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HomeMy WebLinkAbout505 E 3RD STREET_BLD2444_2026 CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:505 E.3rd St Permit#:2444 Parcel#:31050200401500 Valuation: 171000.00 OWNER APPLICANT CONTRACTOR Name:ARLINGTON SCHOOL DISTRICT 16 Name:Arlington School District Name:PACIFIC MOBILE STRUCTURES Address:315 N FRENCH AVENUE Address:505 E.3rd St Address: 13806 45TH Ave NE City,State Zip:ARLINGTON,WA 98223 City,State Zip:Arlington,WA 98223 City,State Zip:Marysville,WA 98271 Phone: Phone:425-327-5039 Phone:360-658-6364 LIC:PACIFMS033DC EXP: 11/08/2020 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be rported on your sales tax return Co n and cod of o!)3101. zuV l Signature Print Name Date Released By a CONDITIONS Adhere to red lined drawings and conditions on approved plans. Call for final inspection. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 3/29/2019 Mobile Home $500.00 3/29/2019 Processing/Technology Fee $25.00 3/29/2019 State Surcharge-Commercial $25.00 Total Due: $550.00 Total Payment: $0.00 Balance Due: $550.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon I �. 1 I LI oo �LcJ Cc�S el ,moo Permit Information Date 3/8/2019 Permit Number 2444 Project Name Presidents Elementary Portable Applicant Name Arlington School District Applicant Address 505 E.3rd St City,State,Zip Arlington,WA 98223 Contact Fred Owyen Phone 425-327-5039 Email fred.owyen@wavecable.com Permit Type Commercial New Site Address 505 E. 3rd St Valuation 171000.00 Status Applied Permit Issued Permit Expires Square Feet 2688 Type of Construction/Occupancy Load VE Number of Stories 1 Proposed Use Classroom portable Assigned To Raelynn Jones Property Parcel Address Legal Owner Owner Phone Zoning 31050200401500 1315 N FRENCH AVE I JARLINGTON SCHL DIST 16 1683 Special Training&Schooling Review Date TVpe Description Target Date Completed Date Assigned To Status /8/2019 obile/Modular lBuildinq Iln Review Fees Fee Description Notes Amount Mobile Home 322.10.06.00 $500.00 Processing/Technoloov Fee 341.43.00.02 $25.00 State Surcharge-Commercial 386.00.01.00 $25.00 Total $550.00 Uploaded Files Upload File Date File Uploaded By 3/8/2019 2:30:58 PM 2444 Property information.pdf Jones,Raelvnn { 3/8/2019 2:30:58 PM 2444 Application.pdf Jones,Raelvnn G COMMERCIAL APPLICATION rrJ�d*� PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223 • Phone(360) 403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BY A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANTS STATEMENT OF INTENDED USE. Name of Project:Presidents Elementary Portable valuation: $171,000 Project Address: 505 E. 3rd St., Arlington, WA 98223 Parcel ID#: 31050200401500 Legal Description See attached and drawing Owner: Arlington School District Phone Number: 360-618-6238 Address: 315 N. French Ave. City:Arlington State:WA Zip Code:98223 Engineer:David Harmsen, Harmsen & Associates Phone Number: 360-794-7811 Cell Phone: E-mail: davidh(cDharmseninc.com Address: 125 East Main Street City:Monroe State:WA Zip Code-98272 General Contractor:Mike Aldous, Pacific Mobile Structures Phone Number:360-658-6364 Cell Phone: 253-377-0741 E-mail: mike.aIdous@pacificmobile.com Address:13806 45th Ave NE City:Marysville State: WA Zip Code:98271 Contractor's License Number:PAC IFMS033DC Expiration:11/8/2020 Contact Person: Fred Owyen Phone Number: 425-327-5039 Cell Phone: 425-327-5039 E-mail:fred.owyen@wavecable.com Address: PO Box 222 city: N. Lakewood State: WA Zip Cade: 98259 Proposed Scope of Work:Installation-of portable classroom Received MAR 06 2019 REV 2015 Page 6 of 9 t �� I I I COMMERCIAL A P ICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington,WA 98223 • Phone(360) 403-3551 Project Name/Tenant Presidents Elementary Portable Site Address505 E. 3rd St. Arlington, WA 98223 Bldg/Unit/Suite IBC Construction Type Type V--- - --- --- IBC Occupancy Type Group E_ Description of Use Classroom Building Square Footage 2688 Number of Stories 1 Square Footage Per Floor2688 Will there be any Installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ❑ Compressed gas systems Fire alarm and detection systems ❑ Fire pumps [] Flammable and combustible liquids(tanks,piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure, tents(a200sq ft)or canopies(n400 sq ft) Prr vide details on any of the abo_v_eghecked items; Fire alarm devices will be connected to the main school building system Installation,changes,modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 of 9 i i - COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington • 18204 59th Ave NE• Arlington,WA 98223 • Phone(360) 403-3551 Presidents Elementary Portable Name of Project: Project Address: 505 E. 3rd St. Arlington, WA 98223 Special Inspection Firm: N/A— Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work (separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution. A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site,for review. REV 2015 Page 8 of 9 i •`.xy Q� COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections.No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner,or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. in such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Owner:Arlington School District Date.March 06, 2019 1 hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws,rules and regulation of the State of Washington. Applicants'Signature Brian Lewis March 06, 2019 Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 J rN � C� %'OMMERCIAL APB- LICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington • 18204 59th Ave NE • Arlington,WA 98223 • Phone(360) 403-3551 The following minimum information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. 12 One (1) City of Arlington Comm ercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) One (1) City of Arlington Comm ercial/Multi-Family Submittal Requirements Form Two (2) Architectural Drawings Two (2) Structural Drawings Two (2) Structural Calculations ❑NA One (1) Project Specification Manuals(if applicable) ❑NA One (1) NREC Code Compliance Forms 2 One (1) Special Inspection Requirements Forms 0 1�4N One (1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment Is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at (360)403 3551 or by email to ced@arlingtonwa.gov. I acknowledge that all items designated above are included as part of this application. REV 2015 Page 1 of 9 i i .. i i � • _ J I COMMERCIAL APPLICATION PERMIT SUBMITTAL �t� r Department of Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington, WA 98223• Phone(360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code (IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International plumbing Code(IPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code (IEBC) 9. 2015 Washington State Energy Code (WESC) 10. 2009 Accessible&Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAG 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51.11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards, Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided.(IBC Table 1804.2 &IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2) complete sets of drawings and plans.Drawings and plans must be submitted on minimum 18" X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink. blue line,or other professional media.Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 9 I ti - - COMMERCIAL APPLICATION • w r*�a PERMIT SUBMITTAL�INV Department of Community & Economic Development City of Arlington• 1820 59th Ave NE• Arlington; WA 98223 • Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. SITE PLAN — REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners (or two identifiable locations for irregular plan shapes). S. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water,sewer,gas and electrical. 10. Flood hazard areas,floodways,and design float elevations as applicable. B. [] N& ARCHITECTURAL DRAWINGS 1. [] Cover Sheet a) Building Information t. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation (show by occupancy type and total) S. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2, Architects 3. Structural Engineers 4. Owner 5, Developer 6. Any other Design Team Members 2. [ Floor Plan a) Plan view 118"minimum scale_ Details a minimum Winch scale, b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable_ i) Provide a door and door hardware schedule, REV 2015 Page 3 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 j) Show the location of all new walls, doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors, windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. [] K Reflected Ceiling Plan a) Plan view 118"minimum scale.Details a minimum %4-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑RR Framing Plan a) Specify the size,spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom, handrail and guardrail dimensions. 5. ❑ M Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height, b) Eight feet or less, show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Godes. C. []NA SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ NJ\ WASHINGTON STATE ENERGY CODE 1.One (1) completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1_ The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2015 Page 4 of 9 I COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223 • Phone(360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are Issued separately.Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at(425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 I , I I Presidents Elementary Property Information Property Address: 505 E 3RD ST, ARLINGTON, WA 98223-1404 Parcel Number: 31050200401500 Legal Description: SEC 02 TWP 31 RGE 05 QTR SE - BEG 40FT N OF SW COR SE1/4 SE1/4 TH E 624.56FT TH N TO S LN CLUMS 1ST ADD TH W ALG S LN CLUMS 1ST ADD TO E LN FRENCH AVE TH S ALG E LN FRENCH AVE TAP 20FT N OF S LNSE1/4 TH E TO 1/16 LN TH N TO POB TGW FDP BEG 40FT N & 642AFT E OF SW COR SE1/4 SE1/4 TH N 417.4FT TH E 417.4FT TH S 417.4FT TH W TO POB TGW PTN CLUMS 1ST ADD TO ARLINGTON BLK 2 DAF - LOTS 8-9-10-11&12 TGW VAC ALLEY LY ADJ TO LOTS 9- 10-11 & 12 & TGW W1/2 VAC HIGH ST LY ADJ TO LOTS 8-9 & 10 TGW TH PTN BLK 3 DAF LOTS 5 THRU 16 PLUS E1/2 VAC HIGH ST LY ADJ THRTO ALSO VAC ALLEY IN BLK 3 WH LIES S OFLOT 4 Brian Lewis 1 Executive Director of Operations ARLINGTON 360-618-6238 PUBLIC SCHOOLS blewis@asd.wednet.edu EDUCATE•PREPARE.INSPIRE District Office 315 N. French Ave., Arlington, WA 98223 360-618-6200 • Fax:360-618-6221 • www.asd.wednet.edu ReoeivPd MAR 0 6 ?019 : � �b A y � , Y d ..{. •. .�• �'' ' a•W • � �' d _ ,� AV COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are issued separately. Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@artingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 i Horne f`.spafiol Contact Search LB1 •b*o Safety&Health O Claims&Insurance 10 Workplace Rights o Trades&Licensing c Washington State Department of " Labor & Industries PACIFIC MOBILE STRUCTURES INC Owner or tradesperson PO BOX 1404 CHEHALIS,WA 98532 Principals 360-748-0121 HAAKENSON,GARTH PHILLIP,PRESIDENT LEWIS County HAAKENSON,JEAN ANN,SECRETARY (End: 10/20/2014) ■ HAAKENSON,RICHARD E, OWNER,MEMBER (End: 10/20/2014) ■ ALLEY,MARKUS S,VICE PRESIDENT (End: 10/20/2016) MOORE,GRETCHEN LEE,SECRETARY (End: 10/24/2018) Doing business as PACIFIC MOBILE STRUCTURES INC WA UBI No. Business type 600 498 022 Corporation Governing persons MARYJANE SHERIDAN WALTER E SHERIDAN; License Verify the contractor's active registration/license/certification(depending on trade)and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. PACIFMS033DC Effective—expiration 03/03/1997-11/08/2020 Bond WESTERN SURETY CO $12,000.00 Bond account no. 69913574 Received by L&I Effective date 05/25/2005 05/26/2005 Expiration date Until Canceled Insurance West American Ins Co $1,000.000.00 Policy no. BKW57624779 Help us improve Received by L&I Effective date 01/30/2019 01/31/2019 Expiration date 01/31/2020 Insurance history Savings ........... .... No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period,but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees?If so,verify the business is up-to-date on workers'comp premiums. This company has multiple workers'comp accounts. Active accounts L&I Account ID Account is current. 538,935-00 Doing business as PACIFIC MOBILE STRUCTURES INC Estimated workers reported Quarter 4 of Year 2018 76 to 100 Workers" L&I account contact TO/KARLA BOWMAN(360)902-5535-Email:BOWK235@lni.wa.gov Track this contractor Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 10/23/2018 No violations Inspection no. 317951458 Location 9100 Dickey RD NW Silverdale,WA 98383 1cc�.i Help us improve W Washington"' STORMWATER SITE PLAN FOR PRESIDENT'S ELEMENTARY PORTABLE PROJECT 315 NORTH FRENCH AVE ARLINGTON, WASHINGTON 9822 FEBRUARY 25,2019 OFFIC Copy ?�`',� �: ►� ��i.ey�� N BUILDING DEPARTMENT z t' 'l APPROVED DATE 1* S :�° NO CHANGES AUTHORIZED ^'Clgfi .tit�j�+?4{c UNLESS APPROVED BY THE -�''' BUILDING INSPECTOR HARMSEN Received LIAR 0 6 2.n1q �L� 2yL1y SNOHOMISH C:'OU.A+TY ISLAND COUNT)' SKAGIT COUNTY 125 E Main Street.Suite 104 840 SE 0i Avenue,Suite 102 603 South First Streel Monroe.Washington 98272 Oak Harbor,Washington 98277 Mount Vernon,Washington 98273 tek 360. 794.781 l 1 fax:360.905.9732 tel:360.675.5973 1 fax:360.675.7255 tel:360.336,9199 1 fax:360.982.2637 ww wMarmsenllc.coin MIN I STORMWATER SITE PLAN FEBRUARY 20, 2019 ECHELBARGER GRADING PROJECT PAGE 1 MR 1 : PREPARATION OF STORMWATER SITE PLANS DRAINAGE PLAN DESCRIPTION This stormwater site plan is for the proposed President's Elementary Portable Project. The project lies along the north side of E 3rd St and east of North French Ave (tax parcel 31050200401500), see Figure 1: Vicinity Map. The project activities will consist of bringing in a new portable building, diverting the existing emergency access around it and constructing new utility lines for the portable. The new impervious surface of the portable roof will be infiltrated and will not contribute to site runoff. The site is a fully developed school and the topographic map of the site shows that the ground is generally level with a slight descent to the northwest. Elevations range from 172 in the south to 170 in the north. Currently runoff infiltrates in the play fields or sheet flows to catch basins on the site. The catch basins convey the runoff to a large infiltration trench. METHODOLOGY The drainage design for the project was prepared using the requirements of the Department of Ecology Stormwater Managament Manual For Western Washington (2014). The site has more than 35% impervious cover and is a redevelopment. This project will create more than 2000 sf but less than 5000 sf of hard surface. This project wil not convert 3/4 acres of vegetation to lawn nor will it convert 2.5 acres of vegetation to pasture. Therefore only Minimum Requirements 1-5 apply. SOILS DESCRIPTION A Geotechnical Engineering Evaluation has been prepared by Nelson Geotechnical Associates, Inc. A study of the site conditions and conclusions and recommendations can be found in their report dated October 11, 2002. Their soil logs generally agree with the SCS soil designation, except that the upper soils contain more fines than typical for an outwash soil. The soil logs reveal a sandy gravelly soil below approximately 5-6 feet. The report includes recommendations for infiltration rates to be used for storm water facilities. Based on the results of sieve analyses the soil is being viewed as a medium sand. Therefore, per Vol III-3.1.1, the design will use 30 If per 1,000 sf of roof surface for trench sizing. CRITICAL AREAS There are no critical areas that will be affected by this project. It is located in the midst of an existing school development. STORMWATER SITE PLAN FEBRUARY 20, 2019 ECHELBARGER GRADING PROJECT PAGE 2 MR 2: SWPPP NARRATIVE A Construction Stormwater Management Plan has been prepared as part of the construction drawings and is submitted for review and approval by the City of Arlington. The 13 Required Elements are addressed as follows: Element #1: Mark Clearing Limits The construction plans delineate the clearing limits and they will be marked in the field prior to construction. Element #2: Establish Construction Access Construction access will be taken from the existing paved access on the east side of the property, marked on plans. Element #3: Control Flow Rates It is anticipated that construction will take place during the drier summer months of the year as to not disrupt the school. The underlying soils are sand and gravel. It is anticipated that runoff from the site will be minimal since the disturbance area is small and much of the precipitation should infiltrate. Element #4: Install Sediment Controls Sediment controls and their installation are discussed and located on the project plans and in MR3 in this report. BMP C233, Silt Fence Element #5: Stabilize Soils Bests Management Practices (BMP's) will be used to control sediment transport during construction, see the project plans and MR3 in this report for additional discussion. BMP C120, Temporary & Permanent Seeding BMP C121, Mulching BMP C123, Plastic Covering BMP C125, Topsoiling Element #6: Protect Slopes New slopes within the project will be limited to a maximum of 3 horizontal to 1 vertical. There are no steep slopes in the project area that will be impacted by the proposed construction. Element #7: Protect Drain Inlets BMP C220, Storm Drain Inlet Protection will be used in the nearby catch basins. Element #8: Stabilize Channels and Outlets No channels will be constructed as part of the work. i STORMWATER SITE PLAN FEBRUARY 20, 2019 ECHELBARGER GRADING PROJECT PAGE 3 Element #9: Control of Pollutants • All pollutants, including waste materials and demolition debris, that occur on-site shall be handled and disposed of in a manner that does not cause contamination of stormwater. Cover, containment, and protection from vandalism shall be provided for all chemicals, liquid products, petroleum products, and non-inert wastes present on the site (see Chapter 173-304 WAC for the definition of inert waste). On-site fueling tanks shall include secondary containment. 0 Maintenance and repair of heavy equipment and vehicles involving oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff must be conducted using spill prevention measures, such as drip pans. Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. e Application of agricultural chemicals, including fertilizers and pesticides, shall be conducted in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Manufacturers' recommendations for application rates and procedures shall be followed. • BMPs shall be used to prevent or treat contamination of stormwater runoff by pH modifying sources. These sources include, but are not limited to, bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, and concrete pumping and mixer washout waters. Stormwater discharges shall not cause or contribute to a violation of the water quality standard for pH in the receiving water. Element #10: Control De-Watering No dewatering is expected as no excavation to the water table is anticipated. Element#11: Maintain BMP's Notes for the maintenance of erosion control facilities are included in the DOE manual for the applicable BMP. Element #12: Manage the Project The project will be subject to seasonal work limitations, site inspection and monitoring as required by the City of Arlington. Erosion control monitoring and supervision will be managed by the contractor. , KP is )E:: AM Pcan:aen:r`,CM01.5\;tom kvter 5i:*p!an Pr"3damIa Partnbi3.doc i STORMWATER SITE PLAN FEBRUARY 20, 2019 ECHELBARGER GRADING PROJECT PAGE 4 Element #13: Protect On-Site Stormwater Management BMPs The roof infiltration trenches should be installed without compacting the soils at the trench bottom and the protected from sediment and disturbance. MR 3: WATER POLLUTION SOURCE CONTROL Source control measures such as parking lot sweeping, maintenance of the storm drainage system, proper container storage of wastes, and others as they apply, will be used to prevent pollutants from entering the stormwater. The school will continue its current maintenance programs. MR 4: PRESERVATION OF NATURAL DRAINAGE The project proposes to infiltrate runoff and match the current conditions. MR 5: ON-SITE STORMWATER MANAGEMENT The site is proposing to utilitze full downspout infiltration as detailed in Vol III-3.1.1 of the Department of Ecology Stormwater Management Manual for Western Washington. The infiltration trenches were designed with medium soil conditions for, 30 LF per 1,000 SF of impervious surface. Two 40x2 trenches, one on either side of the portable, will be adequate to infiltrate the new roof runoff. The runoff from the new hardsurface for the diverted emergency access will continue to sheetflow onto the lawn. FIGURES SITE E FIGURE 1: VICINITY MAP �� 11 .W �f• r� is i 1 • ``AAJ,, t . m 7 . uI ' ✓� a ud �m�+uey{un0 N FIGURE 2: EXISTING SITE l i t ry.. i-1 1 ' l .i.i.•'� I 'iLn tie lW- - �'^"^OC! NORTH ` �. � '°• -t- - �, I. �GU E 2A: XISTING BASIN MAP SITE Lmmmmmj e ti 1` r x ar OIL CIN — \ Y ,N, l � 7 FIGURE 3: DEVELOPED SITE MAP i APPENDIX A SOILS REPORT i October 11, 2002 Mr. Thomas Chapel Hutteball& Oremus Architecture 720 Market St., Suite H Kirkland, Washington 98033 Geotechnical Engineermg Evaluation Presidents Elementary School Replacement Building Arlington Public Schools Arlington, Washington NGA File No. 356502 Dear Mr. Chapel: We are pleased to submit two copies of this report titled "Geotechnical Engineering Evaluation — Presidents Elementary School Replacement Building — Arlington Public Schools — Arlington, Washington." This report documents our subsurface exploration program within this site and presents our geotechnical recommendations for site development. It has been a pleasure to provide service to you on this project. If you have any questions or require further information,please call. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Khaled M. Shawish,PE Senior Engineer Geotechnical Engineering Evaluation Presidents Elementary School Replacement Building Arlington Public Schools Arlington, Washington INTRODUCTION This report represents the results of our geotechnical engineering investigation and evaluation of the Presidents Elementary School project in Arlington, Washington. The site is located at 401 North French Avenue as shown on the Vicinity Map in Figure 1. The purpose of this investigation is to explore and characterize the soil conditions within the site, and provide recommendations for site development. For our use in preparing this report, we have been provided with plans titled "Presidents Elementary School, Arlington School District No. 16, Preliminary Architectural Site Plan," prepared by Hutteball & Oremus Architecture , dated July 18, 2002 and a faxed preliminary site plan showing the proposed building areas also titled "Presidents Elementary School, Arlington School District No. 16, Preliminary Architectural Site Plan," dated October,2002. PROJECT DESCRIPTION Development within this property is proposed to consist of a new classroom building that will be located within the current playground and baseball fields, a new soccer field, new baseball field, and parking. The existing Washington and Lincoln classroom buildings will be demolished as part of site development. The existing school district offices within the Roosevelt Building will remain as the district offices. Paved parent and visitor, staff, and bus parking is planned in the southern portion of the site. A new hard surface play area will be located east of the new building. A community park and a soccer field are planned in the area of the current Lincoln and Washington Buildings, respectively. We understand that you plan to infiltrate storm water on-site. Specific storm water infiltration areas were not established at the time of this report, but we have provided preliminary input for areas where infiltration may be possible. SCOPE The purpose of this study is to explore and characterize the site subsurface conditions, and provide recommendations for site development. Specifically, our scope of services includes the following: 1. Review geologic and soils maps of the area. 2. Explore the site subsurface soil and ground water conditions with nine, 9- to 10-foot deep, and three, 14- to 15-foot deep exploratory borings. The drill rig will be subcontracted by NGA. i I Geotechnical Engineering Evaluation Presidents Elementary School Arlington Public Schools October 11,2002 NGA File No. 356502 Page 2 3. Provide recommendations for site grading and earthwork, including structural fill material and compaction requirements. 4. Provide recommendations for foundation support including bearing pressures and elevations, design, and anticipated settlements. 5. Provide recommendations for slabs-on-grade. 6. Provide recommendations for lateral earth pressures for walls. 7. Provide recommendations of subgrade modules for design of pavements and slabs. 8. Provide recommendations for site drainage and erosion control. 9. Document the results of our explorations and findings, and conclusions and recommmendations in a written geoteclmical report. SITE CONDITIONS Surface Conditions The site is located at the northeastern corner of the intersection of North French Avenue and 3" Avenue in Arlington. The entire project site is an approximately 13-acre, roughly L-shaped area and is relatively flat. The current site layout is shown on the Site Plan in Figure 2. The existing school site occupies the western portion of the property and consists of four, 1-story buildings and two multi-story buildings. An asphalt-covered play yard is bordered by the Roosevelt and Washington Buildings, to the north and west, and to the east by Gifford Street. A row of young to mature cedar trees is located along the southwestern portion of Gifford Street and a mature cedar is located in the play yard area. The baseball field area east of the school is covered with grass. A playground is located within the southwestern portion of this area. We did not observe surface water on the site during our site visit on September 18, 2002. Subsurface Conditions Geology: The Geologic Map of the Arlington East Quadrangle. Snohomish County, Washington, by James P. Minard (U.S.G.S., 1985) was referenced for the geologic conditions at the site. The site is mapped as the Arlington Gravel Member of the Recessional Outwash deposits (Qvra). The Arlington Gravel deposit consists of sand and gravel. Our explorations generally encountered sand and gravel consistent with the description of the Recessional Outwash deposit. Explorations: The subsurface conditions within the site were explored on September 18, 2002 by excavating twelve borings to depths ranging from 9 to 16 feet below the existing surface using a truck- NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Presidents Elementary School Arlington Public Schools October 11,2002 NGA File No. 356502 Page 3 mounted drill rig. The approximate locations of our explorations are shown on the Site Plan in Figure 2. A geologist from Nelson Geotechnical Associates, Inc. (NGA) was present during the explorations, examined the soils and geologic conditions encountered, obtained samples of the different soil types, and maintained logs of the borings. The soils were visually classified in general accordance with the Unified Soil Classification System, presented in Figure 3. The logs of our borings are attached to this report and are presented as Figures 4 through 15. We present a brief summary of the subsurface conditions in the following paragraph. For a detailed description of the subsurface conditions,the logs of the borings should be reviewed. We encountered between 0.3 to 0.5 feet'of asphalt at the surface in Borings 1, 2, and 3 and approximately 1.0 feet of crushed rock below the asphalt in Boring 1. Below the asphalt and crushed rock in these borings, and Boring 12 at the surface in Borings 4 and 5 and below the sod and topsoil in Borings 7, 9, and 11,we encountered approximately 2 to 6 feet of orangish-brown, fine to medium sand, to silty fine to medium sand. We interpreted this soil to be weathered outwash. Approximately 3 feet of brown, silty sand with gravel, interpreted to be fill, was encountered below the sod and topsoil in Borings 8 and 10. Below the fill and weathered soils in all of the borings, we encountered brownish-gray, medium to coarse sand with gravel, to gravel with sand interpreted as outwash. This material extends to the depth explored in all of the borings with the exception of Bornngs 10 and 11. In Borings 10 and 11, we encountered gray, silty fine to coarse sand with gravel. This soil was interpreted as glacial till below the outwash material. Borings 10 and 11 were ternunated in the till. We did not explore areas beneath or next to existing buildings. Additional stripping may be required in the vicinity of the existing buildings if unexplored fills exist in those areas. Hydrologic Conditions Ground water seepage was not encountered in any of the borings. We did not observe indications of high ground water conditions. The ground water table on this site appears to be relatively deep and should not impact development. With the presence of till in two of the borings, perched ground water may occur at this level. Perched water occurs when surface water infiltrates through less dense, more permeable soils and NELSON GEOTECHNICAL ASSOCIATES, INC. I Geotechnical Engineering Evaluation Presidents Elementary School Arlington Public Schools October 11,2002 NGA File No. 356502 Page 4 accumulates on top of the underlying, less permeable soils. The more permeable soils consist of the outwash sands. The less permeable soils consist of the underlying glacial till. Perched water does not represent a regional ground water "table" within the upper soil horizons. Perched water tends to vary spatially and is dependent upon the amount of rainfall. We would expect the amount of ground water to decrease duruig drier times of the year and increase during wetter periods. If perched water is encountered in planned cuts or exposed subgrade, it should be controlled with open ditches or underground cut-off or "French" drains. This is further discussed in the Drainage subsection of this report. SENSITIVE AREA EVALUATION Seismic Hazard The project is located within Zone 3 of the Seismic Zone Map shown as Figure 16-2 of the 1997 Uniform Building Code (UBC). This corresponds to a Seismic Zone Factor, Z, of 0.3. Since medium dense soils were encountered underlying the site, the site conditions best fit the UBC description for Soil Profile Type Sc. Hazards associated with seismic activity include liquefaction potential and amplification of ground motion. Liquefaction is caused by a rise in pore pressures in a loose, fine sand deposit beneath the ground water table. The medium dense outwash sands and glacial till interpreted to underlie the site have a low potential for liquefaction or amplification of ground motion. Erosion Hazard The erosion hazard criteria used for detenmination of affected areas includes soil type, slope gradient, vegetation cover, and ground water conditions. The erosion sensitivity is related to vegetative cover and the specific surface soil types, which are related to the underlying geologic soil units. The Soil Survey, Snohomish County Area. Washington, by the Soil Conservation Service (SCS) was reviewed to determine the erosion hazard of the on-site soils. The site surface soils were classified using the SCS classification system as Everett gravelly sandy loam, 0 to 8 percent slopes. This unit is listed as having slight erosion hazard. NELSON GEOTECHNICAL ASSOCIATES, INC. I II 1 � Geotechnical Engineering Evaluation Presidents Elementary School Arlington Public Schools October 11, 2002 NGA File No. 356502 Page 5 CONCLUSIONS AND RECOMMENDATIONS General It is our opinion, from a geotechnical standpoint, that the site is compatible with the planned development. Our explorations within the site indicated that the site is underlain by outwash sands and glacial till. These soils should provide adequate support for the planned improvements. We recommend that the structure be designed utilizing shallow foundations. Footings should extend through any loose surficial soil and be founded on the medium dense or better native soils or structural fill extending to these soils. Medium dense or better soils should typically be encountered about 2 to 4 feet below the existing surface. This is discussed further in the Foundations sub-section of this report. On average, we encountered silty fine to medium sand, and fine to medium sand in the upper approximate 5 feet underlain by clean sand and gravel across the site, with the exception of the eastern portion of the site. The sand and gravel material should be suitable for storm water infiltration. Snohomish County requires a 5-foot separation between the bottom of the infiltration systems and high ground water elevations. We therefore should be retained to review specific infiltration trench locations prior to finalizing design. We did not encounter ground water in any of the borings. The deeper sand and gravel is not considered to be moisture-sensitive, but the surficial, siltier soils are moisture sensitive and may disturb when wet. We recommend that construction take place during the drier summer months. However, if construction takes place during the wet season, additional expenses and delays may be expected due to the wet conditions. Additional expenses could include the need for placing a blanket of rock spalls on exposed subgrades, construction traffic areas,and paved areas prior to placing structural fill. The on-site soils may be used as structural fill provided they can be compacted to plan specifications. NGA should be retained to determine if the on-site soils can be used as structural fill material duruig construction. Erosion Control Measures The erosion hazard for the on-site soils is considered slight but will be dependent on how the site is graded and water is allowed to accumulate. Best Management Practices (BMPs) should be used to control erosion. Areas disturbed during construction should be protected from erosion. Measures taken may include diverting surface water away from the stripped areas. Silt fences or straw bales should be erected to prevent muddy water from leaving the site. Disturbed areas should be planted with vegetation NELSON GEOTECHNICAL ASSOCIATES, INC. 1 1 i Geotechnical Engineering Evaluation Presidents Elementary School Arlington Public Schools October 11,2002 NGA File No. 356502 Page 6 as soon as practical. The vegetation should be maintained until established. The erosion potential of areas not disturbed should be minimal. Site Preparation and Grading The first step of site preparation after removal of the existing structures should be to remove the asphalt, grasses, fill, or any loose soils to expose medium dense or better native soils in new foundation, slab, and pavement areas. If the ground surface, after site stripping, should appear to be loose, it should be compacted to a non- yielding condition and then proofrolled. Areas observed to pump or weave should be reworked to structural fill specifications or overexcavated and replaced with properly compacted structural fill or rock spalls. If significant surface water flow is encountered during construction, this flow should be diverted around areas to be developed. Foundations Conventional shallow spread foundations should be placed on undisturbed medium dense or better native soils or be supported on structural fill or rock spalls extending to those soils. Where less dense soils are encountered at footing bearing elevation,the subgrade should be overexcavated to expose suitable bearing soil. The overexcavation may be filled with structural fill, or the footing may be extended down to the bearing native soils. If footings are supported on structural fill, the fill zone should extend outside the edges of the footing a distance equal to one-half of the depth of the overexcavation below the bottom of the footing. Footings, including interior footings, should extend at least 18 inches below the lowest adjacent finished ground surface for frost protection and bearing capacity considerations. Minimum foundation widths of 18 and 24 inches should be used for continuous and isolated spread footings, respectively. Standing water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. For foundations constructed as outlined above, we reconunend an allowable design bearing pressure of not more than 2,500 pounds per square foot (psf) be used for the footing design for footings founded on NELSON GEOTECHNICAL ASSOCIATES, INC. �I I � 1 Geotechnical Engineering Evaluation Presidents Elementary School Arlington Public Schools October 11,2002 NGA File No. 356502 Page 7 the medium dense or better glacial till soils or structural fill extending to the native material. The foundation bearing soil should be evaluated by a representative of our firm. We should be consulted if higher bearing pressures are needed. Current Uniform Building Code (UBC) guidelines should be used when considering increased allowable bearing pressure for short-term transitory wind or seismic loads. Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less than 1 inch total and 1/2 inch differential between adjacent footings or across a distance of about 30 feet, based on our experience with similar projects. Lateral loads may be resisted by friction on the base of the footing and passive resistance against the subsurface portions of the foundation. A coefficient of friction of 0.35 may be used to calculate the base friction and should be applied to the vertical dead load only. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. An equivalent fluid density of 200 pounds per cubic foot (pcf) should be used for passive resistance design for a level ground surface adjacent to the footing. This level surface should extend a distance equal to at least three times the footing depth. These recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate values for frictional and passive resistance, respectively. To achieve this value of passive resistance, the foundations should be poured "neat" against the native medium dense soils or compacted fill should be used as backfill against the front of the footing. We recommend that the upper 1-foot of soil be neglected when calculating the passive resistance. Structural Fill General: Fill placed beneath foundations, pavement, or other settlement-sensitive structures should be placed as structural fill. Structural fill,by definition, is placed in accordance with prescribed methods and standards and is monitored by an experienced geotechnical professional or soils technician. Field monitoring procedures would include the performance of a representative number of in-place density tests to docuiment the attainment of the desired degree of relative compaction. The area to receive the fill should be suitably prepared as described in the Site Preparation and Grading subsection prior to beginning fill placement. Materials: Imported structural fill should consist of a good quality, free-draining, granular soil, free of organics and other deleterious material and be well-graded to a maximum size of about 3 inches. NELSON GEOTECHNICAL ASSOCIATES, INC. 1 �� 1 Geotechnical Engineering Evaluation Presidents Elementary School Arlington Public Schools October 11,2002 NGA File No. 356502 Page 8 Imported, all-weather fill should contain no more than about five percent fines (soil finer than U.S. No. 200 sieve,based on that fraction passing the U.S. 3/4-inch sieve). The use of on-site soils as structural fill should be feasible, but will be dependent on moisture content and weather conditions. We should be retained to evaluate structural fill material prior to construction. Some drying of the native material may be required to facilitate compaction even during the dry season. Fill Placement: Following subgrade preparation, placement of structural fill may proceed. All backfilling should be accomplished in uniform lifts up to 8 inches thick. Each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas, and within 2 feet of pavement subgrade, should be compacted to a minimum of 95 percent of its maximum dry density. Maximum dry density, in tivs report, refers to that density as determined by the ASTM D-1557 Compaction Test procedure. Fills more than 2 feet beneath pavement subgrades should be compacted to at least 90 percent of their maxnmmn dry density. The moisture content of the soils to be compacted should be within about 2 percent of optimum so that a readily compactible condition exists. It may be necessary to overexcavate and remove wet soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction. Slab-on-Grade Slabs-on-grade should be supported on subgrade soils prepared as described in the Site Preparation and Grading subsection of this report. We recommend that all floor slabs be underlain by at least 6 inches of free-draining sand or gravel for use as a capillary break. We recommend that the capillary break be hydraulically connected to the footing drain system to allow free drainage from wider the slab. A suitable vapor barrier, such as heavy plastic sheeting (6-mil Minimum), should be placed over the capillary break material. An additional 2-inch-thick sand blanket may be used to cover the vapor barrier. This sand blanket is to protect the vapor barrier membrane and to aid in curing the concrete. For slab subgrades prepared as described above, we recommend using a subgrade modulus of 200 per square inch per inch (psi/in)for the purpose of designing the slab. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Presidents Elementary School Arlington Public Schools October 11,2002 NGA File No. 356502 Page 9 Pavements Pavement subgrade preparation, and structural filling where required, should be completed as recommended in the Site Preparation and Grading and Structural Fill subsections of tlus report. The pavement subgrade should be proofrolled with a heavy, rubber-tired piece of equipment, to identify soft or yielding areas that require repair. We should be retained to observe the proofrolling and recommend repairs prior to placement of the asphalt or hard surfaces. For pavement subgrades prepared as described above,we recommend using a subgrade modulus of 200 psi/in for the purpose of designing the pavement. Retaining Walls The lateral pressure acting on subsurface retaining walls is dependent on the nature and density of the soil behind the wall, the amount of lateral wall movement which can occur as backfill is placed,wall drainage conditions, and the inclination of the backfill. For walls that are free to yield at the top at least one thousandth of the height of the wall (active condition), soil pressures will be less than if movement is limited by such factors as wall stiffness or bracing (at-rest condition). We recommend that walls supporting horizontal backfill and not subjected to hydrostatic forces, be designed using a triangular earth pressure distribution equivalent to that exerted by a fluid with a density of 35 pounds per cubic foot(pcfl for yielding(active condition)walls, and 60 pcf for non-yielding(at-rest condition)walls. These recommended lateral earth pressures are for a drained backfill, are based on the assumption of a horizontal ground surface behind the wall for a distance of at least the subsurface height of the wall, and do not account for surcharges. Additional lateral earth pressures should be considered for surcharge loads acting adjacent to subsurface and retaining walls within a distance equal to the subsurface height of the wall. This would include the effects of surcharges such as traffic loads, floor slab loads, slopes or other surface loads. The lateral pressures on walls may be resisted by friction between the foundation and subgrade soil, and by passive resistance acting on the below-grade portion of the foundation. Recommendations for frictional and passive resistance to lateral loads are presented in the Foundations sub-section of this report. NELSON GEOTECHNICAL ASSOCIATES, INC. I I Geotechnical Engineering Evaluation Presidents Elementary School Arlington Public Schools October 11,2002 NGA File No. 356502 Page 10 All wall backfill should be well compacted as outlined in the Structural Fill subsection of this report. Care should be taken to prevent the buildup of excess lateral soil pressures, due to overcompaction of the wall backfill. This can be accomplished by placing wall backfill in 8-inch loose lifts and compacting it with small, hand-operated compactors within a distance behind the wall equal to at least one-half the height of the wall. Permanent drainage systems should be installed for retaining walls. Recommnendations for these systems are found in the Subsurface Drainage subsection of this report. We recommend that we be retained to evaluate the proposed wall drain backfill material and drainage systems. Storm Water Infiltration Specific storm water infiltration areas were not established at the time of this report. However, we obtained representative soil samples from borings deeper that 9 feet. Up to approximately 5 feet of weathered, soil with varying amounts of silt was encountered at the surface in the explorations. Underlying this material, we generally encountered a clean, medium to coarse sand and gravel to the extent of our borings. In Borings 10 and 11, which are located on the eastern side of the baseball fields, we encountered very dense, silty sand with gravel (glacial till)below the clean gravel layer. We performed four grain-size sieve analyses on selected soil samples in order to establish prelinunary design infiltration rates for the site soils. We referred to "Table 3.8 Alternative Recommended hifiltration Rates based on ASTM Gradation Testing," in the "Stornwater Management Manual for Western Washington," (Ecology, 2001) to classify the soil samples analyzed. This table is based on the gradation curve and provides long-term design infiltration rates. The results of the grain-size analyses are presented as Figures 16 through 19. Based on our analysis of the samples, the above referenced manual provides prelinunary infiltration rates of 3.5 to 6.5 inches per hour for the lower clean sands and gravels below approximately 5 feet in the test locations. The upper silty material has an infiltration rate of less than 0.8 inches per hour. We do not recommend terminating the infiltration system in the upper silty soils. A higher infiltration rate could be utilized based on actual field-testing. We are available to complete the required field tests prior to completion of the design or during construction to verify the design rates used. NELSON GEOTECHNICAL ASSOCIATES, INC. i i .,., I Geotechnical Engineering Evaluation Presidents Elementary School Arlington Public Schools October 11,2002 NGA File No. 356502 Page 11 Based on our borings, storm water infiltration may be possible within the site except for the areas along the eastern side of the baseball field and near the southern side of the Lincoln Building. We should be retained to observe infiltration system construction to verify soil conditions and the applicability of the infiltration rates used in the design. Site Drainage Surface Drainage: The finished ground surface should be graded such that storm water is directed to an appropriate storm water collection system. Water should not be allowed to stand in any area where footings, slabs, or pavements are to be constructed. Final site grades should allow for drainage away from the structures. We suggest that the finished ground be sloped at a nunimum gradient of 3 percent for a distance of at least 10 feet away from the structures. Surface water should be collected by permanent catch basins and drain lines, and be discharged into an appropriate discharge system. Subsurface Drainage: If ground water is encountered during constructions, we recommend that the contractor slope the bottom of the excavation and collect the water into ditches and small sump pits where the water can be pumped out and routed into a permanent storm drain. Chronic ground water condition could be controlled through the use of cut-off or "French" type drains. This can be further evaluated at the time of construction. We reconunend the use of footing drains around structures and behind retaining walls. Footing drains should be installed at least 1 foot below planned finished floor elevation. The drains should consist of a minimum 4-inch-diameter, rigid, slotted or perforated, PVC pipe surrounded by free-draining material wrapped in a filter fabric. We recommend that the free-draining material consist of an 18-inch-wide zone of clean (less than 3 percent fines), granular material placed along the back of walls. Pea gravel is an acceptable drain material or drainage composite may also be used instead. The free-dranung material should extend up the wall to 1 foot below the finished surface. The top foot of soil should consist of impermeable soil placed over plastic sheeting or building paper to minimize surface water or fines migration into the footing drain. Footing drains should discharge into tightlines leading to an appropriate collection and discharge point with convenient cleanouts to prolong the useful life of the drains. Roof drains should not be connected to wall or footing drains. NELSON GEOTECHNICAL ASSOCIATES, INC. I I I I Geotechnical Engineering Evaluation Presidents Elementary School Arlington Public Schools October 11,2002 NGA File No. 356502 Page 12 USE OF THIS REPORT NGA has prepared this report for Hutteball & Oremus Architecture, The Arlington School District, and their agents for use in the planning and design of the development planned on this site only. The scope of our work does not include services related to construction safety precautions and our reconmmendations are not intended to direct the contractors' methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. There are possible variations in subsurface conditions between the explorations and also with time. Our report, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. A contingency for unanticipated conditions should be included in the budget and schedule. We recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. We should be contacted a minimum of one week prior to construction activities and could attend pre-construction meetings if requested. Within the limitations of scope, schedule and budget, our services have been performed in accordance with generally accepted geotechnical engineering practices in effect in this area at the time this report was prepared. No other warranty, expressed or implied, is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. 0-0-0 NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Presidents Elementary School Arlington Public Schools October 11,2002 NGA File No. 356502 Page 13 It has been a pleasure to provide service to you on this project. If you have any questions or require further information,please call. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Bala Dodoye-Alali Project Geologist David L Nelson,PG Professional Engineering Geologist Khaled M. Shawish,PE Senior Engineer BAD:KMS:hnn Nineteen Figures NELSON GEOTECHNICAL ASSOCIATES, INC. i ' DI S 0 t , R TK AV ;PO PARK r Project Site 4TH ,� af C : - --o. _ ST- a Q j �-- W V r cry 1 --- t LU (7 g ' - 3RD A T 1 PARK r _ 2ND � o z ao & f sr z ST � � ;� ' �`' o RIDE r F5 z i cc .Y; ;I S_T ; z L IB -�-�_ --- ST - — -- 1 4 MAPLE ST j < - ---;----i,, � x MAPLE ST V1 UNION 02000 Thomas Bros.Maps N L E E Not to Scale a` 0 a u1 'a d V 0 PROJECT NUMBER ,� Nelson Geotechnicol No. Date Revision By CK 5 356502 Presidents Elementary School d; , A -�_ Associates, Inc. i�•. 1 9123/02 Original ADJ BAD a Arlington School District No. 16 Geotechnical Englneere & Geologiste Figure 1 19311-1351 Am NE,A-SO Sroh ccwly(42)Z37-IUO � Vicinity Map W e,WA ik-t o ''h z W.nuVhn/C—MR)76L_P)56 d (425)01-1669/Fc.481-2510 0 Z Upid all glie m 8100010e6 * eu9aul6u3 Iooiuyaa}oe6 9G 'OIL '}QU}SIG 10040S UO}6UIIJV z c+e rav e�iauo aa«s a DUI 'Sa}0170SSb -� ` w Lo m ii IDDIW409108 uos�aN �' I0040S f�Julu9w9l]3 SWOPISOM NO As uolgiwa GUM I-ON o o EP z14 0 am ar Z Qo m c LU o m W J E a E o o z J d -- vk any 4slwen6eIII4S b .�h+ � N \ C6 � yy N C N {1{ L N 9 1 O C wmIr m co 0 4e84S Uw6W4scM z g u a N wmM _ Es 103 a v _ y � is F�j4S Pio3J!�J ti '� G G I•o ❑� M cb a in � to 40w4S ON -C� V2 0 wm > ^ T V _ u ? I m I a ,f, � $ w 2° w° m I a • �r, c a v -1 fly W am£, Ct- a I iI� fN Q U enueny youeJj N — -- I UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP GROUP NAME SYMBOL CLEAN GW WELL-GRADED,FINE TO COARSE GRAVEL COARSE - GRAVEL GRAVEL GP POORLY-GRADED GRAVEL GRAINED MORE THAN 50% GRAVEL OF COARSE FRACTION GM SILTY GRAVEL RETAINED ON SOILS NO.4 SIEVE WITH FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL-GRADED SAND,FINE TO COARSE SAND SAND SP POORLY GRADED SAND MORE THAN 50% RETAINED ON MORE THAN 50% NO.200 SIEVE OF COARSE FRACTION SAND SM SILTY SAND PASSES NO.4 SIEVE WITH FINES SC CLAYEY SAND FINE_ SILT AND CLAY ML SILTINORGANIC 1 GRAINED LIQUID LIMIT CL CLAY LESS THAN 50% SOILS ORGANIC OL ORGANIC SILT,ORGANIC CLAY SILT AND CLAY MH SILT OF HIGH PLASTICITY,ELASTIC SILT MORE THAN 50% INORGANIC ' PASSES LIQUID LIMIT OH CLAY OF HIGH PLASTICITY,FAT CLAY NO.200 SIEVE 50%OR MORE ORGANIC OH ORGANIC CLAY,ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: - -- 1) Field classification is based on visual SOIL MOISTURE MODIFIERS: examination of soil in general accordance with ASTM D 2488-93, Dry-Absence of moisture,dusty,dry to the touch 2) Soil classification using laboratory tests is based on ASTM D 2488-93. Moist-Damp,but no visible water. 3) Descriptions of soil density or Wet-Visible free water or saturated, consistency are based on usually soil is obtained from - interpretation-of blowcount data, below water table visual appearance of soils,and/or test data. Project Number �� NELSON GEOTECHNICAL No. Date Revision By ctc 356502 Presidents Elementary N �Z ASSOCIATES, INC. g School 1 9l20102 Original ADJ BAD - GEOTECHNICAL ENGINEERS &GEOLOGISTS Soil Classification Chart we°W)"Om6. a dit 'hnomce Figure 3 17311-135(h A.,ME,A-5M 5526 Indud,y Lene,,2 Weoti^WA 9 721 E A W—t.—,WA M02 (4251486-1601 Fx 481.2510 —rwleaipeolech,com (5N)66s7606)Fe 61WGW m m c D Boring B-1 9 m to O J Approximate Ground Surface Elevation:160 feet Penetration Resistance 5011 Profile Sample Data (Blows/foot-■) 2. k 10 20 30 40 50 50+ -,o Installation c E u a o d o o N Ground F r o, . 3 = a Moisture Content a m >i Description o Q E a o E c� Water tQ-i 0 rn env rm o (Percent-■) _j Data 10 20 30 40 50 50- 0 Asphaft-6 Inches 0 Brown crushed rock L!J brownish-gray,medium'to coarse sand with gravel SP 19 (medium dense,dry) 5 Cobbles at 4.5 feet S - - - 5 Gray silty fine to medium sand with gravel(medium SM 14 ■ dense,dry) Brownish-gray silty fine to coarse sand with gravel — (dense,moist) ._ SM 40 J__ 10 Boring completed at 9.0 feet on 9118/02. 10 10 Groundwater was not encountered during drilling. 15 15 15 — I 20 20 20 25 25 25 i f0 LEGEND E E Depth driven and amount recovered * Liquid Limit Impervious seal P Sample pushed N with 2-inch O.D.spilt-spoon sampler + Plastic Limit Water level TV Torvane reading,tons/ft a Piezometer tip PP Pocket penetrometer reading,tonslft NOTE;The stratification lines represent the approximate boundaries between soil types and the transition may be gradual. 0 PROJECT NUMBER No. Date Revision B CK 3 356502 Nelson Geotechnical v Presidents Elementary School AssoclateS� InC. 1 9120/02 original ADJ BAD N Figure 4 Geotechnical Engineers do Geologiets Arlington School District, No. 16 Page1 of 1 koxZ".WA e � 2a aw Wenutcnee a.i.'fsuo .,- 56 a 9 ` (425)4M-W9 i •.4B,-2510 nwn nY`tegsMtc�.tom z N O C O Boring B®2 m g J Approximate Ground Surface Elevation:160 feet Soil Profile Sample Data Penetration Resistance (Blowstfoot-*) 2, Piezometer 10 20 30 40 50 5(), ° c Installation- Ground a Description a s 'o o Moisture Content a Water o p J m of n (Percent-E) Data -' 10 20 30 40 50 50+ 0 0 Asphalt-6 inches,...,,_ .,..., .,, Light brownish-gray medium to coarse sand with gravel 15 0 (medium dense,dry) SP 5 Brownish-gray silty fine to coarse sand with gravel SM 21 5 0 5 (medium dense,dry) = ............................ .. ... I Brownish-gray,medium to coarse sand with silty layers 1 and gravel(medium dense,dry) SP-SM 22 Brownish-gray,medium to coarse sand with gravel —10 (medium dense,dry) SP 26 10 10 — Brownish-gray,medium to coarse sand with gravel and SP 26 trace silt(medium dense,dry) Boring completed at 14.0 feet on 9/18102. —15 Groundwater was not encountered during drilling. 20 20 20 25 25 25 s� 8 N O LL1 f0 LEGEND L V N E Depth driven and amount recovered * Liquid Limit Impervious seal P Sample pushed w with 2-inch O.D.split spoon sampler + Plastic Limit Water level TV Torvane reading,tons/ft 0- N O Piezometer tip PP Pocket penetrometer reading,tons/ft MOTE:The stratification lines represent the approximate boundaries between soil types and the transition may be gradual. 9 PROJECT NUMBER Nelson Geotechnical No. Date Revision By CK N 356502 .00 AssacioesP Inc. Presidents Elementary School Nla , srzoroz Original RDJ eao Figure 5 Geotechnical Engineers & Geologists Arlington School District, No. 16 ;y,_MkI Ave HE,A-50 LeMe M Gr•,`425,--1666 Pagel of 9 woodmdie,wA 98072 ws:an../a wm(sasl 75+—MC ¢ (425)455-1569/F..481-2510 ... 0 i a 0 Baring B-3 a m 0 J Approximate Ground Surface Elevation:160 feet m Sall Profile Sample Data Penetration Resistance 0 (Blows/foot-0) Piezometer LL 10 20 30 40 50 50+ = c' Installation- C C] C l0 Grouna Description n o g o Moisture Content � Water l CO ca M o (Percent Data J 10 20 30 40 50 504 0 0 AliRha4-41DghQs................................ Orangish-brown medium to coarse sand with gravel and SP-sm silt(medium dense:dry),.•,., ., ...• •••... .... .s 21 � 01 5 Brownish-gray medium to coarse sand with gravel ' S T (medium dense,dry) — SP 11 ............ ..1.......... No Recovery 44 'y Boring completed at 9.0 feet on 9/18/02. 10 Groundwater was not encountered during drilling. 10 j 10 I 15 15 15 �I 20 20 20 25 25 25 : 0 LEGEND m t U Depth driven and amount recovered * Liquid Limit r Impervlous seal P Sample pushed Uj with 2-inch O.D.split-spoon sampler + Plastic Limit Water level TV Torvane reading,tons/ft 9 a (� Piezometer tip PP Pocket penetrometer reading,tons/ft NOTE;The stratification lines represent the approximate boundaries between soil types and the transition may be gradual. 0 PROJECT NUMBER I 75 g Nelson Geotechnical Na. Date Revision By cK 356502 Presidents Elementary School ; Associates. Inc. I mo- 1 9120102 Odglnal ADJ BAD o, Figure 6 Arlington School District, No. 16 Geotechnicai Engineers & Geologists Mall-l3ah Am IT A-5nD snotanr.l CanlT``�zn>as7-16B9 G Page 1 of 1 N094k, 1,,WA SOD72 (.1)"W-Mg/F../0I-251. ww y.l.,neea. Z. I N O Boring B-4 J Approximate Ground Surface Elevation:160 feet Soil Profile Sample Data Penetration Resistance I Piezometer � (Blows/foot-0) �, _- 10 20 30 40 50 50, ° Installation- L°n Ground rp s a a 3 = a°o Moisture Content Water tion f E F- J J (Percent� Data, 10 20 30 40 50 50. D -- 0 Orangish-brown,fine to coarse sand with gravel and silt SP-SM (medium dense,dry) :y 19 ;... .Ligfrf brown,fine to medium sand with gravel(medium SP• ,: . dense,dry) Brownish-gray,gravel with sand and trace silt(medium GP 26 dense,dry) Gray,gravel with medium to coarse sand(medium dense, GP 23 dry) 10 Gray,fine to medium gravel with sand and trace silt 10 10 (medium dense,dry) GP 23 Gray,medium to coarse sand with gravel(medium dense, Sp 19 ISL • dry) Boring completed at 14.0 feet on 9/18/02. 15 Groundwater was not encountered during drilling. 15 15 — 20 20 20 25 25 25 m 0 D N O LEGEND m t to Depth driven and amount recovered * Liquid Limit Impervious seal P Sample pushed with 2-inch O.D.split spoon sampler + Plastic Limit Water level TV Torvane reading,tons/ft a Piezometer tip PP Pocket penetrometer reading,tons/ft NOTE:The stratification lines represent the approximate boundaries between soil types and the transition may be gradual. o a U 0 PROJECT NUMBER 356502 Nielson GeotechniC®i No. Date Revision By CK g Presidents Elementary School I� (� Associates, Inc. , 9/20/02 ofiginal ADS BAD Figure 7 Arlington School District, No. 16 Geotechnical Engineers & Geolo9ists E 17 311-1 35h A-NE,A-50P Sn0-1eh County(425)337-1669 Page 1 of 1 W WhAlc WA 96072 Wenatchee/Ch4 (1-00)764-275S Q (425)4 Ic09/rcn 4 2510 x,rx,nalw.gwech cam V' z i 1 Ol C D Boring B-5 m m D J Approximate Ground Surface Elevation:160 feet Soil Profile I Sample Data Penetration Resistance w (Blowsifoot-p) Piezometer `L 10 20 30 40 50 50« 2 c Installation- n o ar o v Ground 3 = a.2 Moisture Content ® Description m 2 E o o E M J E- Water n O in Lo J (Percent-0) Data 10 20 30 40 50 50, 0 0 Orangish-brown,fine to medium sand with gravel SID (medium dense,dry) 20 g SP ^ 5 �� 5 Brownish-gray,medium to coarse sand with gravel and 52 L trace silt(very dense,dry) /(pour ling ........ .......... .... ...................... on a 'ock) Brownish-gray medium to coarse sand with gravel and SP 30 trace silt(dense to dense,dry) / -10 Boring completed at 9.0 feet on 9/18102. 10 10 Groundwater was not encountered during drilling. I —15 15 15 20 20i 20 - 25 25 25 S a No N LEGEND U E a Depth driven and amount recovered Liquid Limit Impervious seal P Sample pushed w with 2-inch O.D.split-spoon sampler + Plastic Limit Water level TV Torvane reading,tonslft a N Piezometer tip PP Pocket penetrometer reading,tons/ft 2 NOTE:The stratification lines represent the approximate boundaries between soil types and the transition may be gradual. U 0 PRouECT NUMBER ��� Nelsen Geotechnical No. Date Revision I By CK o 356502 presidents Elementary School I/` sit Associates. Inc. , 0120102 Original na, eao Figure 8 Geotechnicai Engineers & Geologists Arlington School District, No, 16 I�]II-Ip61h MO�t A-p00 aln.ma c..,/v((roe)ui-,e6e Page1 of 1 wwon lie,w Og72 wy gale./cn.a.t. — �y (S25)b0-16G9/II.101-'161G n�..m'INNetedem,• z 0 Boring B-6 Approximate Ground Surface Elevation: 160 feet z Soil Profile Sample Data Penetration Resistance Piezometer v (BlowsKoot-0) _ 10 20 30 40 50 50 ro �' Installation- r a, 3 a Moisture Content �o Ground a Description C o e E o o E r- Water o c9 cn v 19 a (Percent-t) Data 10 20 30 40 50 50+ 0 Sod and topsoil 0 Light brown,silty fine sand with gravel(medium dense, SM dry) 15 D 5 Reco..veryy 10 5 5 No Reco f Brownlsh-gray,coarse sand with gravel(medium dense, dry) SP 22 Boring completed at 9.0 feet on 9/16102_ 10 Groundwater was not encountered during drilling. 10 10 15 15 15 20 20 20 25 25 25 m `o a N 0 LEGEND G Depth driven and amount recovered Liquid Limit impervious seal P Sample pushed d with 2-inch O.D.spin-spoon sampler + Plastic Limit Water level TV Torvane reading,tons/fit a Piezometer tip PP Pocket penetrometer reading,tons/ft NOTE:The stratification lines represent the approximate boundaries between so!]types and the transition may be gradual. PRojEGT NUMBER No. Date Revision ® CK 3565Q2 Nelson �e®technocal Presidents Elementary School p��, `' . Associates, Inc. 1 sT25/02 Original nDJ BAD N Figure 9 G"Uohnical Engineers do Geologists Arlington School District, No. 16 1»11-1331M1 AK NL w-•M S.— ,CAmI Page 1 of 1 MrMnviile,w.uo. „mDI4Me�o�1349)�61-Yi5? 4 (421)4 166a/!w.M{1111 ... pHeN+raT C7 Z O 6� Boring B-7 ° 0 m a Approximate Ground Surface Elevation:160 feet --- o J Penetration Resistance Soil Profile Sample Data (Blowslfoot-•) Z Piezometer LL 10 20 30 40 50 50 ,c Installation- 2 N Ground a Description C o £ o E Moisture Content r Water o o m 6rn (Percent-0) � Data J 10 20 30 40 50 504 0 0 Sod and topsoil Brownish-gray,medium to coarse sand with gravel and SP 42 silt(dense,dry) 5 Gray,medium to coarse sand with gravel(medium dense, SP 26 5 5 dry) Gray,medium to coarse sand with gravel(dense,dry) 5P 49 Boring completed at 9.0 feet on 9116l02_ 10 Groundwater was not encountered during drilling. 10 10 15 15 15 20 20 20 25 25 25 L t 0 N — O LEGEND (� Depth driven and amount recovered * Liquid Limit Impervious seal P Sample pushed w with 2-inch O.D.split-spoon sampler + Plastic Limit Water level TV Torvane reading,tons1ft N Piezometer tip PP Pocket penetrometer reading,tonstfl 0 M NOTE:The stratification lines represent the approximate boundaries between soil types and the transition may be gradual. PROJECT NUMBER 356502 Nelson Geotechnical No. Date Revlslon By CK 5 Presidents Elementary School l" A Associates, Inc- 1 9125/02 Original ADJ BAD Figure 10 Geotechnical Engineers di: Geotoglets Arlington School District, No. 16 .,, ,,,_,BaP o Pa (rye 1 of 1 r�axon IM1.tCM4J by 15oo3ldd-: < `J (495;4ffi-1659 f fa.4KI-9L10 ...�.nN.eny4�Ueh..e+� (n r _ N - O I� OO) Boring B-8 °0 d m Approximate Ground Surface Elevation:160 feetco Soil Profile Sample Data Penetration Resistance p J (Slowslfoot-�) Z Plezometer U. — — 10 20 30 40 50 50• : c Installation- w t rn =.Q 3 n 3 Moisture Content .1 Ground n Description a o o f o o E I— Water om 2 � m y a (Percent-■) Data 1D 20 30 40 50 5D+ 0 0 Sod and topsoil ! Brown,fine to medium sand with silt and gravel(medium :"- dense,moist) FILL SP-SM 17 • _5 Gray,medium to coarse sand with gravel(medium dense,'' SP 5 5 dry) 18 lilt. No Recovery 41 I I Boring completed at 9.0 feet on 9118102. —10 Groundwater was not encountered during drilling- 15 10 15 15 15 20 20 20— I 25 251 25— 8 n LEGEND m L Depth driven and amount recovered * Liquid Limit Impervious seal P Sample pushed with 2-inch O.D.split-spoon sampler w + Plastic Limit Water level TV Torvane reading,tons/ft m ® Piezometer tip PP Pocket penetrometer reading,tons/ft o N NOTE:The stratification lines represent the approximate boundaries between soil types and the transition may be gradual. m s PROJECT NUMBER Nelson Geotechnical No. Date Revision By CK 356502 Presidents Elementary School N A 4� Associates. Inc. 1 9/25/02 Original ADJ BAD Figure 11 Arlington School District, No. 16 Geotechnlcal Englnem do Geotoglete 17311-135k,Ar aL.A-5M 5.n.,W C~4, .`5;;)>-IUD 17 Page 1 of 1 Wc.6 11.wA 21072 Wmrr,ra�.n luoe.11.-2755 4 9 (a.5)�es lssslro.+e1-zsla .. Mr�a.o.M.. Z N ' O Boring B-9 0 Q m a Approximate Ground Surface Elevation:160 feet Penetration Resistance Soil Profile Sample Data (Blowstfoot-0-) Piezometer LL 10 20 30 40 50 50+ S c Installation- 2 y C _ — �7 a Description °7 'E 3 0 Moisture Content m m! Ground a o 2 0 m H. Wafer o m y N g (Percent-�) Data -� 10 20 30 40 50 50, i I 0 Sod and topsoil 0 ........ .... Orangish-brown,medium to coarse sand with gravel SP (medium dense,dry) ... 19 5 Brownish-gray,medium to coarse sand with gravel SP 21 5 5 (medium dense,dry) ......... No Recovery 17 —10 Brownish-gray,medium to coarse sand with gravel(very 1Q 10 dense,dry) SP 50/6" Boring completed at 11.5 feet on 9/18/02, Groundwater was not encountered during drilling. 15 15 15 20 20 20 25 25 25— b� - S N G N LEGEND M t E Depth driven and amount recovered * Liquid Limit impervious seal P Sample pushed d Uj with 2-inch O.D.split-spoon sampler + Plastic Limit Water level TV Torvane reading,tons/ft a Piezometer tip PP Pocket penetrometer reading,tons/ft R N NOTE:The stratification lines represent the approximate boundaries between soil types and the transition may be gradual. o PROJECT NUMBER Nelson Geotechnical No. Date Revision By CK 356502 Presidents Elements School Ma to NG Associates, Inc. 1 9/25/02 Original ADJ 6A0 0 Elementary Figure 12 Arlington School District, No. 16 GeOtechnical Engineers do Geoiogiate n W- ,W,0 a-soo snonordM county(s8J JYJ4GG8 Page 1 of 1 wnnaH us, n emz wenoimn/cn.o (raves-r sG G (gas)<es-,sso/ra,<ei-zsm •..�uL,wy.N ...,. Z I f N • O Boring B-10 ° a m T Approximate Ground Surface Elevation: 160 feet (M z Soil Profile _T Sample Data Penetration Resistance m (Blowslfoot-•) Z Piezometer = 10 20 30 40 50 50 2 c Installation- � o m o Ground n Description m o o o E Moisture Content Water -' m n (Percent-■, Data J 10 20 30 40 50 50 0 Sod and topsoils 0 ............................................... ..... Orangish-brown,fine to coarse sand with slit(loose,dry) i SP-SM 8 - 5 Orangish-brown,silty fine to coarse sand with gravel 5 5 (loose,dry) — SM 6 22 \ —1 D Gray,silty fine to coarse sand with gravel(medium _ SM 10 10 dense,dry) 3c ■ Gray,gravel with medium to coarse sand(very dense, �ji=� ti 59 moist) GP ..................................... !7E. 15 Gray,silty fine to medium sand with gravel(very dense. SM 5013^ 1S 15 moist) Boring completed at 16.5 feet on 9118/02, Groundwater was not encountered during drilling. 20 20 20 25 25 25 m N LEGEND Depth driven and amount recovered * Liquid Limit Impervious seal P Sample pushed m with 2-inch O.D.split-spoon sampler + Plastic Limit Water level TV Torvane reading,tons/ft m a Piezometer tip PP Pocket penetrometer reading,tons/ft F u; NOTE:The stratification lines represent the approximate boundaries between soil types and the transition may be gradual. o d U PROJECT NUMBER Nelson Geotechnical No. Date Revision By cK s 356502 Presidents Elementary School Associates, Inc. Figure 13 i 9/25/02 Original ADJ BAD i Q g Arlington School District, No. 16 Geotechnical Engineers & Geologiets Mli-175t"Aro G,..4-50e Snoh—m [aa• g �y(12i)J31-'66'J Pa e 1 of 1 WcodhMla,WA Vb"2 N no+<hM/Q! n9 .tlMT]5B Q pee)+ee-lees I ro.<m-zsm ... „y<e+ern ern C9 z N • O CG O� Boring B-11 ° Approximate Ground Surface Elevation;160 feet a Penetration Resistance -i Soil Profile Sample Data (Blows/foot-•) � Piezometer 0 c 10 20 30 40 50 50. 2 z Installation- 3 Ground Moisture Content o � CL a Description C o o f o o H Water CD J i E n U J (Percent-�) Data 10 20 30 40 50 50- i 0 0 Sod and topsoil Brown,silty fine to medium sand with gravel(dense,dry) Srui 34 I I I 5 Brown,medium to coarse sand with gravel(medium SP 17 i+d 5� 5 dense,dry) a Brownish-gray,medium to coarse sand with gravel(very SP n1 dense, mDlst - 55 ! - Gray silty fine to medium sand with gravel(very dense, .� SM - 10 moist) 10 70 15 too recovery 50/6., 15 15 Boring completed at 16.0 feet on 9/18/02. Groundwater was not encountered during drilling. 20 20 20- 25 25 25 LEGEND L N m Depth driven and amount recovered �k Liquid Limit Impervious seal P Sample pushed w with 2-inch Q.D.split-spoon sampler + Plastic Limit i Water level TV Torvane reading,tons/ft a Plezometer tip PP Pocket penetrometer reading,tons/ft N NOTE:The stratification lines represent the approximate boundaries between soil types and the transition may be gradual. a U 0 PRCJECTNUMBER Nelson Geotechnical No. Date Revision By CK 356502 presidents Elementa School r Associates, Inc. POv ,.. 1 9/25/02 Original ADJ BAD rn Figure 14 Geotechnical Engineers do Geologists Arlington School District, No. 16 Page 1 of 1 —___ z ;.- I N - O OCi Q1 Boring B-12 °0 Q m a v Approximate Ground Surface Elevation:160 feet Penetration Resistance Soil Profile Sample Data (Blows/foot-•) Plezometer ILL 10 20 30 40 50 50+ m c) Installation- CL Description o P' a o Moisture Content F Wate round p C9 °�U o (Percent-�) —( Data J 10 20 30 40 50 50 —0— ?.Inches 0 Brownish-gray,gravel with medium to coarse sand GP (loose,dry) $ — 5 30 5 1 5 Brownish-gray,medium to coarse sand with gravel and SP trace slit(dense,dry) - : . 26 Boring completed at 9.0 feet on 9118/02. 10 Groundwater was not encountered during drilling. 10 10 — 15 15 15 - I 20 20 20 25 25 25 ` N LEGEND E Depth driven and amount recovered * Liquid Limit ' Impervious seal P Sample pushed r with 2-inch O.D.split-spoon sampler } Plastic Limit s Water level TV Torvane reading,tonslft a Piezometer tip PP Pocket penetrometer reading,tonslft NOTE:The stratification lines represent the approximate boundaries between soil types and the transition may be gradual. o U a PROJECT NUMBER Nelson Geotechnical No. Date Revision By CK g 358502 Presidents Elementary School Associates, Inc. 1 9/25l02 Original ABJ BAD o, Figure 15 Arlington School District, No. 16 Geotechnical Engineere & G"ogiets ry 1]Jt-1J'Ih An.�.f.A-JDO SnMcr:R:Lw^.IY 1--)ill-1668 0 Page 1 of 1 W—I K WA f<071 Wenat hlRj Cl.,xn(:W)144...756 Q (425)RPR-16E9/rn 461-251D +.nMwpR.:<d+<s.. 0 !? I I� I I � I r 0 0 0 z o 0 0 0 Lo CD CD J D r 0m NLOcr, II } rn � 3 LQ > -0L) 0 o C70rn o J In I � L _ � 3 L , z 0 y oO` r E o 7 09 c� i! z w LL w o rn ° N I i LLI LU m 7 oc'. I� - z W O J cn UJ4== O Q y LLj G �� N V) O ' z 0 w IL L /�•E' w 0 0 i� CDz /��� > W z 0 Q ~ w a 0 �a. z m o o XW m O 1 CIO ca o N 2 vy o 0 0 0 0 0 0 0 0 0 0 o r O O) OD I— CID LC) Nt n INr _ r 1HQ13M A8 HEIM=]1N302i3d 0 m U s PROJECT NUMBER Nelson Geotechnical No. Date ReAslon By CK ry 356502 Presidents Elementary School Associates, Inc. N � , 9r30/02 onsinei ADJ BAD - Arlington School District, No. 16 ` Geotechnical Engineero di Geologists Figure 16 Sieve Results 1751t-051h A...NC.. iHAVnyn�rM)fey;))1 of ,azs��eoe'�ecs%io bie?-zslo •e�e1..../ewr .ms zaa-t7ss a 0 0 z O 0 o cV co o_ n n cCa } g in c o C9 cn cn o ti J — N N a1 L i 00e. z 0� — — O f9 O rn O 0 cc 19. Z v OP ILLw w O _ X � J en 0�Y — — W O 7 w w w O �Q1 N W O�0 Q >_ (0 U) o ro -0 O` /F r z C9 co d o w z o N Cn Cj 64, z O w = C6 IL li Q w to 7, LU z cf) cV O r LL W z Cn o � I Q w I I O m fV I ! I U O m o X Z o w I y ` J J 0° O d 0 N I 00 �? m cn — fn O O C0> SOD Q (04 C) C) a03 N O O O — -- 1HJ13M AS U3Nld 1N30b3d a N N O 4 U 0 PROJECT NUMBER Presidents Elementary School Nelson Geotechrtical No. Date Revision By CK N 356502 €� Associates, Inc. 1 9/30102 Original nDJ env — --- - Arlington School District, No. 16 Geotechnfcal Engineers & Geologists Figure 17 Sieve Results 17111-1351h A.e NE.A-500 f WooSnKJq wA 9noT2 WmB10hw/Olr.a.(awJ%6h 2756 Q (425j•!1G-IBGB/.b.151-2010 Ov�.Ab B:+{eOLOp1.00A1 U� Z w I I I ., iC� j - 0 I of o00 In --r -4 J m � 0') II — U) IY II75 g U) > � v _ c) U O o J_ C M y L OOP. ZO 3 04, — m OL C rn 04, . w U O9. z W ILLO,L / p ) N OA IY —� E VJFW- O LV W p N Oz. 1 zz ,� 0 W C7 a ati w Z U) < V) a O� I % / Z OU J = m CD a. Q LL o 0 L w o _z r W LL > Z f7 Q 0 a � m q O � m o XZ o uJ 1 Q U m U m O - O i o - x D 0 C:1 C) CCC C11 0 M N r 11-1013M AS 213Nld 1N302i3d N S5 :7 a PROJECT NUMBER No.Nelson Geotechnical No. Date Revision By CK 5 356502 Presidents Elementary School — p C4 Associates, Inc. , srJBro2 Original ADJ BAD Arlington School District, No. 16 Geotechnlcal Englnews & Geologists N Figure 18 Sieve Results wens mAlu.w.G_D72 wenole/O�eeen(500)70/-2756 .' (425)<eC 766)/far.481—x510 "L �r r 0 0 Z 0 O o o r F- Lq �r J = Co II � m II II } L) F-_ ro C � w 0U) in o O c r J_ N f � Q1 w 001-'. Z a ot. ----- — _ _ _ _ O �Y fA cc 09 Z Cn 04, — _ — � �` 0 0 UJ N 0, W I J a)Cn O� F- W W 020 / Q 7 J a c' A � f0 0 i r w Qoz Z oy LLI Z / N C p z O W ti — �— U = (n a � a ti w( g u_ r� Z U 0 0 0 r LL J w o M Q W p � m o U 0 2 m o XZ o W in J J w cc o m U m C t p O o� O O O O O O O O O p O E O W Co I- Co LO V C) C14 r T 1HO19M AS 249NIA 1N90NAd N tD C] C PROJECT NUMBER Nelson Geotechnical No. Date Revision By CK 356502 Presidents Elementary School Associates, Inc. 1 9/30102 Original ADJ BAD Arlington School District, No. 16 IA Geotectxllcal Engineers do Geologists Figure 19 Sieve Results 17311-1MBr Are,NL A-NU s,„,mw ce n1Y {se asr-sfis9 b ppoCnN111.FA W.1 wAn9ur»�a1w fao►3 7A{+7756 G (az5){66-'.tiI 11a.461-i510 mNieY(ealvh can i December 30, 2002 Mr.Paul Richardt,City Engineer City of Arlington c/o Ms.Debbie Maroon Earth Tech 10800 NE 811 71 Floor Bellevue,Washington 98004 Geotechnical Services Stormwater Infiltration Analysis Presidents Elementary School Site Development Arlington,Washington NGA Project NoA3565H02 Dear Ms.Maroon: Pursuant to our recent discussions,this letter is intended to present our recommendations for geotechnical stormwater infiltration evaluation at the above referenced project site. This information is based on the potential use of on-site stormwater infiltration,as proposed by the Arlington School Districts' engineering consultants, Harmsen &Associates, Inc. (H&AI). We have been in contact with Mr. David Harmsen, of H&AI, to determine the extent of the planned infiltration systems. We were provided with preliminary plans of the proposed infiltration system locations and the preliminary design. We then discussed with you the recommended geotechnical analyses. BACKGROUND Storm water detention/infiltration is understood to be required within this site, and per the City of Arlington, will need to be based on the latest (2001) WSDOE storm drainage manual. Without getting too in-depth, the general issue is the ability for the subsurface soils and ground water levels to allow stormwater infiltration with more restrictive requirements than the prior 1992 manual allowed. Before, laboratory analysis of the soils used full USDA gradation analysis; whereas, the new manual has a restriction for only the #10 sieve size, and with at least 90 percent of the materials retained on that sieve • l Stormwater Infiltration Evaluation Presidents Elementary School Site Development Arlington,Washington NGA Project No. 3565B02 December 30,2002 Page 2 size to be considered. This is generally a very granular material, and in most cases "normal" soils do not meet the higher infiltration rate standards, and a lower infiltration rate must be used. For the granular materials expected within the site, the new manual only allows either a maximum of 10 inches per hour or a lower-end of 2 inches per hour infiltration rates, based on the USDA approach. The new manual also allows an estimation of design infiltration rates based on the ASTM gradation method. The ASTM approach allows a maximum infiltration rate of 9 inches per hour for granular material and 6.5 inches per hour for clean sand. Infiltration rates could also be obtained from actual field infiltration tests. An analysis of ground water levels is also required. The new WSDOE storm drainage manual requires a minimum 5-foot separation between the bottom of the infiltration system and the seasonal high ground water levels. This can be established through an exploration program that evaluates these depths, and/or through the installation of temporary ground water monitoring wells. RECOMMENDATIONS Through our recent discussions, it was agreed that the evaluation performed within this site should utilize the 2001 WSDOE storm drainage manual. The USDA or the ASTM approach will be utilized as recommended in the manual to obtain the highest infiltration rate possible. The planned depths of the infiltration systems range from about 11 to 12 feet below existing grade. The on-site analysis for field infiltration rates would require significant excavation, water use, and time. This may not be practical, or safe. We recommend that an exploration and sampling program within the proposed infiltration system areas be performed according to the requirements of the new WSDOE manual. We also recommend that gradation analysis using both the USDA and the ASTM methods be performed on the obtained samples and that.infiltration rates be established based on the rates provided in the new manual. For the present plan, at least three samples will be obtained at the planned bottom of the systems, and the analyses averaged for each area. Subsurface conditions within the planned infiltration areas will be explored at the site by excavating test pits using a trackhoe. The explorations will be located in the field by a representative of this firm, who will examine and classify the soil strata encountered, log the test pits and obtain the soil samples. The samples will be brought back to our office for further examination and sieve analysis for the purpose of determining the infiltration rates. The evaluation of site ground water conditions would be performed through exploratory borings, and the installation of ground water monitoring pipes, placed at three strategic locations. As discussed, these NELSON GEOTECHNICAL ASSOCIATES, INC. Stormwater Infiltration Evaluation Presidents Elementary School Site Development Arlington,Washington NGA Project No. 3565B02 December 30,2002 Page 3 locations would be near each of the two infiltration system areas, and above the slope near the northwestern portion of the site. The borings and water monitoring pipes are recommended to range from about 20 to 25 feet deep. These depths are more than the required 5—foot separation. These installations will allow actual monitoring of ground water levels should any question arise. CLOSURE Thank you for the opportunity to present this tentative plan for storm water evaluation within the planned new Presidents Elementary School site. We trust the information and procedures provided meet with your approval and authorization. Should you have any questions or comments,please feel free to contact us at any time. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. David L.Nelson,PG Professional Engineering Geologist DLN:kmn cc: Mr. Tom Chapel,Hutteball&Oremus,Architecture Mr.Dave Harmsen,Harmsen&Associates, Inc. NELSON GEOTECHNICAL ASSOCIATES, INC. January 6,2003 Mr. Rob Pattermann Arlington School District c/o Mr.Tom Chapel Huttebull&Oremus, Architecture 720 Market Street; Suite H Kirkland,Washington 98033 Proposal for Geotechnical Services Stormwater Infiltration Analysis Presidents Elementary School Arlington,Washington NGA Project No. 35651102 Dear Mr. Chapel: We are pleased to submit this proposal for a stormwater infiltration analysis and ground water monitoring well installation for the proposed Presidents Elementary School project in Arlington,Washington. INTRODUCTION The project site is located at the existing Arlington School District property located at 401 French Avenue, northeast of the intersection of French Avenue and 31 Street. We have previously completed a Geotechnical Engineering Evaluation report, dated October 11, 2002, for the planned Presidents Elementary School Replacement Building and site area development. The purpose of this proposal is to provide an assessment of, and design requirements for, stormwater infiltration, and for installation of ground water monitoring wells within the site. You provided us with a letter of transmittal requesting our services for this evaluation and assessment. We were provided with preliminary plans for stormwater infiltration beds-within the site, prepared by Harmsen & Associates, Inc. (H&AI). The plan shows that two separate stormwater infiltration beds are planned: one within the northeastern, and one within the southwestern portion of the site. The infiltration bed depths range from about 8.5 to 12.0 feet below existing grade. We discussed the specific issues of the planned infiltration systems and presently known site conditions with you and H&AI. Since, we have been in contact with the City of Arlington and their consultant, Earth Tech and discussed the potential requirements for stormwater infiltration within this Proposal for Geotechnical Services Stormwater Infiltration Analysis Presidents Elementary School -Arlington NGA Project No. 3565B02 January 6, 2003 Page 3 be located within an accessible portion of the site near the slope, and installed to depths adequate to provide an evaluation of existing and future conditions. Based on your requests,and our experience within the area the services to be provided by NGA are to: 1. Review geologic and soils maps of the area,and our prior report. 2. Perform trackhoe test pit explorations within each of the two planned infiltration bed locations, down to planned bottom elevations. 3. Perform ten laboratory sieve analyses using USDA and/or ASTM testing methods as recommended in the 2001 WSDOE to obtain design infiltration rates. 4. Explore the site subsurface surface soil and ground water conditions with three borings, ranging from at least 15 feet deep to 25 feet deep. The borings to be located within each of the two planned infiltration beds and above the northwestern steep slope. The drill rig will be contracted by NGA. S. Install ground water monitoring pipes, with monuments and flush-mount lids,within each of the three borings. 6. Evaluate the ground water levels and subsurface geologic conditions. Subsequent ground water monitoring to be performed as directed and agreed. 7. Provide recommendations for design infiltration rates. S. Provide recommendations for infiltration bed design and construction. 9. Document our findings, conclusions, and recommendations in a written geotechnical report, Subsurface conditions will be explored around the site with two to four trackhoe test pits and three exploratory borings, at locations chosen by you and NGA. The explorations will be located in the field by representatives of this firm, who will examine and classify the soil strata encountered, log the test pits and the borings, and obtain soil samples, as necessary. The samples will be brought back to our office for further examination,necessary laboratory analyses, and use in editing the logs. TERMS AND SCHEDULE The professional services listed above will be provided in accordance with our GENERAL CONDITIONS, which is attached to this agreement. Our charges for the above scope of work are broken down as follows: 1) TRACKHOE EXPLORATIONS $ 1,100.00 2) BORINGS AND MONITORING WELLS $3,900.00 NELSON GEOTECHNICAL ASSOCIATES, INC. Proposal for Geotechnical Services Stormwater Infiltration Analysis Presidents Elementary School-Arlington NGA Project No. 3565B02 January 6, 2003 Page 5 AUTHORIZATION TO PROCEED We appreciate the opportunity to submit this proposal, and are looking forward to working with you on this project. If this proposal meets with your approval,please sign in the space provided below and return one copy to serve as your authorization for us to proceed. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. David L.Nelson,PG President DLN:kmn CLIENT ACCEPTANCE: PRIVATE LOCATE? YES NO This proposal is accepted by: Signature Date Title Company Address Phone Number Attachments: February 2002 Standard Fee Schedule and General Conditions NELSON GEOTECHNICAL ASSOCIATES, INC. i February 20,2003 Mr.Thomas Chapel Hutteball& Oremus Architecture 720 Market St., Suite H Kirkland,Washington 98033 Geotechnical Engineering Evaluation Stormwater Infiltration Analysis Presidents Elementary School Arlington,Washington NGA File No. 3565B02 Dear Mr. Chapel: We are pleased to submit this report titled "Stormwater Infiltration Analysis — Presidents Elementary School_— Arlington Public Schools — Arlington, Washington." This report documents our subsurface explorations within or near the planned infiltration system areas, and presents design infiltration rates and construction recommendations for this system. Our services have been completed in general accordance with our Services Agreement signed by Heidi Berger-Hansen of the Arlington School District on January 30, 2003. It has been a pleasure to provide service to you on this project. Please contact us if you have any questions regarding this report or require further information. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Khaled M. Shawish,PE Senior Engineer Two copies submitted cc: David Harmsen,Harmsen&Associates, Inc. (two copies) Robert Pattermann,Arlington School District(two copies) NELSON GEOTECHNICAL ASSOCIATES, INC. Stormwater Infiltration Analysis Presidents Elementary School Arlington Public Schools Arlington, Washington INTRODUCTION This report represents the results of our stormwater infiltration analysis at the Presidents Elementary School project in Arlington, Washington. The site is located at 401 North French Avenue. The purpose of this investigation is to analyze the infiltration capabilities of the on-site soils within the planned infiltration areas, and provide design infiltration rates as well as recommendations for infiltration system installation. For our use in preparing this report, we have been provided with a preliminary site plan titled, "Presidents Elementary School Replacement, Arlington Public Schools," prepared by Hutteball & Oremus Architecture, dated February 4, 2003. A schematic infiltration trench detail was included with the site plan. We have previously prepared a geotechnical report for this project titled, "Geotechnical Engineering Evaluation, Presidents Elementary School Replacement Building, Arlington Public Schools," dated October 11, 2002 (NGA File No. 356502). That report provided geotechnical engineering recommendations for site development and discussed general infiltration issues. This report is more specific in nature and should be considered a supplement to the previous report. PROJECT DESCRIPTION Development within this property is proposed to consist of a new classroom building, soccer field, baseball field, and parking. The new building will be located within the current playground and baseball fields, The existing school district offices within the Roosevelt Building will remain as the district offices, but all of the other buildings currently on the site will be demolished. Paved parent and visitor, staff,and bus parking is planned in the southern portion of the site. Three infiltration areas are currently proposed. One area will be located within the southwestern corner of the site and will measure approximately 80 feet by 65 feet. Another infiltration area is shown north of the eastern portion of the planned building and measures roughly 80 feet by 30 feet. A third infiltration area is planned within the northwestern portion of the site, and measures 30 feet by 15 feet. For the purpose of this report, these infiltration areas will be referred to as Infiltration Area 1,Infiltration Area 2, and Infiltration Area 3,respectively as shown on the Site Plan in Figure 1. NELSON GEOTECHNICAL ASSOCIATES, INC. i Stormwater Infiltration Analysis Presidents Elementary School Arlington,Washington February 20,2003 NGA File No. 3565B02 Page 3 Washington Buildings, to the north and the west, and to the east by Gifford Street. A row of young to mature cedar trees is located along the southwestern portion of Gifford Street and a mature cedar is located in the play yard area. The baseball field area east of the school is covered with grass. A playground is located within the southwestern portion of this field area. Infiltration Area 1 will be located in the southwestern corner of the site within the existing Lincoln Building. Infiltration Area 2 will be located with the existing main baseball field east of the existing asphalt-covered school playground. Infiltration Area 3 is located within the existing building in the northwestern corner of the site. Subsurface Conditions Geology: The Geologic Map of the Arlington East Quadrangle. Snohomish County. Washington, by James P. Minard (U.S.G.S., 1985) was referenced for the geologic conditions at the site. The site is mapped as the Arlington Gravel Member of the Recessional Outwash deposits (Qvra). The Arlington Gravel deposit consists of sand and gravel. Our explorations generally encountered sand and gravel consistent with the description of the Recessional Outwash deposit. Explorations: The subsurface conditions within the vicinity of Infiltration Areas 1 and 2 were explored on January 24, 2003, by excavating two test pits to depths of 13 and 16 feet below the existing surface using a trackhoe. The subsurface conditions near Infiltration Area 3 was previously explored on September 18, 2002, as part of our previous site evaluation. We also installed three ground water monitoring wells in the vicinity of the three infiltration areas on January 27, 2003. The approximate locations of the two test pits and the three monitoring wells are shown on the Site Plan in Figure 1. A geologist from Nelson Geotechnical Associates, Inc. (NGA) was present during the explorations, examined the soils and geologic conditions encountered, obtained samples of the different soil types, and maintained logs of the test pits. Gradation tests were performed on the obtained soil samples for the purpose of determining the design infiltration rates. The soils were visually classified in general accordance with the Unified Soil Classification System, presented in Figure 2. The logs of our test pits are attached to this report and are presented in Figure 3. We present a brief summary of the subsurface conditions in the following paragraph. For a detailed description of the subsurface conditions, the test pits logs should be reviewed. The monitoring well logs i Stormwater Infiltration Analysis Presidents Elementary School Arlington,Washington February 20, 2003 NGA File No. 3565B02 Page 5 observe indications of high ground water conditions. The ground water table on this site appears to be relatively deep and should not impact the performance of the infiltration system. CONCLUSIONS AND RECOMMENDATIONS General Our explorations within the proposed infiltration areas indicate that these areas are underlain by a relatively thick deposit of clean outwash sand and gravel, with glacial till at depth. As we stated in our previous report, the sand and gravel material should be suitable for stormwater infiltration. Snohomish County requires a 5-foot separation between the bottom of the infiltration systems and high ground water elevations and/or impervious horizons. Based on the subsurface conditions encountered and the information provided,it appears that these conditions are met. The planned infiltration system should perform well provided that clean sand and gravel material is exposed at the bottom of the infiltration system excavations, and that the recommendations found in this letter are incorporated into the project plans and followed during construction. Infiltration System Design Three areas are planned for stormwater infiltration as shown on Figure 1. Based on our explorations, clean sand and gravel material that is suitable for stormwater infiltration was encountered roughly 4 feet below the ground surface at the planned infiltration system locations. Bottom of infiltration system elevations are not indicated on the provide plans. We recommend that the bottom of the infiltration systems be terminated in the clean sand and gravel layer. We should note that an impervious till horizon was encountered at a depth of 16 feet near Infiltration Area 1. We recommend that the bottom of the infiltration systems be a minimum of 5 feet above this layer. We performed 10 grain-size sieve analyses on the soil samples obtained from the explorations in order to establish design infiltration rates for the site soils. We referred to "Table 3.8 Alternative Recommended Infiltration Rates based on ASTM Gradation Testing," in the "Stormwater Management Manual for Western Washington," (Ecology, 2001)to classify the soil samples analyzed. This table is based on the gradation analysis and provides long-term design infiltration rates. The results of the grain-size analyses are-presented as Figures 7 through 16. I I I Stormwater Infiltration Analysis Presidents Elementary School Arlington,Washington February 20,2003 NGA File No. 35651302 Page 7 encountered, we would expect that flatter inclinations would be necessary. We recommend that the excavation slopes be protected from erosion. Measures taken may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts deeper than 4 feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to all applicable OSHA/WISHA safety requirements. It is our understanding that the infiltration trenches will be filled with 3 to 4 feet of washed rock,with 8- inch perforated pipes installed within the washed rock layer. Filter fabric will line the sides of the excavation and will also cover the washed rock layer. Impervious backfill will be placed over the filter fabric. We recommend that the bottom of the excavations be cleaned of any sloughing or debris prior to placing the washed rock material. We also recommend that the material placed on the silt fabric be free of angular or large rock to reduce the potential of damaging the filter fabric. We should be retained to observe the material exposed in the excavations prior to placing washed rock. Care should be taken not to contaminate the washed rock material with silty soils or organic matter. USE OF THIS REPORT NGA has prepared this report for Hutteball & Oremus Architecture and Arlington School District, and their agents for use in the planning and design of the infiltration system as part of development planned on this site only. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractors' methods, techniques, sequences, or procedures, except as specifically described in our report. There are possible variations in subsurface conditions between the explorations and also with time. Our report, conclusions, and interpretations should not be construed as a warranty of subsurface conditions, A contingency for unanticipated conditions should be included in the budget and schedule. We recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation NELSON GEOTECHNICAL -----NGA ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311—135"Avenue NE,A-500 Snohomish County(425)337-1669 Woodinville,WA 98072 (425)486-1669 Fax(425)481-2510 Wenatchee/Chelan(509)784-2756 MEMORANDUM DATE: September 29,2003 TO: Mr.Tom Chapel FROM: Bala Dodoye-Alali Khaled M. Shawish,PE RE: Presidents Elementary School Infiltration Review Arlington,Washington 98223 NGA File No. 3565CO3 You have requested that we provide this memo to address two review comments by the City of Arlington regarding the planned infiltration systems at the Presidents Elementary School in Arlington, Washington. We have previously prepared a geotechnical engineering report titled, "Geotechnical Engineering Evaluation — Presidents Elementary School Replacement Building — Arlington Public Schools," dated October 11, 2002, as well as an infiltration report titled, "Stormwater Infiltration Analysis — Presidents Elementary School — Arlington Public Schools," dated February 20, 2003. In the previous reports, we provided recommendations for design and construction of the planned infiltration systems. You have provided us with memo from Debbie Maroon, P.E. dated September 17, 2003 that included two review comments concerning the infiltration systems. The first item addresses possible impacts of existing building demolition on infiltration soil that exist under buildings, the second item addresses the need to verify and test infiltration soils that were covered with existing buildings during the initial site assessment. Response to Item#1: Existing buildings that overly the planned infiltration areas do not have basements. Also,it is our understanding that the planned infiltration areas are up to 12 feet below the existing ground surface. Therefore, we do not anticipate significant disturbance to the native soils as a result of building removal. We recommend, however, that care be taken not to contaminate the underlying material with fill or topsoil. Demolition of the existing buildings should be conducted as to not disturb the areas unnecessarily. After the buildings are demolished, construction traffic should not be allowed to travel over these areas. We recommend that we monitor this phase of the project. 3, ! � t Memorandum Presidents Elementary School September 29,2003 NGA File No.3565CO3 Page 2 Response to Item #2: We agree that the soils in proposed infiltration areas that were under existing buildings during the exploration phase should be evaluated for ability to infiltrate stormwater. We should be retained to provide this evaluation. We trust this memorandum should satisfy your needs at this time. Please call if you have any questions or required additional services. NELSON GEOTECHNICAL ASSOCIATES, INC. ( 1 1 NELSON GEOTECHNICAL ---' NGA ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311 —1351"Avenue NE,A-500 Snohomish County(425)337-1669 Woodinville,WA 98072 (425)486-1669 • Fax(425)481-2510 Wenatchee/Chelan(509)784-2756 MEMORANDUM DATE: October 31,2003 TO: Marlin Arneson,Lumpkin Construction,Inc. FROM: Bala Dodoye-Alali David L.Nelson,PG RE: Presidents Elementary School Capillary Break Substitution NGA File No. 3565CO3 You have requested that we provide our opinion regarding an alternative for the capillary break planned for the buildings at the Presidents Elementary School. You informed us that the Arlington School District would like to eliminate the use of the combination of 6 inches of free-draining sand or gravel overlain by visqueen and a 2-inch sand blanket as recommended in our geotechnical report titled, "Geotechnical Engineering Evaluation, Presidents Elementary School Replacement Building; Arlington, Washington," dated October 11, 2002. Alternatively, they would like to use the imported pit run overlain by the visqueen only,and eliminate the 2-inch sand layer. A grain-size sieve analysis was conducted on the imported material and it was determined to be clean and free draining. Therefore, if similar material will be placed below the visqueen, it could be used as the capillary break. The sand blanket on top of the visqueen was recommended for aid in curing of the concrete,but can be eliminated if needed. We trust this memorandum should satisfy your needs at this time. Please contact us if you have any questions concerning this memorandum or if you require additional services. NELSON GEoTECHN CAL. ASsociATE% INC. NGA GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311—13V Avenue NE,A-500 Snohomish County(425)337-1669 Woodinville,WA 98072 (425)486-1669 • Fax(425)481-2510 Wenatchee/Chelan(509)784-2756 MEMORANDUM DATE: February 20, 2004 TO: Thomas Chapel—Hutteball&Oremus Architecture, Inc. FROM: Bala Dodoye-Alali Khaled Shawish,P.E. CC: Heidi Berger-Hansen—Arlington School District RE: Presidents Elementary School Bus Loop Pavement Section NGA File No. 3565CO3 You have requested that we provide this memo to address a change in pavement section for the bus loop area of the Presidents Elementary School project. You have informed us that the bus loop will be subjected to a maximum of 16 bus trips per day. The current plans indicate a pavement section of two inches of crushed rock over four inches of Asphalt Treated Base (ATB) over three inches of Class B Asphalt as shown in, "Section 3, Paving Sections & Details, Figure 9/C7-1," of the Presidents Elementary School Re-Bid Addendum No. 1, dated September 3, 2003.You would like to reduce the ATB section from four inches to three inches. We have reviewed the Asphalt Institute Information Series No. 91 Publication "Full-Depth Asphalt for Parking Lots, Service Stations, and Driveways." Based on this publication, and the anticipated bus trips competent pavement subgrade, it is our opinion that the ATB pavement section can be reduced from four inches to three inches. The pavement subgrade should be prepared as recommended in our previous geotechnical report,including the removal of any unsuitable soils found in the bus loop area, and proof-rolling the subgrade with a loaded dump truck. We should be retained to observe subgrade preparation and the proofroll test. Any areas observed to pump or weave under the weight of the loaded dump truck, should be over-excavated i 1 - NELSON GEOTECHNICAL N G A ASSOCIATES, INC, GEOTECHNICAL ENGINEERS & GEOLoGisTS 17311—1351 Avenue NE,A-500 Snohomish County(425)337-1669 Woodinville.WA 98072 (425)486-1669 • Fax(425)481-2510 Wenatchee/Chelan(509)764-2756 MEMORANDUM DATE: August 25, 2004 TO: Marlin Arneson—Lumpkin,Inc. FROM: Bala Dodoye-Alali Khaled Shawish, P.E. CC: Heidi Berger-Hansen—Arlington School District David Harmsen—Harmsen&Associates,Inc. RE: Presidents Elementary School Pulverized Asphalt Fill NGA File No. 3565CO3 You have requested that we provide this memorandum to provide our opinion regarding fill material that you would like to use for backfill for the infiltration area. You have informed us that additional fill is needed for backfill for Infiltration Bed 1 located near the corner of 31 Street and .French Avenue. You have informed us that you have a stockpile of pulverized asphalt on site and would like to use it as backfill in this infiltration area. You have also informed us that approximately 4 feet of compacted pit run material have been already placed in the infiltration system area. It is our opinion that, from a geotechnical standpoint, the pulverized asphalt could be used as fill over the infiltration system provided that it is placed between two soil layers with at least 2 feet of separation between the pulverized asphalt and both the top of the infiltration system and final subgrade elevation, We recommend that the use of this material be reviewed by the City of Arlington and any environmental governing agencies prior to placement. We trust this memorandum should satisfy your needs at this time. Please contact us if you have any questions concerning this memorandum or if you require additional services. BRIGGS ENGINEERING Copyright- BEI 2018 PO BOX 140537, Garden City, 1D 83714 PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC-2015 CLIENT Pacific Mobile Structures Owner Pacific Mobile DATE: 1-Apr-18 PO# El8074 LOCATION: KCDA Standards PROJECT# 1201801 01.3-1 STATE: ID-OR-WA I PNW Table of Contents PREFABRICATED MODULAR BUILDING PAD FOUNDATION DESIGN DESCRIPTION WIDTH: LENGTH: TYPE: 42x64 MODULAR FDN-Classroom w/(2) Floor 25psf-RLL,40psf-FLL,110mph, Exp C, Cat-D, Joist Spans/Module 42 64 iSs=1.5, Fp=1500 psf S AL �'N 0 PROFFS, _ANW� 9F1/C s'o �l"of wasy; G 2327 PE V J 1 ��. s�0 N 19378 MCP �� OF l� ��� 0�9 A�23, N W. BR` W. g�� s/ONA%_ j MWE 9�27�18 1 RENEWS: DEUMBER 31 2019 mpg ® 2'j 2019 FICE COPY CITY OF ARLINGTON BUILDING DEPARTMENT APPROVED DATE_;ZL2��QY Received NO CHANGES AUTHORIZED UNLESS APPROVED BY THE MAR Q 6 2019 BUILDING INSPECTOR But� 11#�L� 201801.01.3-1,FDN-Calcs TOC 1/4 ��ITAI BRIGGS ENGINEERING Copyright- BEI 2018 PO BOX 140537, Garden City, ID 83714 MODULAR BUILDING PAD&PIER FOUNDATION DESIGN-FOUNDATION CALCULATIONS IBC-2015 CLIENT Pacific Mobile DEALER: Pacific Mobile Criteria 25psf-RLL,40psf-FLL,110mph, Exp Structures C, Cat-D, Ss=1.5, Fp=1500 psf Date: 1-Apr-18 PO# E18074 Location: KCDA Standards Project#: 201801 #01.3.07-1 42x64 MODULAR FDN-Classroomw/(2) Floor Joist Spans/Module State(s): ID-OR-WA PNW I. DESIGN CRITERIA: 42x64 MODULAR FUR-Classroom w/2 Floor Joist S ans/Module Dead Load: Roof, RDL= 10 psf 1st Floor Ceiling CDL= 1 E&M= 1 Floor, FDL= 10 psf Wall,WDL= EA psf Roof Live Load: Snow Load, RILL= psf Load Duration Factor, Cd = % Floor Load: Uniform Floor Load, FLL IClassroom 40 psf IBC Table 1607.1 Concentrated Live Load, p= 1000 Ibs IBC Table 1607.1 Partion, PDL= 0 psf Wind Load: Basic Wind Speed,V= 110 mph ASCE 7 Figure 26.5-1A Building Risk Classification: Category II ASCE 7 Table 1.5-1 Wind Importance Factor, Iw= 1.001 ASCE 7 Table 1.5-1 Wind Directional Factor, Kd 0.85 ASCE 7 Table 26.6-1 "a" Edge Pressure Distance= 4.20 ft 3 Roof Slope= 0:12= 14.04 Degrees Edge Wind Pressure,Wep= 24.1 psf ASCE 7 Figure 28.6-1 Interior Wind Pressure, Wip= 16 psf ASCE 7 Figure 28.6-1 Average Wind Pressure. Wp= 17.62 psf ASCE 7 Figure 28.6-1 Exposure Category= ©Exposure Factor,A= 1.21 ASCE 7 Figure 28.6-1 Wind Topographic Factor, Kz= 1.00 ASCE 7 Section 6.5 Design Wind Pressure, Pw=Wp`A*Iw"Kz= 18.1 psf IBC Section 1605.3.1 Average Uplift Wind Pressure, Wup = -19.6 psf Seismic: Upper Modue Weight= 0.00 psf Base Module Weight= 25.86 psf Total Weight, Wtot= 25.86 psf Snow Load % Used in Seismic Design = 0% Soil Site Class D Seismic Category= D PNW IBC Table 1613.3(1) Mapped Spectral Accelerations,short periods, Ss= 1.5000 IBC Figure 1615 Site Coefficient, Fa = 1.00 IBC Table 1615.1.2(1) Max. Spectral Response, SMS= Fa"Ss= 1.50 IBC Equation 16-16 Design Spectral Response, SoS=2/3'SMs = 1.00 IBC Equation 16-18 Response Modification Coefficient, R= 4,00 IBC Table 1617.6 Lateral Load Factor, F=(1, Single Story; 1.1,2-story; 1.2, 3-story) 1 ASCE 7-05, 12.14.8.1 Total Shear, pst=FSDS*Wtot/R= 6.47 psf ASCE 7-05 Equation 12.14.11 Dimensions: Nominal Module Length, ML= 64 ft. Nominal Module Width, MW = 14.00 ft. Width, W = #Units= 13 42.00 ft. Legnth, L= #Units= 11 64.00 ft. !st Floor Wall Ht. = 9.0 01 ft. 2nd Flr.Wall Height, Wht= 0.00 ft. Roof Height, Rht= 3 :12 Slope 5.25 ft. Floor Height above NG, Fht= F 30 inches 2.50 ft Building Ht Coeff, Htc= Rht+Wht+Fht-10 1.00 No.of floor spans per module, nfs= 1 2 Clear Distance between supports, IL2a = 84.00 inches 201801.01.3-1,FDN-Calcs 07-42x64-KCDA-W 2/4 �I f f V BRIGGS ENGINEERING Copyright- BEI 2018 PO BOX 140537, Garden City, ID 83714 MODULAR BUILDING PAD&PIER FOUNDATION DESIGN -FOUNDATION CALCULATIONS IBC-2015 CLIENT Pacific Mobile DEALER: Pacific Mobile Criteria 25psf-RLL,40psf-FLL,110mph, Exp Structures C, Cat-D, Ss=1.5, Fp=1500 psf Date: 1-Apr-18 PO# E18074 Location: KCDA Standards Project#: 201801 #01.3.07-1 42x64 MODULAR FDN-Classroom w/(2) Floor Joist Spans/Module State(s): ID-OR-WA PNW II. FOUNDATION DESIGN A. Foundation Components Option A Individual Bearing Pads- Bearing Pads Column Pads Width,wbp= 16 inches 16 inches Length, Ibp= 16 inches 16 inches Surface Support Depth:Conc,Asph &Base 4 inches, Required Equivalent Bearing Area at Soil, BA= 400 Sq. Inches 384 Sq Inches IBC-T.18.4.2 Allowable Soil Bearing Pressure, [Class 4] Q= 1500 psf. To Be Verified By Others Option B Perimeter Support Width 0 inches Allowable Load, Pbp=(BA)/144"Q= 4167 pounds 4000 pounds Anchors-X-Drives in Asphalt OR Braces Ultimate Anchor Capacity, Anchc= 4725 lbs. B. Exterior Pads(Around Perimeter) Floor and Roof Loads: Exterior Pads Required, Epr= 1 pad Allowable Load, Pfla = 4167 lbs. From Computer Calculations, max. span Perimeter Support Bearing Pressure, (Skirting) 0 psf-OK! Classroom Exterior Uniform Floor Load, 538 plf 7.76 ft. 6.00 ft. Classroom Use: Perimeter Pads W/(12) 16-inch x 16-inch pad @ 6-ft o.c.exterior supports. C. Interior Pads (Floor Loads Only-Mateline Supports) Floor Loads: Interior Pads Required, Ipr= 1 pad From Computer Calculations, max. span Allowable Load, Pfla= 4167 lbs, Classroom Interior Uniform Floor Load, 350 plf 11.90 ft. 8.00 ft. Classroom Use: (9) 16-inch x 16-inch Pads @ 8-ft o.c. interior supports. D. Column Pads (Roof Loads Only) Roof Loads: Column Pads Required, Cpr= 1 pads Allowable Load, Prla = 4000 lbs. Mateline Roof Beams Uniform Roof Load,mbrl = (RLL+RDL)"MW = 518 lb/ft. Effective Mateline Beam Span, Mps=Pfla/mbrl = 7.72 ft. Use: (1) 16-inch x 16-inch pads for every 7.72-ft effective Mateline Beam Span. Effective Interior Roof Beam Span= 32 ft 5 PADS REQ'D Effective Interior Roof Beam Span = 16 ft 3 PADS REQ'D 201801.01.3-1,FDN-Calcs 07-42x64-KCDA-W 3/4 1 z !► I 1 I BRIGGS ENGINEERING Copyright- BEI 2018 PO BOX 140537, Garden City, 1D 83714 MODULAR BUILDING PAD&PIER FOUNDATION DESIGN-FOUNDATION CALCULATIONS IBC-2015 CLIENT Pacific Mobile DEALER: Pacific Mobile Criteria 25psf-RLL,40psf-FLL,110mph, Exp Structures C, Cat-D, Ss=1.5, Fp=1500 psf Date: 1-Apr-18 PO# E18074 Location: KCDA Standards Project#: 201801 #01.3.07-1 42x64 MODULAR FDN-Classroom State(s): ID-OR-WA PNW w/(2) Floor Joist Spans/Module E. Lateral Design 1. Longitudinal Walls(Front&Back, Long Walls) Unit Wind Load, UWL= (Wht+Rht+Fht/2)"Wp'L= 17977 lbs Governs Unit Seismic Load,USL=W"pst= 17385 lbs Building Weight= 53760 lbs % Building Weight Used for Lateral Sliding 001.0 Transverse Foundation Friction Factor= 0.40 Gravity Resistance, GR=Building WT Friction Factor= 0 lbs. OTM= Lateral Load'wht/2+Uplift 133677 Ft-lbs RM=0.6*Building Wt"W/2 677376 Ft-lbs Factor of Safety= RM/OTM 5 No Uplift Anchors Required Use: (4)Anchors, Min. 2. Lateral Walls (End,Short Walls) Unit Wind Load, UWL=(Wht+Rht/2+Fht/2)'Wp= 9800 lbs Unit Seismic Lateral Load, USLL= L"pst= 17385 lbs Governs % Building Weight Used for Longitudinal Sliding 001 Longitudinal Foundation Friction Factor= 0.40 Gravity Resistance, GR=Building WT* Friction Factor= 0 lbs. OTM= Lateral Load*wht/2+Uplift 131011 Ft-lbs RM= 0.6"Building Wt"W/2 1032192 Ft-lbs Factor of Safety=RM/OTM 8 No Uplift Anchors Required Use: (4)Anchors, Min. 201801.01.3-1,FDN-Calcs 07-42x64-KCDA-W 4/4 WELCOME RAMP, INC. STRUCTURAL ANALYSIS TABLE OF CONTENTS ITEM PAGES Design Criteria 1-3 Ramp System Design 4-23 Adjustable Legs 24-26 Alternate 7'-0" Landing Design 27-41 Planking—Manufacturer's Information 42-44 OFFICE COPY W. / CITY OF ARLINGTON BUILDING DEPARTMENT APPROVED o� DATE BY 1kt�AIL'� NO CHANGES AUTHORIZED /OVAL UNLESS APPROVED BY THE BUILDING INSPECTOR Received MAR 0 6 2019 $LO V44 WELCOME RAMP CALCS-IBC 2012 &2015 Page 1 AOTr)t1.MA 90 71PTIJ Ti4JM'rAAq-jG Dti++naiva 03VOa99A ya C lvnvM- O P ",IAtlI CM: a,,- vK(s 3W KiN��.+� LJ;::).lfiij. Hor���e�zi vw+c:sru� WELCOME RAMP, INC. STRUCTURAL ANALYSIS Ramp System Design Criteria and Analysis 1) Reference Design Criteria: a) International Building Code, 2012 & 2015 Editions b) ANSI A 117.1, 2009 Edition 2) Site Specific Criteria: a) Building Occupancy Classifications: II b) Vertical Loading: 100 psf for Landings, 300 lbs. concentrated loads for steps c) Horizontal Loading: i) Wind Loads: 135 mph(ult), Exposure B, Kz=0.85, Kzt=1.0; Design Wind Pressure=30 psf(At less than 15 feet above grade, IBC 2012, 1609.6.2) ii) Seismic Loads: Sds= 1.00, S1=0.50, 1=1.0, R=3.25, Qo=2, Cd=3.25, C5=0.307 d) Soil Bearing: 1,500 psf, Unless verified by Geotechnical Report or Building Official 3) Material Specifications: a) Aluminum: i) Handrail ASTM 6063-T5, 16 ksi, minimum yield strength ii) Structural ASTM 6061-T5, 35 ksi, minimum yield strength b) Density 170 lbs. per cubic foot 4) Connectors: a) Bolts Grade 5 zinc-coated (Design),ASTM A-325 may be substituted. b) Screws #10x1.25" zinc plated Self-Tapping Screw (STS) c) Welding Per AWS D1.2 and size as shown on the drawings d) Sleeves Length of snug-fitting sleeves designed resist moment and shear of sleeved connection. 5) Design Basis: a) Each side of the assembly is a framed made rigid by either welding or assembling parts together in sleeves to resist movement. Base connections are a pinned condition. b) Each frame is connected together with landing or ramp frames and planking to distribute dead and live loads to the frames. Railing is added to the frame assembly. c) Landing Platforms are attached to buildings with Lag-bolts or SIDS Screws. d) Basic Dead Load is 5 psf for frame, ramp & landing surfaces. 2 psf is added for railing. WELCOME RAMP CALCS-IBC 2012 &2015 Page 2 i e) A 300 lb. lateral load is used in the design to simulate seismic,wind and pedestrian lateral loading for each frame (2 frames per unit, 600# per assembly).This results in an effective Design Cs for a 30-foot ramp and 5x10 platform of 0.5 and a design wind load of 30 psf without consideration for stress duration.Seismic and wind loads do not govern lateral loading for standard configurations. For those configurations having landings attached a building on one side longer than 40',soil anchors shall be installed at the rate of(1) anchor for each length of landing 40' longer than 40'. For those configurations having landings attached to a building on two sides longer than 60', soil anchors shall be installed at the rate of(1) anchor for each length of landing 60' longer than 60'. See Typical Soil Anchor Detail. WELCOME RAMP CALCS-IBC 2012 &2015 Page 3 11 I I WELCOME RAMP, INC. STRUCTURAL ANALYSIS Ramp System Design WELCOME RAMP CALCS-IBC 2012 &2015 Page 4 n r MeMber Data shwe I MaiuriW Phys Nadrv(" to :Axmr Lmh6 I Joill j jDinl RaLme Sww. Sal memb J.L:rvi 4A40 L"th Owe") Sd TOM AVM AVtA. Air,i Ill: r 4 08 N1 FIN L 11" AN 4_368 1 I kL -YA 112 wo 4 �L I OFN NO i ECI �kLE- IYI i I Ma NSi L !Y P N stc3- —4- IN 5.512 SE02 AL y 11.599 M6 --N7 NA SEC3 AL -y _M7 N5 i N6 1 AL i SEM --.- — e';A-+ 1.25 No S C3 AL SEG3 AL y mg N-4i Ri—I - mio" E4�1 7 Sections S,W-7w: Database Makeriial Area SA $A 1 Lobe' shape �2 -fq-�"a C90-2/0) - ful'4? Only — 2 q2 ECI elcon -S ie Ramp- AL 1.2 1.2 .421 1 -1—.2 ;-1.2 1.370 I SECT Welcome Deck AL 1 SE 3 TL)2k2X251 3 .613 Basic Load Case Data lia�m Load C"- cwfqcry cmaegay GfWAY k nett Type I UL(:Na Cod. y Joint Poem Douct Ds-k d L'iad wl -De- Loa M w2-psde.Utart Co7a LLS fLttv k- -W W4 d P (PU -4. folvinber Direct Distributed Loads, Category DL. BLC I wl -Dead Load 5"'Al hiAomnuou 1-4 Maqn,hide Sari Lorabon E(4 I wotm, (kfil. yR F) -F) Vft IN%) - ml Ati _ -.014 0 -.014 0 M2 y 014 T- ---F —,QU 0�-- y --nu— 0 M4 -.014 i -,014--- .I)— - — f 0 M5 Y 0 Member Dircci Distributed Loads, Category:LLS, BLC 2 :W2-Pedestrian I ond Memner Label Direowt storl,fomqnhwe Lm Magnitude Start LucaWt Etul L"Kin -.2 1 2 0 D 102 y M3 0 --— —1 y .2 a - 11 M4 -.2 --.2 0 - My_ y -.25 -.25— Load CombinatiOns Nurn Env VV$ PD SR55 CZ Etc FWw RLC F-acity uJ- Tin= OC4 Petri. Load Pea,L WELCOME RAMP CALCS-IBC 2012 &2015 Page 5 i Load Combinations (conflnuedj, Nun L-n-v 14VS FG SRSS CO BLC FaLly 131-0 recto( DLC ........... r L ELI Envefopo Member Stresses "ol Shoor mpd�N tp Lo Iked LA Ikaii Lc (ksil Lc S- -I- imax 1 1 .310 1 1 1 0 --T 1 : --0, 'm"' 2 1 .229 ; 2 1 0 0 in .022 .003 1 .036 1 4.933 -7906 2 ro .003 2 7.034 t! 2- 2-5 2 -3-1 - 1 -.23 2 2.009 1_ 1 197 1 2 - jrn F in --,616 i-1 -7347 1 i 1.*966 2 -1162 1 1 4 IM--- 2 5 max -.035 2 1 -A94 -&157 --.513 - I -1-- '�� 8.77-4 5.125 1 2 min -039 1 -,t3 ux 1 .059 1 2 531 1 1 -15 355 Z min .061 2 .8 895 1 -5-'25 2 1 7 2 1 .248 1,928 1 : -1.Tf4-L-2 --7i--- 32 -17--2-3f mn -76 2 1.773 2 -1.211 _1_ 3 max .02 2 . -.032 Z 4 -2.804 2 --Din .011 1 -.035 1 4.558 3.074 1 4 max 001 -,-2t -296 2 0 1 0 1 ruin -.009 A -.318 1 0 1 0 11 7 1 1-- 1 .359 1 -2.64 2 1.152 -! l 1 min .199 2 .337 --72.789 1 1.659 2 2 max 18 2 077 1 3 166-1 -1,91 -- rain --*- T 039-2- -2.053 18H A -192 2- 467 -1 -864- 1 2 1 -.206 1 1.375 2 -.9212 4 1 max .141 2 -455 2 .--7.M 2 5.141 minim -,48Q 8.192 1 -4 79-6 -Z M��- -ij max .029 1 .55 1 -8.455 - 2 5.68 8 S7 3 39 93il I min .026 14 2 .9.04 1 1 1 5.313 2 2 max 1 A72 1 252 1 2.687 min .0 1 2 .1.36 2 12.�489 -I.676 I nj 1 -3,334 006 1 -.043 2 5.6151 1 1 2 -.046 1 6.307 2 3.569 !74 max �-.022 2 -.321 2 1 U I min 023 --7-343 1 0 1 jk' 1 imax 152 1 .56 1 -5.456 2 15.539 1 min 141 2 .523 2 -5.632 1 6.116 1 2 Imax -152 1 .188 1 6 4=2 7 1 -6.715 2 min 141, 5.92 2 .175 2 2 -T205 IpLax 152 1 -173 -2 6.4`4 1_'6.765_j 2 -- - thin 141 2 -.185 1 &.6.0-3 5 2 -7.2-46 Max. 152 1 -.52 2 -5.322 2 6.414 rnip -A41-1 2 -.558 1 5 121 1 13.9d42 M6 1 lovinx -745 i 1 .523 1 U-- min . .695 2 .487 j 2 1 0 L_2 I Max .745 j_j .523 j 1 1 2 717 1 -2.527 1 2 WELCOME RAMP CALCS-IBC 2012 &2015 Page 6 i i I Envelope Moopber Stresses, (continued) mwybw Labd Silor-'n A" show Elendwv lop BencinV W Ikon L-. (h��Lc (kk Lc (kt,) I mill -695 2 -487 2 i 2.527 1 27 -2.117=1 3 .745 1 .523 1 1 i 5.435 -5-656 2 1 m in in .69 2 -487 1 2 ' 5M5 2 -5.435 1 1 rn 4 laxl .74 -f-i 52.3 1 1 1 8.152 1 -7,582 1 2 min 1 -a 95 1 2 1 .487 1 2 1 7.552 1 2 -8152 1 M7 _I max 1.208 1 -,499 2 0-- min 1-129 2 -,533 1 1 l o 17 o 2 max 'i-2DB I _499 1 2 -2-591 2 2-77 4 1 i min 1 1,129 -,-53-3-* 1 -2.77 7-1 ; 2591 2 3 !Max 1,208 1 -.99 2 -5.182 1 2 r 5.54 1 1 min 1 -.5 129 1 2 33 1 t 5.54 1 $.182 T 21 4- Ax 1,20B 1 1 j -.499 1 2 -1.174 2 5.31 ?I tin 1129 2 1 -533 1 31 I I tiviax' i-367 1 -.100 2 0 1 1 0 min ' 1.275 2 -.112 1 1 1 D I 1 1.1 2-- 7 1 -,108 1 2 -,44 -2 454 1 - min 1275 1 2 -,1i2 Ti -.454 1 44 2 3 1 max 1.367 Alj --108 1 2 -,879 12 1 .907 _ij rr-o-irt 1.275 ' 2 -A 12 1 1 -907 1 1 1 -870 4 max 3 1 -JU 1 2 1 -1,219 1 2 1 1.351 min 1.2TS 2 -il2 1 1 -1-351 1-31S 142 MP I MaX .93 ..-521 2 0 1 ! 0 �.l min .87 2 --5-5-1 -T7-0 1 -1 :tnax -93 l 1. -.521 2 -1.411 1 2 1.49 1 min .87 2 -.55 1 -1.49 1 1.411 2 93 1 -.521 2 -2.50 min-' -87---t--2 ..sS I .2.98--1, 2.822 2 .4 -may 93- 1 -.521 2'.j -4.233 . 2 4 471 1 i.6w * -AT 2 -4.4 1 4-233 i2 1 mox. 1 424 1 0 1 0 1 min ' 1,332 2 - 78 1 2 0 1 0 1 2- (ZW-I.A24 1 -.048 1 -.065 1 108 21 min -f.3;5;, 2 -.076- FS-, 2 .665 i I 3 Imax 1.424 -:120 -1-4 I2-12 1 2 .--- I min 1.332 -W8 1 2 1 -.212 1 2 1 .129 1 1 4 1 max 1.424 1 - D48 I 1 -.194 1 L- .316 1 2 -7;;',nt.33f 7 078 1 2 -.31 B 1 2 194 1 1 Envelope Marribor Section Forces I vo%)k)f taw Saciroft Noal Lc Shear U MOresrM Lc (ki (k) -19 1 max, .034 1 1 382 1 i 0 inn� 031 2 1 .358 2 0 1 2 max' 004 1 .043 1 -.317 21 -1 2 .. -1 2 -.338 Illil 1 .0014 : tn 3 ax� -.024 2 -276 131 2 mrn -.028 11 -296-- ; 14.----.138 A -4 .-Ta X -.052 2 -.592 2 .601 1 onut -.056 1- -134 1 1 .559 1 2 M2 1 lillax .085 2 .030 I 1 61 I-Fn-In 2 i . 3 2 m - -1 ax; .057 1 21 297 1 1 ,122 WELCOME RAMP CALCS-IBC 2012 &2015 Page 7 i I i i i rnvelopc Member SQctJon Forces, (continued) Momw Low, Secoloa A.,,n Ed Lc smew Lc mment Lc IrTlaX, .029 2 -.035 2 -.312 2 _I -0110-1 0J6 I -042 33b I rlax 1 .002 2 1 -.355 0 1 1 min 1 .013 1 1 1 -.38 1 1 0 1 1 I max! 288 1 -431 1 1 1 -min 7 -"286 1 2 fBj- 2 max .258 1 2 q92 1 1 -.208 1 7 -.124 - 1 olax --€194 , 2 4 IaX .203 2 r -.547 1 2 1 .561 66 -623 2 1 1 MIN( Vt .642 �11 .659 .52 i 1 .038 J 2 1 .610 2 .58 2 j in I .302 1 7 .-171 2 2 min .01!b) 2 i .252 - x -1--364 2 iRmax 1 L 451 2 F "n -:055 in '000 2 it J max -.032 1 2_1 -.354 o min I -1)13 1 1 -.411 1 0 .218 i 1 1 .671 1 355 1 run 203 2 '6v 2 .332 2 r n-a--X- 3,79 a- 1 .225 1 1 in 3 T 2 -.391 MA x .218 1 1 -.21�-107 2 min 3!b3* - --T -T- 1 -.394 1 4 max .218 1 ..523 i 2 -340 1 Mill --TT-. -324 .20S .66g max a X 509--- �1 .218 1 1 0 min 623 : 2 1 .20 2 0 1 11 -.105- 2_I _ 2 Tfa* .669 .218 1 1- ITIIA .623 1 2 .203 2 -.116 1 max W9 1 1 .218 1 �16K-j min 1 .62-3 2 .203 2 1 -.232 4 max 669 1 1 i .21 - .3 -- mm-r710 1 2 .203 2 -.346 1 1 max 1.084 1 1 -.208_ 2 1 0 1 n'llii I.012 2 --1 222 1 1 084 1 1 1 -208 f 2 1 2 -222 1 109 111�41 2 max 1. 2 .237 -1 .2 1.012� 2 '222 1 1 25; 4 in .094 T-1 1 .208 12 1 -35" 11 inift 1 di2 2 i -12-2 1 3a2 2 1 -.045 1 2 0 1 1 1 1 min 1 144 1-2 -_04* 1 2 j rTaax 1.22.6 -.045 2 .019 1 1 iniii 1 114 2 .019 1 2 I 3 1 max 1 1226 1 -.045 2 .039 1 i rnin: 1,144 -.047 [Y 4 jrnaxj 1.226 1 2 1 : I min 1 1.144 2'P44-7- 2 056 WELCOME RAMP CALCS-IBC 2012 &2015 Page 8 i I i I Envolope Member Section Forces (continued) Mornbet Label becticm Aw! Lc stow Le MaaerK L6 _ _ (.►)�- JR) (k) _ MrJ 1 __ max ,834 1 -217 i 2 1 0 r l I F - - I min i 2 -.229 i 0 2 maxi .834 1 -.- 7 2_j .064 1 A -- -1 nml -229 1 I 0f3 2 i 3_ Max 1_ .034 1 1 -217 2 1 i 27 1 min T8 1 2 + •.229 1 I 121 1 2 4 i max! 834 1 1 1 -.217 2 1 .191 1 f 8 -1 2 ?- -229 1 1 1 .181 2 i M10 1 Amax 1.277 1 -.02 1 1 0 1 mire 1,195 2 -.03�I 0 1 2 max t 277 1 1 -.02 j 1 .005 2 min' 1.19 -.033 12 -'-.003 1 G rnax 1.277 1 -.02 ! 1 W9 2 min 1.195 2 -.M3 2 .0D5 t 4 rnox 1.277 1 -.02 �1 ! 01 d 2 l min 1 1.195 2 -.033 1 2 i .008 1 _ Envelope Member Deflections Mon lmf talmil SocRrun _Tv4 v.wo Lc y-Tra-,slalee Lc In)Lbe ROW to max -_..Ol i 1 r�} _2 NC --!min 0 i 2 1 NC _2 max 0 1 1 0488 2 1243.875 2� mill 0 -IM-_ I 1169,054 1 3 max 0 �1 . -.033 2 i 1756.299 2 Min 0 2 i 035035 �~1 1859 338 -1 4 fnax. 0 * 1 f 4 1 2 NC�� I nasn 0 2 1 Ca 1 , NC I max 0 l 1 0 2 I hC -- l mini _0 1 2 { 0 1 1 Z I max i_ 0 1 1 032 2 11848.986:1 �::n 0 12 •A34 1 11708.fi381 t 3 0 1 045 2 1260.237 2 man 0 "2�' -049� 1 11 11 � 1 4 jmax 0 _ 1 e 0 2_ NC _ l i J znln 0 2 0 1 � IJC ! 1 j M3 `_1 max 0 1I 10 2 1 NC j Iinin I^0 I Z 0 1 ( NC _ b max, 0 1 ;_-.029 2 2n69 401 2 -min - -.001 - 2 i -.Q31 1 1919.6t8 1 3 maxi_001 1 -.021 2 291.09 -- -.1. 11 man -.002 2 -.022 i 12735.5041 1 I 4 max I -.002 1 3 02 2 NC --002 2 a t3[t _ 1 - NC�' 9 mix -002 1 1 •.002 2 L-SEC rrlan I -002 2^j -.002 1 NC 2_lmax Ooa-� 1 � -.047 1 2 11338.222' 3-- _ -- � - i 2 1247.2 min�.002 1 2 I -.05 1 1 6nax � 1 -.Df2 2 i 9452 min t -.002 2 067 1 930197 1 +2 �r�aaxl`002 1 -_002 2 NC -,002 1 1 1 NC WELCOME RAMP CALCS-IBC 201E &2015 Page 9 i Envelope Member Deflections, (continued) Member oe* SediDn )(Jran"e Lc V-TrwWate 1-c IrtlLfyRaIQ Lp tip) M5 .17�Tma x -.bbi-7 --7-TT -.002 2 i NG I nuns P .002 1 2 : -002�2 max _ -.002 1 $9.623 1 2 1 min 1 -.002 2 -.1, 3- max -.002 1 -,109 2 5E. .975 I-min 71-1,1 -520.674 -1 -1 4 max' -.002 1 -.001 2 1 NC I I .001 1 1 NQ hiPf I lmax[ 0 1 0 1 1 1 NC 09 2 -2 max I min; 0 0 NC max min 3 Imax m,x --h-Li -.013 1 2 11392,2071 2 2 max 0 min 0 1 1 L -.014 1 1264.941 3 max 0 1 -.016 2 1111766 2 I min -.017 1 110-35.p5s i i I 4 _r�x -.001 12 .003 1 2 1 N' -.00l I1 ouz T tz 77 0 1 '--NC Tn 6 L_�tnvx 11 i 2 1 It �--NC '2 0 1 2-1 .016 1 1 11270-353] l I min 0 .015 2 f6i.9401 2 1 llmexl 001 h2 02 1 1 101h.282; 1 1 I Win 1 .()JS 2 T-iopumq 12 4 ILI _ --0U2 2 .002 1 2 NC i I min 1-002 1 Ail I I NC me i f Max! 0 E i f 4 1 NC 1 min 0 0 -4-1 , 2 roax 0 .002 1 2 JK�IC I n- n b 1 .002 1 9920-45111 3 max -.001 2-.003 1 2 18-180- - 3� 2H E4 1 .003 1 1 :7036.361 t I MITI 1 4 2 1 .002 2 NC I min 62 -1-7 .601 IT NC I 0 1 1 NC 0 1 NC I max 0 PU2 11 4529,495 1 in I -:-- 0 1 .002 2 4784.3441 2 1 Irilax, u 1 1 Ellin. 2 1 .903 1Z j 3827.975 2 Min 0 Fl i CO3 T 1 13623 580 I 4 max. 0_L2 0 12 1-- NC nisn. 0 i 1 CF i NC 1 rnax 0 t t 0 -1- Nc L-4 1 1 0 1 NC z Inax, 0 1 2 1 0 i_2 t4C ruin 1 0 1 1 0 1 1 N 3 1 rTlUX 1 p 1 1 0 1 2 min max 0 0 tt 2- i min !. 0 r 1 1 0 1 1 NG WELCOME RAMP CALCS-IBC 2012 &2015 Page 10 i i _F i I l �I I I i 1 I I 1I � 11 I WELCOME RAMP CALCS-IBC 2012 &2015 Page 11 I I I I I r I I I � I I „clam OWN T I I I to We r,,�t r toad iZd ; { st"on,tr wa» - — - -- WELCOME RAMP CALCS-IBC 2012 &2015 Page 12 I I I 4 I t I { i n I 7F�rn ._t •.r•�."l�j'�`�-���f�' � �,�T.�,�y�.'��:� �.,��i��,��y.4 ON Rom. C �f n1EU prJ eA u!r'LKofiJf+l U r Laoda.BLC 1. •F'KlrAnea load WELCOME RAMP CALCS-IBC 2012 &2015 Page 13 1 I .Z .x r I I i I I •214K+11 •21AKt"fI r I I � � I � �•��' 1 �1Ak,K1 �-;' —i III,f..i � t l � •; ,�i., 7n t I I j I � f i i i Cowin lL I.DI P d Load I SoNW:Lnvray e _ — - • ! WELCOME RAMP CALCS-IBC 2012 &2015 Page 14 a Seciitln:ll"tilelcorne Ramp Section Properties: Y reon— l Numher of Shapes =2 Total Width =2W in I ol2l Height =4 00 to �� 1 Center,Xu =0.304 in conter,Yu =-0 457 in n x•bar(Right) =1 571 in g X-bar(Lett) =0 429 in , Y-ber(Tap) -2.457 in X 0 - — - -- — x Y•tlar(tint) = 1.543 in ,n Equivalent Properties: Area.Ax = 1.435 in''2 t 1 Inertia Ixx =2.02 m"4 1 Inertia.lyy =0.4212 to"4 lrlerba.Ixy =-0.4556 ln"4 y Torsional.J =0.0299 1r,^4 Section Diagram wdutus. Sx(Top) =0 9225 rn"3 Modulus. Sx(Bot) = 1.309 in"3 Modulus, Sy(Left) =0 981 in"3 Modulus. Sy(Right) =0 2682 W3 Plastic AllcAllu&. 7x =1.4921 In"3 Plastic Modulus,Zy =0.4852 in13 Radius.rst =1.186 in Ratliu«,ry =0 541 in SUfnMary of Section Properties So No se:•wl Width Height Xo Yo Ax lxx 1Yy 0 w In in W2 m"4 ri"4 1 WMMrInW 200 400 0 304 -0 457 1,08 2.02 04212 r�wrq, WELCOME RAMP CALCS-IBC 2012 &2015 Page 15 i Section:Wefcome Deck Section Properties: I Y 1 _ `1 d4i�t—j Number of Shapes =2 _ Total Width =2.00 in r Total Height =4.00 in ! I u -0.304 in ctihtui.K 1 Center,Yo =0 114 in I X•bar(Right) =1 571 in Y - — - — - - X-bar(Lett? -0 429 in X � 0 � Y-bar(Tap) = 1.886 in Y-bar(Bot) =2 114 ire � I �gui>Falenl Frcrp>'�lies- Area. Ayc = 1.43B tn'2 Irentea Ixx a 1.3�B fn"4 innrlia.lyy _04212 in',4 Inenia,Ixy =0,1141 in"4 Y i orsional, J =0-0299 in44 --- —--- Section Oiaorsm Modulut;. Sx(i op) =0 73r19 it 13 Modulus, SX(Bot) =0,652 inA3 Meciutus, Sy(Lci1) =0.981 in13 Modulus. Sy(Rignt} =0.2652 ir1"3 Plastic Modulub-,7- = 1.0531 in°3 Plastic Modulus,2y =(3,4052 in"3 Radius. rx =0.9792 in Radius, ry =0.5413 In Summary of Section Properties Sh_No. SWion Wkiih 110ig" X® Yo Ax 1xx 1YY in art in An W7 W4 lnj 4 t wolGpnu 2-w a,pa D 3D4 0,114 1 438 1,378 0_4212 fleck WELCOME RAMP CALCS-IBC 2012 &2015 Page 16 i; I I memb"slrv%s R&SUIU fi*r,ess the Marnbet Swclion stresses sp-readsrieel�,y seimmj tie Re&U115 merju Aric:Iren, Ttze-,e are Jilt!-,vr7nl-e.- The numbef o M f 5ectio lorm -t1istres5esIbm reporied m con,roiled by thr;.Mbr.t at Sections Specified on the WOW--,!,qj2jL T he actual number of M lltis Number 01 $vctianf- Minus I- the inrrameril al hingtIl of each 5*gmerlk is Or silDw For example,if You SpficiFy vtOlmm, thci rT%:iribqv Is dWidrd into d squai pieces,mad the stresses RIM 1`400ried JWY eaCil Plece. There will be IfOr,trdll VaTUE5 Istert for each section liocallikin VON lilt err-hcr tal6rig into accomit kviy the 21UL,,.Ear Me Wr(,AWs art shown tit OW top 0,each zolumn. As for the sign cQrivcrtkm,the V thmr, riimuU correspond to the signs of the forces. These firift ups%positive or pegiltivo accardIng to the member 10(aol o1XIS, The iixiat sstares;iN 1he ratio Pik,wifrive P is ttita sactior,axial force, A posWim&tt—is compressive, N ' t*it'-SIRIl 0! the qrprs fullows the Tnruhnar stress jscuiCUIIlvd AE WSA.vi-nori:SA is thep r-hw'04if For mernbofis r,Qt n(t:tIncLd wr'I",a serll-nV, stet it vjjEuic Cl is acted for the shear arm eoetficient S.A, The timcling MressLb dlic r-Wcuialed Usmig)tric lamillar equisiliGn I'd'c 1 1,whera V,is mv belluillig k)(HoMit, Mr, distance fFolln the neutral am"to the exiteriv,fiber and 1'is thii mom(MI of Irlerlia 'the %ttees for tho,tici.11 Ivin'5 01'erm r-,ompres4ilm and 4'11C941hyc StfrSN it le(IsiLL' !40mv are not Synn"IrIcal aboul hoth ior-m aye's. For t-Ami-tipie Tat and cfmnnef rmaipcs. T hu 11W 51im,at lilt TimItIv"seal fjvPaLjvk?, Vr)Rt;ml MFIV not tile the%I[M&, Tile 10CUOV"s fml the calculated mrrasiPs aec HiLIStIMINI in It'Wi ding!Itn't, Y SIVA Top /—Rend Top y z• Band B W `-Band Bol y A BrA Top Bend Top 4 L 8 Und,Bat Rend gat Scif the y joij lucahori is the extreme IlDer of the shape in the po;itive locaf y direction,y-bot ii thr:r-Arr-me fillar in the negative local y dimction,etc- The Y-loji.bot Strt:14(ls are CakcUl4ale(A using tem- f rn ensoIrjpr,,d (crultz tile MaxiMM and 11niiiii-Tioro valoe-A eaLh lCiCaticyn is histed. The load coivilbiro Uoo prorlucing the MOXIMI,Arn or rinatimum j:w5c lititvd, it)thew To incliude a rSeUCLAar Loarf C�mhimi!inn in I ho.PrINtIOPI-I open the Load Combinatitims slof ekidsirwel and check the box in the'Lnu'rolurrul. ""Ito A sVv,-4al+Jase 15 Inc:mii nE crilcuingiorl-- fut,single arigies. Trio itvmtimj;WptIst,,tg;L ere reported Isar beridjnLR al the principal axm o yiaw Me yv%uit-j]or a particulat' use the-IFIJIV optiom j c view ti-,e maximar-oq;,wart enirvrniPrnT;,Lisn otiu opt lien. WELCOME RAMP CALCS-IBC 2012 &2015 Page 17 :. I 1 I �� I .o , a ti %e e I�1r 1 i 1 1 �YJf1OPP;.�11VC�S4�1{9 Membff Bending Munumits(k-ft) Rowlson unkz are k and k-ft WELCOME RAMP CALCS-IBC 2012 &2015 Page 18 I I I TAt3LE 1'41•P•A-MlattrAUN MECMAN1t,;A1 PNUPENtte$Fpfl ALUMINUM ALLfAY6•-SCnntlavl�ai) Ylthtee Are Given In Units o1 list(t.000lb4n*) t7wvNt{0i tm"M - I wensusa T1sC1tNL a n0jiliM s oM sots"', oo�1514NG t et41et1Ctflt ta4rlo9� TaMifA� PAUEVOcr .>M 4 r4r. lOItTNlI utatn0.500 34 21 It I 71 { 12 7D T5 10.40 •NDI 149et.m1 O, tt 4ad mn lh ^1 1/ '1 11 7n tk Ih V,h ImJ Pw 0.2500449 36 it 17 22 to r. tI to4f0 •11112 17Mt o'3[t0 I tt00 )! 14 Is 2t fit1 9 70 ® 104 dIt12 1'6er 14[q•JAD1 )! 14 1! 21 t 70 N 10410 .lAp f`.' putt :(*I30M .14 14 U Jt t hN 2. 10,400 I4t; If!soul t4.1r All All .14 76 14 lot 19 4R 111,40h •1114 [Aswnmltr_ Al, 44 34 32 76 M 94 S* 10,400 !T)s•6lSt Stec€1� S6,tN54r[7.€76 45 at $40 19.Jtrt 5474.11111 fir up toO,S00 1? ;ti 16 25 [[ 64 l2 to Am III11 11aNu«na n Y01 am On+ It 49 141 i 19 [¢ 64 :w [k1AM I 1 •14[[2 [ittruke*rm up10SAM 31 12 3i 10 62 74 10.4w W11 ate.u".]Dins" 0020�-Vm D0 2f, 24 21 t5 7q 44 10.4w M34 !.u-".t le,ua, nD2n tow 39 29 ;a 2.1 ti 74 49 10,4110 )4MN1tl hdnnilurl I %"0S00 42 26 22 ^S~ I5 02 41 10.05 still Emu '*- 41 [ 1 met 42 76 r 74 ( 13 112 4: IIt,40i0 •111t7 itrlruur.aa uPit, I A7 4: 14 JO 74 11 17 14 IDAW 11321 nand unJ ptiM O hp.•1.25ti +lh ?3 27 77 IQ 97 39 to.4M I117t Moo I751-I.30 44 11 74 21 it 1A �,l TOA06 NtN Pt.k t 101.3.(00 1) 29 25 '! 17 9: 414 10.400 It 1% %"1 00)1.0249 41 36 ?t 21 21 94 Gl MAM 11341 Sbr+t 00510.749 1 $3 4; I 39 I 11 7t tool 70 101"A WD!_n 1GtsnI1M. i ?5 YPte11-4w 31 3f5 '74 241 li9 Sh 111.it/r 1 t --- sltsl 14 Watea wwl44.0 O,DIh 4.R i 9,'- !D•1a• -!All T F4tnnll_Jt rt I �rlrw-� _r7; i , 1e ga �0 Mn I it. 111111111 ' s 7b, tal-11m avat aria l- up to 900 I2 39 f )S 2" 7" >)I M. tD,11M 7D Itrn.n rut. 11'(010 N1. 4: 70 laps upinAt994 t `' a�u twlyC9p4� �i III 2< 34 _. At 0 L f Be1t9tYtn,- -� soy ro 0 - _ _110 _ 24 F I/rtHMt3 Ali v 91 lag a 10,Ic11 an lu.ulo 7s Lou-". 24 �D131 T! �L•4tru41unt -J, up to LfR !! 1 >> ( )1 1Vdo.la.Alt an T4�tl ann� i<a we.rw.riw. rir..r nerwmro«rgcr4 )fi&ttdF04amuAuwurrpeeibcdv.l (raeepGrr�„1a1�;31Atd,[114,-Plkb�nlJpfaAlelrti! 3-$9IEFrnlulrucnbvlal.�u'rt t••" r - ... 1F•�ilh1Ec�lrr[rs w1t,4WWtwn an.rrsRc nurGuuac 4vf clstDtnt to wael�'rnetka07 ails i1 kw1r.i¢E90 M'143 9saacr tAY19d+[rnr1ur`.ap kips 4;6411§I4)+ TARL6 20.0•B-WMMUM MLGNANICAL PROPERTIES FOR WELDED ALUMINUM ALLOYS) tries Tungsten Ate of On�wstan 11ei05 No PoslrNd most Treatment) ___-- - TomahRat JIMAft—` 1SFfaapkl 1 `I In.wUCTMM lwc*ldtsr ' 0.hi r Cis n� _ efw 4�.tr8t 4r1a rawnia - -:�:.:Inr rMN _ ��~^ '•_ - - u Ilat:►ni iiis` — nsa tl 1c 43�T� it 2 _ xa)-1112.411.1" 1116, ,t, 14 1 7 10 4 zl3 t2 Ilia .. }t>VbgiJ.•flN,vt k)[r, All 33 ! Ys 10 •Ills _ �Mb- luJntt,.uttAn � � lisl�, -F13A,-lt;a -� — ,n0 � 11 tJ t;3 41 10 ttl� - - tanN2l � Shtvinnt).00tn t? 70DShcl7.•/It4.•If+,. I 7 I IUl DA _ 9A + WELCOME RAMP CALCS-IBC 2012 &2015 Page 19 f I -2 a� PS E 72 G A r 7Z 3 2 A2 8 df If U k It = p R If V 1( 11 t, ¢ It If il rj V. t: Aq rz 0 F to E 72 vo c q-4 X A e'o 13 4. .— A rz t ,. i 4 cE ll,* CU u 61 S. 1E Bt u 7, 2 3 LJ2 6 71 D ud E E r, F r- dE o ft It t it 'p e. L.:I.: k: L's Z 16, WELCOME RAMP CALCS-IBC 2012 &2015 Page 20 i i i �i i AL C f� r r 4 I. '1175' ell d W ,2 -f- 13 0 C WELCOME RAMP CALCS-IBC 2012 &2015 Page 21 Y'l .5 Al -r ? F , ,i .��ra(.Zs� a.�o°3j t (d•7= fZ �:— WELCOME RAMP CALCS-IBC 2012 &2015 Page 22 i i i i g +s• `� C Y�"w jr.P BIJ�-a �.a � 1 7 / • rf�, t @ ti rI.I I i��� ��f��r.'H'� l + PS '.._.� •- fir` �:�° _.x'�L;t1 � ---- {E�I�sTJfitil!L !;-A 1 Ell rl 1� �� r WELCOME RAMP CALCS-IBC 2012 &2015 Page 23 I I I WELCOME RAMP, INC. STRUCTURAL ANALYSIS Adjustable Leg Design WELCOME RAMP CALCS-IBC 2012 &2015 Page 24 i M I ce,3 7�5 14 <V 51 (.7 CPes t Ass' '.' "I L" 7 rr (A ss chi r t-,� A;- L 0. or IY-2"C. WELCOME RAMP CALCS-IBC 2012 &2015 Page 25 I I L e jj ►,nAX F-0 T4 r-4) -40 7�5 At%ILO-y 01! Tr: Y. ,4 ► A jo y Al, 0-7-73 Lb aM 1j 3 C, 'TNerC,F,o,-, -rw r4OOL KJ RetiDiti6s, lo eA OC A-L-t-rm."o.0,L I-F& 0,1m,LAP F-,Oc 4AJ Y J'a,61 OF THE p1pt-vf,6a-s A,`J A,5 WELCOME RAMP CALCS-IBC 2012 &2015 Page 26 I WELCOME RAMP, INC. STRUCTURAL ANALYSIS Alternate 7-foot Landing Design WELCOME RAMP CALCS-IBC 2012 &2015 Page 27 i i 1 rHf NArUl :41)4 FOR A 1) F 0 19 A SIN&Lf P-11-$r 14 f 2) 40,4P A 4%02) y Urr ROO nre R CIS 7 4z Me t.- Po&hle A,01.qle fcr feqop.) 7 A ' WELCOME RAMP CALCS-IBC 2012 &2015 Page 28 I /b3 2.Sd2. k.,2s Fr, lno tI. 7' A06W r l'a$r- N�ra'l�ta� XIZ:rWAN6fk Yoe. Angle L' 4�t c!IQ i 1 t:i /Ve6� p Qir A^5'C WELCOME RAMP CALCS-IBC 2012 &2015 Page 29 I I LG�i,..g Naons JEh�nnr'I rf I r �`ar Ftf�settroF, (Iyp) r ConnCC(I GN oN Fx.;Titi1r C WELCOME RAMP CALCS-IBC 2012 &2015 Page 30 I I I I 7-.A ac-f 0"fir ev SVC 4urji,,Aq qs,5p,—,ff;? Off 4.vo7A NO el a 2 x /f L' LORD 7 4 30 r of 10 Re"'w 0GIF Y.;, WELCOME RAMP CALCS-IBC 2012 &2015 Page 31 i I i 7 �r q. AATAC t oaQ oo7 ROW A7 e4�sl AXhfL ClgdSh1N6 OF BOLT f G eI: lE7? !b v4vl�f•e� __ — C(1�e�-C3L�C7(J� �kQ Gibs "F L'o o lo pe .7i 7- 1 o4a7 WELCOME RAMP CALCS-IBC 2012 &2015 Page 32 I I 1 s I I 1 1 i i j i i I WELCOME RAMP CALCS-IBC 2012 &2015 Page 33 I I I y I ' EX 1 i I I 1 � I At f azMop I 1 03 0.2 I 1A I i 1 ResuNs for L0 1.DL Pod.Load klitmher Brn&nq Morrivott;(k-ft) Renclron uofds are k and k-Il -- WELCOME RAMP CALCS-IBC 2012 &2015 Page 34 I I �� I I Member Data End RvIam et EI)d o"Ifielt jn&uwc lAs'efial plfli twxq I Jm It j Jonl RrArle seclol w Memb [-End J-End J-F-10 J Fftd cau i olgV, tclocreesl so TOM AVM AVM (in) I in! itli N6 Ng I SEC2 AL I Y i M2 147 N6 B_EC r__M3 AL ly.S C N5 SEI'I'l AL y NSA h1l 3EC4 AL y M5 464- A BEC3_�iF SEC4 A L. ml, N9� AL Y I soctions samm W, Amo $A SA TIC shme 12 qlso 4i L 00 A Lint --1 -1.2 —F Z02 L T--i.45i 1.2 .42 SECI Welcome Ramp __f4_3E=1-J 1.2 A21 SEC", TU2X2X2 Sn4 4X10.5 AL AL .897 T2 1.2 513 �W -0 .�2 1:2 J. B Member DetlecOons, By Comblineflon y-TtwAIW,w rn)us Raw (in) I'm) --,0 1 0 PC 2 0 1 015 3035.,848 0 1 -_174 1277.517 0 4 0 0 i NC a to 2 -01& 1157118 I 0 Nc D 2 0 3 0 .016 1 1167 118 Lo NC 1 0 I u i NC 2' ;ITT5 3 1 0 1 -,012 1 425T720 1 A 0 �N 0�'; l -.003 1 NU 7 3103VOT A 0 NC 2 1-. 0 _:o- 1 3 -.002 1 0 _NC 4 -.003 _M7 1 I 0 -.214 NG 3 0 3035,8 WELCOME RAMP CALCS-IBC 2012 &2015 Page 35 Member Srmsses, By Combination LG FRwo"ei t ZAA!i ucauon /Wak shw Bandnq top Band,.u3 tuA ikb) (Kail (kb!)_T ks, yt Mi _ _1_ .135 I .21 •5078 5.893 i- Y. .135 .21 _-.271� 304- 1 3 .135 '21 4.53@ -5.085 t 0.474 �t MT 1 1 .279 .464 0 0 --i_2 279 4974 -2.412_ 3 279 1 464 4.824 i -4.824 279 464 -�.236 1 -7.236 f .279 -.46i 0 0 --2 -.273 -46d %412w1 - 2412 j 3 I .279 -.464 1 -4.824 1 4.824 1 `2 9' .. :.484 +.Ij 7236' :7.236 ! ! M4 1 0 _1 579 0 - T -:0� .072�838�- $� -435 .371 -1.472 Z. .• 4 i p. -t -.942 •L40 `.5.577 t I } M5 1 0 .94 1 •1401 5.577 - -- 2 0 A35 { 3 0 2 .53E -3,336 W i 4 �- -579 1 M6 1 1.M2 0 1 0 _: _ . _ 2 _ 1.8120'� 0 0 3 I 1 M7 1 .135 ^ -.21�1 9.343 -10.474 .4,536 3 _135 !_ 21 •.211 304 . �_..__... -1 a 7-.135- I •21 5:078 5.$93 WELCOME RAMP CALCS-IBC 2012 &2015 Page 36 1 I SectlonAShapel Section Properties; Y _I 4C-44 ._ Number ut;Shiipea =2 7 d77 —^---9 W Total W401h =4 014 in Telal Height -4M1 in Canter.Xo = 14.995 in Center„`o :•1.e05 in to X-bar(RighO =2.0071n 'ry X-bar(tall) =2.007in Y•hsr(Top) =2.617in Y-bar{Boil =1.3931n X I _ X c Eaauvatent Properlira: m Aroa,Ax =2.24 InA2 Inertia.lxx =3.607 tn^4 Inertia.tyy a 0.9487 in^4 Inertia,by -0.000 in°4 lorslonai,J =0.0:104 i1114 Y rlodulus.Sx(7op) = 1.378 irtA3 $oCtlon Diagram r,lodulus,Sy.(801) =2.589 in"3 Modulus.Sy(Lett) =0.473 in43 Modulu9,Sy(R1ghl) ` 0.473 In^3 Plastic Modulus.7x -2.49`? in"3 Plastic.Modulus.Ly = 16.794 in-1 Radnro,rx =1.269 In Radius,ry -0.13:0 1n Basic Properties of Shapes in SeCdOn-' $81 No. 511ape Factor wain Ha►hI Xr) yo Ax 1X�q lyr in in in in in 2 1 Ut1 r�fxa!L 1 insA 2.00 4.00 14-UU .1.00 1.12 1.004 ri.+n 2 Unequal L 1 2.03 4.00 11,39 -1.161 1.12 1.804 G 10 Additional Properties of Shapes in Section: 5h-No, -S-h*pe J Sx By 2x Zy rx ry In-*'4 1013 iffi3 tn,3 3r1"3 in 1" 1 Unequal L 6.4152 G-5905 01855 1146 0433 1.269 ®.517 Unequal L u,0152 1, 01x- 0_l0 a9 1..24E 0.433 1.269 C1517 Summary of Properfies St1.hlr1, Seo n9 Widah "&iq 1 Xfl Yap Ax €xx Iyy 5a (a in in n"2 ti'4 014 i t{5f1e 1 4,014 4-01 14,39n -1, 05 2.24 J.607 0.040 WELCOME RAMP CALCS-IBC 2012 &2015 Page 37 I Calculation Procedure 11 Clused Shapos: The quomeiric properties for closed shapes are computed by using the Polygon method. All closed shapes are represented by closed polygons. Curvilinear and circular shapes or etfges are represented by several straight line segments.The properties the overall shape are computed by gcomelnG summation of the proputti-ur a troperoid datinod by projaclion of two consecutive points of Use cross-section on to the x and y axis. 2) Open Shapes: The geomelrir,properties for open(thin walled)shapes are computed by using the Polyllne method_ All open Shapes ate tep,eyonted by potylines. Curvilinear and circ:ulor shapaa nr edges are representod by several straight tine segments.The properlles the overall shape sin computed by guurnelriL summation of the proportlos or a line dofned by prajactlon of twe consecutive points of the cross-section on to the x and y axis Fur dtttails refer to the Uberz Manual FOOTING SIZING CALCULATIONS 1) LOADING Dead Load= 7 psf Live Load = 100 psf Total Load, RAMP_TL= 107 psf 2) FOOTING ON SOIL Soil Allowable Bearing Pressure= 1500 psf 7' Platform Center Column,Area = 12.25 psf Max Load= 1311 # Min. Footing Area= 0.87 sf Footing Pad w/minimum Size= 11.22 inch USE: 12-INCH, MIN.SQUARE PAD UNDER COLUMN ON SOIL 3) FOOTING ON PAVEMENT(Based on 8-inch Depth Pavement+Base) Allowable Bearing Pressure = 8831 psf 7' Platform Center Column,Area = 12.25 psf Max Load= 1311 # Min. Footing Area= 0.15 sf Footing Pad w/minimum Size= 4.62 inch USE:5-INCH, MIN. SQUARE PAD UNDER COLUMN ON PAVEMENT WELCOME RAMP CALCS-IBC 2012 &2015 Page 38 At t (7 Lood ;p Y.f)= 3 S WELCOME RAMP CALCS-IBC 2012 &2015 Page 39 I I A 5ecticin*Secttoni Section Properties: Y , 70, =2 h 90 pl +0.BU1 Number of Shapos Total Width = 1.781 In IMal Height =3.562 in l Center,Xu =0.00 in 1 Center.Yo =0.00 in I X.hzr(Right) =0.891 in `v 1` X-bar(Leta) =0.891 in 14 x Y.trar(Tap) =1.781 in Y-bar(r3oC) =1.781 in M 1:g1(ivalerll Psotsrrties; Area,Ax = 1.656 in42 Inertia,lxx =2.074 in^4 Inertia,lyy z f1 7612 In64 Inertia,Ixy =0.000 In"4 ! Tur ional,J = 1,26AR IP114 I Y MQdulu;.,vx(Tcop) =1 led in^3 S®Minn Diegrern Modukm,Sx(Bot) = 1.164 InA3 Muldoon,Sy(Lutt) =0.855 in43 Modulus,Sy(Righil =0,855 in^3 Plaslic Modulus.7x = 1.568 in"3 I'lastiu Mudulus,7.y = 1,020 in"3 Radius, rx = 1.119 in Radius,ry =t1,M70 in Basic Properties of Shapes in Section:(Local Arisr for n=1) Sh,Na. 5hnP0 Modular W,dln HCgh: R0 Yo Ax Ixx IVY Ratw(nl In M 01 rn nr^2 in^4 ,n'4 1 nu_• 1.00 1.751 1.781 0,00 •0.891 0.828 0.3806 0.3808 2 IuUu 1.00 1.78% 1.781 0,00 0.89 0.828 (1.31106 031VV, Additionai Properties of Shapes In Section:(Loca[AxiS, for 0=1) Sh.No. Shapo 3 5x•Top Sy-RIyh7 Lt 2y rx ry inA4 In^3 In^3 in^3 IM3 In ar 1 1',ur) C M 14 0.4274 0.4274 0 5144 13.6144 0.678 0.67P 2 1 u 0.5344 0.4274 0.4274 0.5144 0,5144 0.678 0.67F1 Summary of Section Properties li f ig. Seetian Wid1hl 14ubht X0 Yu Ax Ixx IYY In In in In in12 1n^A In^4 1 Sertrml 1,781 �.$62 0.00 0.00 t.656 2,074 0,7512 WELCOME RAMP CALCS-IBC 2012 &2015 Page 40 Calculation Procedure 1) Closed Shapes: The geometric properties for closed shapes are computed by using the Polygon method. All closed shapos are represented by closed polygons. Curvilinear and circular shapes or edges are represented by several straight line segments.The properties of the overall shape are rr.mputed by geometric summation of the properties of a trapezoid defineu by projection of two consecutive paints of the cross-section on to the x and y axis. 2) Open Shapes: The 9tinmetric properties for open(thin wallod)shapes are computed by using the Polyline tnathod. All open shapes are represented by polyllnes. Curvilinear and circular shapes or edges ate represented by several straight line segments.The properties of the overall shape are computed by geomatnc summation of the properties of a line defined try projection of two consecutive points of the cross-section on to the x and y axis For detaits refer to the Users Manual WELCOME RAMP CALCS-IBC 2012 &2015 Page 41 I WELCOME RAMP, INC. STRUCTURAL ANALYSIS Manufacturer Information - Planks WELCOME RAMP CALCS-IBC 2012 &2015 Page 42 i Yq yL° v *- m` v? EX ��y�yy to Ch gNy C v R C? m o rw o "° N GI j o ti d t� 3c m Zr Q) I bto ip Z tp g6 O O 47 m Oi JR clIN w 'oo M i 0In 4 N �k+� Q t- O N 0 to C =f V y LU m A CD Zn OD �p I- to 41� 4r �; +p in cn o WELCOME RAMP CALCS-IBC 2012 &2015 Page 43 I r. 1 � � j I M 5 GS � R1 ro b d m � Q Lo G lR C+ � G 40 . Gf ® T 47 I Q w o� cm �. I Ica �. 90 � S*7 , - c M 2 el r- � ci ul N LuCID c O O CC7 Q A a 4} A G 4f1 n v Pa W U] 0 rl O g Lo tfY _ d LU .0 YES _ go n N r'� L� 03 Ji OP ,y p F� to 71 tD C3 w Its cQ 7AUG c A ❑ u0 a f.7 e°ui f— LIP fi U7 II p 11 r r WELCOME RAMP CALCS-IBC 2012 &2015 Page 44 1 ;� �� tl NOTICE TO PERMITEE AND/OR OWNER PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED PERMIT#: LOT#: DATE: g3 JOB ADDRESS: 50.5 TYPE OF INSPECTION: - All ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION 'PZ ki. D Z X(�lL Ll Y IJ� n iP�a2 A�inri,d 1 2 1� J^/ sal t y1 Tz-S p2 t�E r=rc.tGc� j`���o rr I��L .J ou��c.__t►�1 _s�la�1�:� 1 Aj }?AT 1-1 IE'�i THEACTIONSORCORRECTIONSINDICATEDABOVEAREREQUIREDWITHIN DAYSOR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 ,/L® _ erlZ z-//z7 INSPECTOR DATE T"ILDING DEPT. Cl PLANNING DEPT. CITY OF ARLINGTON �c COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave Nth • Arlington, WA 98223 - Phone(360) 403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BYA COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANTS STATEMENT OF INTENDED USE. Name of Project:Presidents Elementary Portable valuation: $171,000 Project Address: 505 E. 3rd St., Arlington, WA 98223 Parcel ID#: 31050200401500 Legal Description See attached and drawing Owner: Arlington School District Phone Number: 360-618-6238 Address: 315 N. French Ave. City:Arlington State:WA Zip Code:98223 Engineer:David Harmsen, Harmsen & Associates Phone Number: 360-794-7811 Cell Phone: E-mail: davidh@harmseninc.com _ _S tate:State: Zip Cade:_ 125 East Main Street City:Monroe WA 98272 General Contractor:Mike Aldous, Pacific Mobile Structures Phone Number:360-658-6364 Cell Phone: 253-377-0741 E-mail: mike.aldous@pacificmobile.com Address:13806 45th Ave NE City:Marysville State: WA Zip Code: 98271 Contractor's License Number:PACIFMS033DC Expiration:11/8/2020 Contact Person: Fred Owyen Phone Number: 425-327-5039 Cell Phone: 425-327-5039 E-mail:fred.owyen@wavecable.com Address: PO Box 222 City: N. Lakewood State: WA Zip Code: 98259 Proposed Scope of Work:Installation of portable classroom Received LIAR 06 2019 REV 2015 Page 6 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington • 18204 59th Ave NC • Arlington, WA 98223 • Phone(360) 403-3551 Project Name/Tenant Presidents Elementary Portable Site Address505 E. 3rd St. Arlington, WA 98223 Bldg/Unit/Suite IBC Construction Type Type V -_ - - - -- --.-- IBC Occupancy Type Group E Description of Use Classroom__ Building Square Footage 2688 - _ Number of Stories-1 Square Footage Per Floor2688 Will there be any Installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ❑ Compressed gas systems Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks,piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure. tents(>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items: Fire alarm devices will be connected to the main school building system Installation,changes,modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 of 9 COMMERCIAL APPLICATION ' A PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington+ 18204 59th Ave. NE • Arlington, WA 98223 • Phone(360) 403-3551 Presidents Elementary Portable Name of Project: Project Address: 505 E. 3rd St. Arlington, WA 98223 Special Inspection Firm: N/A -- Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of .__-__ -___ __ _ __ -_ _-_ _ . will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete ( ) Boiling in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting { } Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: -- All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories;a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconformi ng items shall be brought to the immediate attention of the contractor for resolution. A weekly shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department, A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as "deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports,on site,for review. REV 2015 Page 8 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington,WA 98223 • Phone(360) 403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector. Building Divislon: The Building Division shall review any revisions and addenda. Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection-functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner,or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved, ACKNOWLEDGEMENTS 1 have read and agree to comply with the terms and conditions of this agreement. Arlington School District March 06, 2019 Owner: -- -- --- --------- -- Date: I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws,rules and regulation of the State of Washington. Applicants Signature Brian Levvis March 06, 2019 Print Applicants Name Date FOR STAFF USE ONLY ReCeiuPd _lutAR 0 2019 Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL I Ali' Department of Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington, WA 98223 - Phone(360) 403-3551 The following minimum Information is required for your Commercial/Multi-Famliy Building Permit Application. Mark each box to designate that the Information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. 12 One (1) City of Arlington Comm ercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) 12 One (1) City of Arlington Comm ercial/Multi-Family Submittal Requirements Form Two (2)Architectural Drawings Two (2) Structural Drawings Two (2) Structural Calculations ❑NA One (1) Project Specification Manuals (if applicable) ❑NA One (1) NREC Code Compliance Forms One (1) Special Inspection Requirements Forms ❑ One (1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An Intake appointment Is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at (360)403 3551 or by email to ced@arlingtonwa.gov. I acknowledge that all Items designated above are Included as part of this application. REV 2015 Page 1 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18294 59th Ave NE - Arlington,WA 98223 • Phone(360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code(IPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2009 Accessible&Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards, Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. (IBC Table 1804.2 &IRC R401.4A) D. PLANS AND DRAWINGS Submit two(2) complete sets of drawings and plans_ Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink, blue line,or other professional media.Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 9 Y COMMERCIAL APPLICATION � w PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington, WA 98223 - Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. 12 SITE PLAN —,REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines 4. Provide dimensions from the property lines to a minimum of two building corners (or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. a. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water,sewer,gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. ❑ N& ARCHITECTURAL DRAWINGS 1. ❑ Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3, Structural Engineers 4. Owner 5, Developer 6. Any other Design Team Members 2. ( Floor Plan a) Plan view 1/8"minimum scale. Details a minimum '/4-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor, in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. RErV 2015 Page 3 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL - Department of Community & Economic Development City of Arlington - 18204 59th Ave NE - Arlington, WA 98223- Phone(360) 403-3551 j) Show the location of all new walls, doors,windows,etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. ❑ k Reflected Ceiling Plan a) Plan view 118"minimum scale.Details a minimum '/,-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 809.9.1.1, Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑fth Framing Plan a) Specify the size, spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5. ❑ M Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ N7N WASHINGTON STATE ENERGY CODE 1.One (1) completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2015 Page 4 of 9 �xY o COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE - Arlington,WA 98223 • Phone(360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are Issued separately.Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at(425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 eW-14A NOTICE 1 �0Y�(l�O,Ci TO PERMITEE AND/OR OWNER PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED � PERMIT#: LOT#: DATE: JOB ADDRESS: ?. TYPE OF INSPECTION: wl ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DAT �BUILDINGDEPT. 0 PLANNING DEPT CITY OF ARLINGTON "�,'�;' p J NOTICE t1,,,,,,w., i TO PERMITEE AND/OR OWNER j ❑ PARTIAL APPROVAL Cl CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ;1"APPROVED PERMIT#: p�C2 LOT#: DATE: C�. JOB ADDRESS: g �Z TYPE OF INSPECTION 1 ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE BUILDING DEPT. 0 PLANNING DEPT. CITY OF ARLINGTON I�VIA- NOTICEAm TO PERMITEE AND/OR OWNER PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY 71 APPROVED PERMIT#:Yjj. LOT#: DATE: JOBADDRESS: r-;[C') TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE 1T. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION 7,,l THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTO)f DATE l Cl BUILDING DEPT. 0 PLANNING DEPT. CITY OF ARLINGTON N 0 T I C E Alm 1 � TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY APPROVED PERMIT#: LOT#: DATE: Ls% ly JOB ADDRESS: [ -7 TYPE OF INSPECTION: L� h �� I I v l + rr,,V 11.p ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION �d A I In 0 THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE f' BUILDING DEPT. p PLANNING DEPT. CITY OF ARLINGTON '<„�; NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY APPROVED PERMIT#: LOT#: DATE: JOB ADDRESS: , TYPE OF INSPECTION: k (1u ��1 0 JA A , ❑ NO PERMIT-STOP WORK OBTAIN PERMIT:AN' KE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. Cl STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$SO REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3SS1 ❑ CALL FOR REINSPECTION Aff r co- LiC) l THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 K:!� /��/ram INSPECTOR DATE Y "IJILDING DEPT. o PLANNING DEPT. CITY-OF ARLINGTON " Presidents Elementary Property Information Property Address: 505 E 3RD ST, ARLINGTON, WA 98223-1404 Parcel Number: 31050200401500 Legal Description: SEC 02 TWP 31 RGE 05 QTR SE - BEG 40FT N OF SW COR SE1/4 SE1/4 TH E 624.56FT TH N TO S LN CLUMS 1ST ADD TH W ALG S LN CLUMS 1ST ADD TO E LN FRENCH AVE TH S ALG E LN FRENCH AVE TAP 20FT N OF S LNSE1/4 TH E TO 1/16 LN TH N TO POB TGW FDP BEG 40FT N & 642.1FT E OF SW COR SE1/4 SE1/4 TH N 417.4FT TH E 417.4FT TH S 417.4FT TH W TO POB TGW PTN CLUMS 1ST ADD TO ARLINGTON BLK 2 DAF - LOTS 8-9-10-11&12 TGW VAC ALLEY LY ADJ TO LOTS 9- 10-11 & 12 & TGW W1/2 VAC HIGH ST LY ADJ TO LOTS 8-9 & 10 TGW TH PTN BLK 3 DAF LOTS 5 THRU 16 PLUS E1/2 VAC HIGH ST LY ADJ THRTO ALSO VAC ALLEY IN BLK 3 WH LIES S OFLOT 4 Received MAR 0 6 ?019 ' j F CD (V .r Q CD m 0 N d N o N j 1 wii Iry 110 .1 S - � _ o t Q� ^tom _ Q CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:505 E.3rd St Permit#•2444 Parcel#:31050200401500 Valuation: 171000.00 OWNER APPLICANT CONTRACTOR Name:ARLINGTON SCHOOL DISTRICT 16 Name:Arlington School District Name:PACIFIC MOBILE STRUCTURES Address:315 N FRENCH AVENUE Address:505 E.3rd St Address: 13806 45TH Ave NE City,State Zip:ARLINGTON,WA 98223 City,State Zip:Arlington,WA 98223 City,State Zip:Marysville,WA 98271 Phone: Phone:425-327-5039 Phone:360-658-6364 LIC:PACIFMS033DC EXP: 11/08/2020 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Naive: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE:S es tax relating to construction and construction materials in the City of Arlington must be r,porled on your sales tax return fro and cod�ofAon 3101. /! Signature Print Name Date Released By a CONDITIONS Adhere to red lined drawings and conditions on approved plans. Call for final inspection. THIS PERMIT AUTHORIZE ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 3/29/2019 Mobile Home $500.00 3/29/2019 Processing/Technology Fee $25.00 3/29/2019 State Surcharge-Commercial $25.00 Total Due: $550.00 Total Payment: $0.00 Balance Due: $550.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon Permit#: 2444 Permit Date: 03/08/19 Permit Type: COMMERCIAL BUILDING Project Name: Presidents Elementary Portable Applicant Name: Arlington School District Applicant Address: 505 E. 3rd St Applicant, City, State, Zip: Arlington,WA 98223 Contact: Fred Owyen Phone: 425-327-5039 Email: fred.owyen@wavecable.com Scope of Work: Classroom portable Valuation: 171000.00 Square Feet: 2688 Number of Stories: I Construction Type: Occupancy Group: ID Code: Permit Issued: 04/01/2019 Permit Expires: Form Permit Type: Status: LASERFICHE Assigned To: Raelynn Jones Property Parcel# Address Legal Description Owner Name Owner Phone Zoning ARLINGTON 31050200401500 505 E 3RD STREET SCHOOL DISTRICT 16 Contractors Contractor Primary Contact Phone Address Contractor Type License License# PACIFIC MOBILE 360-658-6364 13806 45TH Ave CONSTRUCTION COA 600 498 022 STRUCTURES NE CONTRACTOR PACIFIC MOBILE 360-658-6364 13806 45TH Ave CONSTRUCTION Labor and PACIFMS033DC STRUCTURES NE CONTRACTOR Industries Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status AM 06/14/2019 C19.PLUMBING Water/Sewer Hookup 06/14/2019 BUILDING Completed FINAL Call prior to arrival for site access 05/28/2019 Inspection AM Drainage Inspection 05/28/2019 BUILDING Completed 05/24/2019 Inspection Storm Drainage Inspection 05/24/2019 BUILDING Completed C04.PLUMBING AM 06/14/2019 GROUNDWORK Call prior to arrival for site BUILDING Completed access R03. AM 05/29/2019 FOUNDATION/SLAB Presidents Elementary OS/29/2019 BUILDING Completed Plan Reviews Date Review Type Description Assigned To Review Status 03/08/2019 MANUFACTURED HOME BUILDING Fees Fee Description Notes Amount Mobile Home/Modular Office Permit fee $500.00 Processing/Technology $25.00 State Surcharge-Commercial Commercial Only $25.00 Total $550.00 Attached Letters Date Letter Description 03/29/2019 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 04/01/2019 Arlington School District #1319 Check Raelynn Jones $550.00 Outstanding Balance $0.00 Uploaded Files Date File Name 09/24/2021 9758421-2444 IC 5.29.2019.12-df 09/24/2021 9758422-2444 IC 6.14.2019 pdf 09/24/2021 9758423-2444 IC 6.14.2019.pdf 09/24/2021 9758424-2444 IC 5.24.2019.pdf 09/24/2021 9758425-2444 IC 5.28.2019.pdf 01/15/2020 6113693-2444 8-22-19IC.pdf 04/01/2019 4703754-2444 Signed pgrmit.pdf 03/08/2019 4621713-2444 Application.pdf 03/08/2019 4621714-2444 Property information.pdf Wd KU"OVEL :drvdlElo>d 3ttla NOISIA3S AM 3LV0 NOISM3N NM #�Ip :AS 11H0 •— :ON NVId01S COMAOM-90VII00 :NIS 1LZ96 VM'3111ASANVW"OA191NIOd A3NOWS 94Z44 'ONIMyyO -- �s lIOZfZS 1V1LWBtISN3WO1S00 31LI1133HS 9ELL-690(09E):XVA SIH1 AO 3Sn 03ZINOHLLIVNn NOd A1111SISNOdS3N ti Q qqq #pkp d9 A3! 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