTHORIZATION. QreooOw��ntnixc.YstEres. maaotB ADDRESS 12400 E MARGINAL WAYS, TUKWILLA, WA DRW TS DATE 4/24/19 12d TOE NAIL EA. SIDE —� 4 x 8 DF, 2 (2) N10'S VERTICAL P.T. 2 x 12 x 2'-0" L. PRE-FAB METAL PIER, RATED 6000# —4 (2) N10'S HOG i �l MID -SPAN FOOTING 314" = 1'-0" S12 CS18 S INDICATED OR � � BUCKLE LOOPED AROUND FLR. RIM CS18 AS INDICATED FscY7 ON FLOOR PLAN 2x8BLK 5/8" DIA. STRAP BOLT 3/4" DIA. x 30" W/ 4" PGM DLB. HELIX AUGER ANCHOR: EXISTING 35ANC6000 (DRAW STRAP TIGHT ASPHALT AND LOCK BOLT) SAW CUT & REMOVE ' Ti ASPHALT AT AUGER G VERTICAL TIE -DOWN STRAP 314" = 1'-0, ...: REVIEWED FOR CODE COMPLIANCE APPROVED JUL 05 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 14 2019 PERMIT CENTER P". DESCRIPTION DATE BY REUSEOFDOCUMENTSTNIS SHEET DETAILS JOB# 12019-31-3 DOCUMENT AND THE IDEAS AND OADUERNFOUNDATION nR:TIIEPR PE TYoMoDE. BUILDING SYSTEMS PRo�• HOSTLER SHACK MODULAR BLDG SHEET;# BUILDING SYSTEMS INC. AND ARE TFOR USED INWHDLEORIN MODERN BUILDING SYSTEMS. INC,PART KING COUNTY TRANSIT PART FOR ANY OTHER USE OR ,�o �"TSq pppp, AuraSvictE. oRerns •2 PROJECT WITHOUT WRITTEN AUTHORIZATION. ci�[cNOUt oUR WEa Pt�Emmmmmm�Bwgayat.ne.wm p"o"vw"uu" �s sreus."c.mro ADDRESS 12400 E MARGINAL WAY S, TUKWILLA, WA DRWTS DATE 4124/19 B S 4.0 12 1.45 A TYP. ROOF ASSEMBLY ROOFING INSULATION ROOF SHEATHING (AIR BARRIER) RAFTERS INSULATION • BOTTOM CLOSURE `as Roof / Plate ® 0 CEILING TYP, EXT. WALL ASSEMBLY • SIDING BARRIER WRAP N SHEATHING (AIR BARRIER) 0 STUDS STORAGE INSULATION o i INTERIOR FINISH z 3_02 ED U TYP. FLOOR ASSEMBLY • SUBFLOOR (AIR BARRIER) • FLOOR JOISTS 3 INSULATION S 4.0 BOTTOM CLOSURE to Fin -Floor a Z� O=Grade LL _ _ -2' - 6" BUILDING SECTION QJ 3/8" = V-0„ NOTES: PER WSEC C402.5.1.2 BUILDING TEST, THE COMPLETED BUILDING SHALL BE TESTED AND AIR LEAKAGE RATE OF THE BUILDING ENVELOPE SHALL NOT EXCEED 0.40 CFM/SQ. FT. AT A PRESSURE DIFFERENTIAL OF 0.3 INCHES OF WATER GAUGE IN ACCORDANCE WITH ASTM E 779 OR AN EQUIVALENT METHOD APPROVED BY THE CODE OFFICIAL. THE AIR BARRIER SHALL BE CONTINUOUS FOR THE THERMAL ENVELOPE & ACROSS THE JOINTS & ASSEMBLIES. JOINTS & SEAMS SHALL BE SEALED, INCLUDING SEALING TRANSITIONS IN PLACES & CHANGES IN MATERIALS. PENETRATIONS OF THE AIR BARRIER & PATHS OF AIR LEAKAGE SHALL BE CAULKED, GASKETED, OR OTHERWISE SEALED IN A MANNER COMPATIBLE WITH THE CONSTRUCTION MATERIALS & LOCATION 6" x 6" x 15/32" PLYWOOD GUSSET W/ (4)15 GA. x 2" L. STAPLES EA. SIDE (2)12d - TYP. 2 x 8 OF #2 W/ TAPER CUT 2x6OF#2 2 1A5 10`-0" BUILT-UP RAFTER REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 5 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 14 2019 PERMIT CENTER KEV. UCaURIPTION DATE BY REUSE OF DOCUMENTS THIS DOCUMENT AND THE IDEAS AND DESIGNS INCORPORATED HEREIN ARE THE PROPERTY OF MODERN BUILDING SYSTEMS INC. AND ARE. NOT TO BE USED IN WHOLE OR IN PART FOR ANY OTHER USE OR PROJECT WITH WRITTEN AUrHORIZATION, BUILDING SYSTEMS MODERN BUILDING SYSTEMS. INC. P.o.Bar it0.ea69roRlFn ROPD, At,MMa\m.1.E ON o»n glEgcoUrouRwE6 RPAE•wxm,tlemtuld4gryreb"".mm puonmxewnmumssrensmc.zo,° SHEET BUILDING SECTIONS JD 2019-31-3 1 CUSTOMER/PLANREVIEW 6/11/19 TS PRDJ. HOSTLER SHACK MODULAR BLDG - KING COUNTY TRANSIT SHEET 3.O ADDRESS 12400 E MARGINAL WAYS, TUKWILLA, WA DRw TS DATE 4l24/19 ROOFING 1 CONT. 2 x 4 CONT. 2 x 4 INSULATION OVER S 4.1 SHEATHING RUN ROOFING DOWN RUN ROOFING DOWN _ OVER FASCIA &CAULK OVER FASCIA & CAULK TERM BAR W/ SEALANT - TERM BAR W/SEALANT - FASCIA FASCIA ----_� �'- '' 4'-O" MIN. PLATE SPLICE \ W/ (12)12d EA. END -TYP. 12d AT 6" O.C. 'T METAL & BLOCKING AT - INSULATION W/ FS-25 SIDING JOINTS -TYP. 7 METAL & BLOCKING AT SIDING JOINTS - TYP. STUD WI INSULATION ACOUSTIC CEILING TILE STUD W/ INSULATION — 2 x 6 CEILING BLOCK ------:.,... 2 x 6 CEILING BLOCK SIDING OVER SHEATHING INTERIOR FINISH SIDING OVER SHEATHING n SIDEWALL ROOF L'1 1" =1'-O" 1 - ROOFING S 4.1 INSULATION OVER - � SHEATHING — INSULATION W/ FS-25 STUDS W/ INSULATION AND FS-25 ABOVE CEILING ACOUSTIC CEILING TILE ff INTERIOR FINISH ENDWALL ROOF SIDING OVER SIDING OVER INTERIOR FINISH SHEATHING INTERIORFINISH SHEATHING 2xBLOCKING STUDS WI UNDERLAYMENT STUDS W/ AT 4'-0" O.C. INSULATION ( IZN ME�fALON UNDERLAYMENT 7 METAL - � r�- SUBFLOrrr�- SUBFLOOR LIP BARRIER WRAP \� J LIP BARRIER WRAP 8" BELOW EDGE OF I 8" BELOW EDGE OF SIDING SIDING OFFSET RIM OFFSET RIM �� \_ INSULATION INSULATION W/ FS-25 W! FS-25 RIM JOIST SIMP. I — W/(6) N10'S DBL. END JOIST TO RIM & (4) N1O'S TO JOIST 0 41 yr(o 3 SIDEWALL FLOOR r4l ENDWA L FLOOR �- 1" =1'-0" DATE I BY I SHEET REVIEWED FOR CODE COMPLIANCE APPROVED JUL 05 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 14 2019 PERMIT CENTER REUSE OF DOCUMENTS THIS Ut I AILS DOCUMENT AND THE IDEAS AND N ARE THE PROPERRATEDHEREI DESIGNS PR OERTYO MODERN BUILDING SYSTEMS PROJ• HOSTLER SHACK MODULAR BLDG BUILDING SYSTEMS INC. AND ARE NOTTO BE USED IN WHOLE OR IN MODERN BUILDING SYSTEMS.. INC. PARTFOR ANY OTHER USE OR ,p,FP„ pA.eox„o. eaa3 PoRIERROM,AOMSWtP, o"ors2s KING COUNTY TRANSIT PROJECTWOHOUTWRNTEN AUTHORIZATION. CRECNOUi OVR WEB PAGEwmv.meEanbuHOrgry¢k�re.mm p"o"ERRRunn x"� E s. R".zo,o ADDRESS 12400 E MARGINAL WAY S, TUKWILLA, WA JOB# 21019-31-3 i SHEET!(, S 4.0 DATE 4/24/19 ROOFING TERM. BAR W1 SEALANT FASTENERS AT 6'O.C. MAX. lelliml;w NOTE: REFERENCE MULE -HIDE DETAIL: MHT-UN-206 COVER BOARD RIGIDINSUL. 1. r,- ROOF EDGE TERMINATION QV 3-- V-0- NOTES: 1. PERIMETER AND CORNER ZONES ARE TO BE MINIMUM OF W WIDE UNLESS THE PROJECT REQUIRES FACTORY MUTUAL COMPLIANCE. CONTACT MULE -HIDE TECHNICAL DEPARTMENT FOR FACTORY MUTUAL REQUIREMENTS. 2. MULE -HIDE FASTENERS #14 x 10"SCREWS WITH 3" INSULATION WASHERS MUST BE USED FOR INSULATION ATTACHMENT. I" I" - B" 1'- 6' 1'- 6" L6" ,j 4'- 0' FIELD (18) 1 FASTENER PER EVERY 1.88 SO. FT - tl PERIMETER (26) 1 FASTENER PER EVERY 1.23 SO. FT. ROOF INSULATION FASTENING 14' = V-0" 7 SPACES AT 12* O.C. CORNERS (32) 1 FASTENER PER EVERY I SO. FT. REVIEZD FOR RECEIVED CITY OF TUKWILA CODE COMPLIANCE APPROVED JUN 14 2019 JUL 0 5 2019 PERMIT CENTER I City of TUkmdla BUILDING DIVISION AL REV. DESCRIPTION DATE BY SHEET JOB 2019-31-3 REUSE OF DOCUMENTS THIS DETAILS - DOCUMENT AND THE IDEAS AND A40DEFIN DESIGNS INCORPORATED HER MODERN HOSTLER SHACK MODULAR BLDG ARE THE PROPERTY OF MODE BUILDING SYSTEMS PROJ. SHEET# BUILDING SYSTEMS INC. AND ARE ��N BUILDING SYSTEMS. INC. - NOTTO BE USED IN WHOLE OR IN PART FOR ANY OTHER USE OR KING COUNTY TRANSIT S4.1 PROJECT WITHOUT WRITTEN MR WES PAOS AuTHORVA'nON. @MMEFN.me., ADDRESS 12400 E MARGINAL WAYS, TUKWILLA, WA DRWTS DATE 4/24/19 ENDWALL FRAMING (GRID 1) 1/2" = 1'-0" SIMP. CS18 W1 (4) N10'S EA. SIDE OF WINDOW EDGE & 6"O.C. ELSEWHERE, AT TOP & BOT. OF WINDOW OPENING - (4) STRAPS TOTAL CONT. STRAP & BLOCKING TO DBL. STUDS AT CORNER REVIEWED FOR CODE COMPLIANCE APPROVED JUL 05 2019 City of Tukwila O,lq& BUILDING DIVISION] SHEET RECEIVED CITY OF TUKWILA JUN 14 2019 PERMIT CENTER REUSEOFDOCU ENTSTHIS DETAILS D CUMENT AND THE IDEAS AND GNS INCORPD HE AREDESITHE PROPERORATTY OFEMODERRNEIN 04AIDDERN BUILDING SYSTEMS PROJ. HOSTLER SHACK MODULAR BLDG SUIIINISY TIS1I11b111REMODERN NOTTO _, DIN. OR N SUILDMG SYSTEMS MC. 7— KING COUNTY TRANSIT PARTFORANYOTIAERUSEOR PROJECT WITHOUT CHECK —WE3 MIC—N.�— AUTHORIZATION. ADDRESS 12400 E MARGINAL WAYS, TUKWILLA, WA DRWTS 9-31-3 4.2