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Home My WebLink About8927 172nd St NE_BLD5912_2025 i Permit Packet Coversheet Community and Economic Development City of Arlington • 18204 591h Avenue NE • Arlington,WA 98223 • Phone (360)403-3551 Permit Number: BLD5912 Permit Type: Commercial Building Address/Parcel: 8927 172nd St Ne Completed (Month/Year): December 2024 Land Use ❑ Notice of Decision ❑ Bonding or Assignment of Funds ❑ Staff Report o Confidential Documents. Contact the ❑ Application City to obtain. ❑ Narrative ❑ Letters and Project Documents ❑ Legal Description ❑ Other: ❑ Vicinity Map ❑ Site Plan Civil ❑ Landscape Plan ❑ Issued Permit ❑ Complete Streets Checklist ❑ Application ❑ Traffic Impact Analysis ❑ Other Applications ❑ Snohomish County Traffic Mitigation Offer ❑ Construction Calculation Worksheet ❑ WSDOT Traffic Offer Form ❑ Approved Plans ❑ Tree Survey ❑ Review Comment Form ❑ Stormwater Drainage Report ❑ Letters and Project Documents ❑ Geotech Report ❑ Other Agency Permits ❑ Critical Area Evaluation Form ❑ Reports: ❑ SEPA Checklist o Drainage Report Pg: ❑ Public Notice Material o Stormwater Pg: ❑ Noticing and Related Documents o Geotech Pg: ❑ Water/Sewer Availability Certificate o All Other Reports ❑ Unanticipated Discovery Plan Form ❑ SEPA and Noticing Materials ❑ Aerial Photo of Site ❑ Inspections ❑ Proposed Building Materials ❑ As-Builts ❑ Lighting Plans and Lighting Cut Sheets ❑ Other: ❑ Color Elevations ❑ Design Matrix Building ❑ Plat Map ❑✓ Issued Permit ❑ Title Report ❑✓ Application ❑ Lot Closures ❑ Additional Applications ❑ Preliminary Civil Plans ❑✓ Approved Plans ❑ Archaeological Survey ❑ Site Plan o Confidential Documents. Contact the ❑✓ Letters and Project Documents City to obtain. ❑✓ Calculations ❑ Topography(Existing Conditions) ❑ Project Specification Manuals ❑ CC&R's ❑✓ Reports ❑ Deeds/Easements/Conveyances ❑ Certificate of Occupancy /Dedications ❑✓ Inspections ❑ Developer's Agreement ❑ Other: ❑ Recorded Copies Page 1 of 1 CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 8927 172ND ST NE Permit#: 5912 PERMIT EXPIRES 180 DAYS AFTER Parcel#: 31052400301000 DATE OF ISSUANCE. Scope of Work:Installation of stormwater detention vault Valuation: 84000.00 OWNER APPLICANT CONTRACTOR JM1 HOLDINGS LLC JM1 Holding,LLC Omni Contracting Services PO BOX 610 10515 20th St SE, Suite 101 3205 Wetmore Ave LAKE STEVENS,WA 98258 Lake Stevens,WA 98238 Everett,WA 98201 360-631-1820 425-238-5682 LIC:603314074 EXP:07/31/2025 LIC:OMNICCS871M4 EXP:07/25/2025 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: COMMERCIAL BUILDING CODE YEAR: 2021 STORIES: 0 CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. 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.IBC I OARC 110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. 08/22/2024 Sijgaffe Date Building Official Date CONDITIONS The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations.The property owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or community.The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities before commencing construction.The property owner shall ensure that the construction project complies with all applicable design review requirements. THIS PERMIT AUTHORIZES 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 08/22/2024 Building Plan Review $863.19 08/22/2024 Processing/Technology $25.00 08/22/2024 Building Permit $1,327.98 Total Due: $2,216.17 Total Payment: $2,216.17 Balance Due: $0.00 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon INSPECTION INFORMATION I Pass/Fail nll e� tOVAhOMe - Oef en f fbh tla(A � &Grt� ( (�) COMMERCIAL BUILDING PERMIT APPLICATION Community and Economic Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223 •Phone(360)403-3551 The following information is required for Commercial,Multi-Family,and Mixed-Use Building Permit Applications. Mark each box to designate that the information has been provided.Please submit this checklist as part of the submittal documents.See ASSISTANCE BULLETIN#30 for detailed design requirements. EACH BUILDING OR STRUCTURE REQUIRES A SEPARATE SUBMITTAL. SUBMIT ELECTRONIC FILES FOR EACH OF THE FOLLOWING;Incomplete applications will not be accepted. REQUIRED DOCUMENTS ❑ City of Arlington Commercial Tenant Improvement Permit Application 0 Site Plan ❑ Architectural Plans ❑✓ Structural Plans ✓❑ Structural Calculations ❑ Mechanical System Modifications,(if applicable) ❑ Plumbing System Modifications,(if applicable) ❑ Project Specification Manuals, (if applicable) ❑ WSEC Compliance Forms,(if applicable) htt}�s://waenergycodes,com/ ❑ Special Inspection and Testing Agreement ❑ Deferred Submittal Request ❑ Airport Property Lease (if building is located within the Arlington Airport Property Boundary) 1. Plan Review fee is due at time of submittal and remaining balance will be due at time of issuance. 2. The City of Arlington does not review or inspect electrical systems.Contact Labor and Industries at lni.wa.gov or 360-416-3000. A. DEFERRED SUBMITTALS If the project requires any of the following,a Deferred Submittal Request MUST be completed.Deferred submittals require separate applications,plans and plan review. 1. Mechanical Plans (if not included in the plan set) 2. Plumbing Plans(if not included in the plan set) 3. Fire Sprinkler 4. Fire Alarm S. Signage B. SPECIAL INSPECTION AND TESTING AGREEMENT A Special Inspection Firm is required to perform special inspections for the following type of work. *The Special Inspection and Testing Agreement MUST be submitted with the Building Application. ❑ Reinforced Concrete ❑ Structural Steel and Welding ❑ Bolting in Concrete ❑ High-Strength Bolting ❑ Pre-stressed Concrete ❑ Spray-Applied Fireproofing ❑ Shotcrete ❑ Smoke-Control Systems ❑ Structural Masonry ❑ Other-Specify: ❑✓ I acknowledge that all items designated as submittal requirements must accompany my Commercial Building Permit Application to be considered a complete submittal. COMMERCIAL BUILDING INSTALLATION, MODIFICATION OR REMOVAL MAY REQUIRE A SEPARATE PERMIT SUBMITAL *CHECKALL THAT APPLY ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks,piping etc.) ❑ Standpipe systems ❑ Hazardous materials ❑ Private fire hydrants ❑ Industrial ovens/furnace ❑ Fire alarm and detection systems ❑ Spraying or dipping operations ❑ High piled/rack storage ❑ Temporary membrane structure,tents(>200 sq.ft.)or canopies(>400 sq.ft.) ❑ Provide details on any of the above checked items: DETENTION VAULT-NORTH Type of Permit: ❑✓ Commercial ❑ Multi-Family ❑ Mixed-Use Property Address: 8927 172nd St NE Project Valuation: 000. Lot#: 0 Parcel ID No.: 31052400301000, 31052400300900 Subdivision: Ver r,-IwA Project Scope of Work: Installation of Detention Vault ( 1� IBC Construction Type: IBC Occupancy Type: Building/Space Square Footage: Number of Stories: Square Footage Per Floor: 1st 2nd 3rd 4th Sth 6th Primary Contact: ❑✓ Owner ❑ Architect ❑ Engineer ❑ Contractor Owner Name: JM1 Holdings, LLC Office No.: Email Address. rlarsen@landprogrp.com Cell No.: 360-631-1820 .�Gl Mailings7� Address: I G S rS S� �� 'City: a h{ S�ev( _S State: 1414 zip: Zf Architect Name: NSA Office No.: Email Address: Cell No.: Mailing Address: _ = City: _ State: Zip: Professional License Number: Expiration Date: Engineer Name: Dan KOsnik Office No.: Email Address: Dan@kosnik.com Cell No.: 425-210-0352 Mailing Address: 1 �$� ��µ AIVe 5 ST6ci y: CZ State: (/ 4 zip:� C) Professional License Number: -2 0 Expiration Date: /Z Primary Contractor: TBD Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: REV03.2022 Page 2 of 6 COMMERCIAL BUILDING MECHANICAL SYSTEM INFORMATION Type of Permit: ❑ New Installation ❑ Gas Piping Mechanical Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: • New gas piping requires a pressure test hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured per IFGS,Section 415 • Proper Combustion air and venting required for all appliances • A shut-off valve is required within 6 feet of each appliance Gas Piping Specification and complete Schematic PAGE 4 ❑ Not Applicable Proposed Piping Material: ❑ CSST ❑ Brass ❑ Black Steel ❑ Galvanized Steel ❑ Other Proposed Piping Size: ❑ 1/2" ❑ S/a" ❑ 3/4" ❑ 1" ❑ 11/2 ❑ 2" Inlet Pressure: Pressure Drop: Specific Gravity: MECHANICAL PERMIT FEES (per unit) Type of Fixture No.of Units Cost per Unit Subtotal Additional Plan Review fees x $ 75.00 = 1 $ Air Cond.Unit<_100Btu h x $ 15.00 = $ Air Cond.Unit>10013tu h x $ 25.00 = $ Air Cond.Unit>50013tu h x $ 50.00 = $ Air Handling Units x $ 15.00 = $ Base Mechanical Fee $ 25.00 $ 25.00 Boiler<10013tu h>3h x $ 15.00 = $ Boiler>1 million Btu/h<SOhp x $ 25.00 = $ Boiler>1.5 million Btu/h<50hp x $50.00 = $ Boiler>100Btu h 3-15h x $ 15.00 = $ Boiler>50013tu h 15-30hp x $ 25.00 = $ Commercial Hoods-Type I x $ 25.00 = $ Commercial Hoods-Type II x $ 50.00 = $ Diffusers x $ 15.00 = $ Dryer Ducting x $ 15.00 = $ Ductwork(drawings required) x $ 25.00 = $ Evaporative Coolers x $ 15.00 = $ Exhaust Ventilation Fans x $ 15.00 = $ Fireplace/Insert/Stove x $ 15.00 = $ Forced Air Heat<_100 Btu h x $ 15.00 = $ Forced Air Heat>100 Btu h x $ 25.00 = $ Gas Clothes Dryer x $ 15.00 = $ Gas Fired AC<_100 Btu h x $ 15.00 = $ Gas Fired AC >100 Btu h x $ 25.00 = $ REV03.2022 Page 3 of 6 COMMERCIAL BUILDING MECHANICAL PERMIT FEES (per unit) Gas Fired AC > 500 Btu h x $ 50.00 = $ Gas Pi in s 5 units x $ 15.00 = $ Gas Piping> 5 units (plus<5 units x $ 2.00 = $ Heat Exchangers x $ 15.00 = $ Heat Pump-Condensing Unit x $ 25.00 = $ Hot Water Heat Coils x $ 15.00 = $ Miscellaneous Appliance-regulated by x $ 15.00 _ $ mechanical code,not otherwise specified - Pkg.Units s100btu x $ 25.00 = $ Pkg. Units >100btu x $ 50.00 = $ Range/Cook top-Gas Fired x $ 15.00 = $ Refrigeration Unit 5100Btu h x $ 15.00 = $ Refrigeration Unit>100Btu h x $ 25.00 = $ Refrigeration Unit>500Btu h x $ 50.00 = $ Re-inspection fee all x $ 75.00 = $ Unit Heaters <- 100 Btu h x $ 15.00 = $ Unit Heaters>100 Btu h x $ 25.00 = $ VAV Boxes (Variable Air Volume,part of air x $ 10.00 $ conditioning system) = Wall Heaters- Gas Fired x $ 25.00 = $ Water Heater- Gas Fired x $ 25.00 �—= -$ Permit Fee $ Table 4-8; Plan Review Fee $ Processing/Technology Fee $25.00 Total 1 $ PRESSURE PIPING SCHEMATIC COMPLETE FOR GAS PIPING ONLY- USE A SEPARATE SHEET, IF NECESSARY ❑ SCHEMATIC IS TO SCALE ❑ SCHEMATIC NOT TO SCALE Show Pipe Size(s) and Length(s) from meter to all appliances NOTE:Any interior pressure regulators must be indicated RGV03.2022 Page 4 of 6 COMMERCIAL BUILDING PLUMBING SYSTEM INFORMATION Plumbing Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: The following items need to be specified on the plans: O Fixture specifications and equipment with locations. O Location and type of all backflow assemblies for each fixture. O Calculations for Grease Interceptor. O Pipe size and location of sanitary and potable water systems. O Riser diagram of waste,vent,and rain water systems,including sizes. O Medical gas piping riser diagram,type of gas,storage room and size of piping. PLUMBING PERMIT FEES (per fixture) Commercial plumbing permits are required to submit line drawings.A plan review fee of 65%per Table 4-6 for plumbing permits will be assessed at time of submittal. Includes two 2 inspections with permit. Type of Fixture No.of Fixtures Cost er Fixture Subtotal Additional Plan Review fees x $75.00 = Alteration/repair piping x $ 15.00 = Backflow Assembly x $25.00 = Base Plumbing Fee $ 25.00 $25.00 Bath Shower Combo x $ 15.00 = Building Main Waste x $ 25.00 = Clothes Washer x $ 15.00 = Dishwasher x $ 15.00 = Drinking Fountain x $ 15.00 = Floor Drains x $ 15.00 = Grease Interceptor x $ 75.00 = Grease Trap x $ 25.00 = Hose Bibb x $ 15.00 = Icemaker Refri erator x $ 15.00 = Irrigation-per meter x $ 25.00 = Kitchen Sink&Disposal x $ 15.00 = Laundry Tray x $ 15.00 = Lavatory x $ 15.00 = Med Gas Pi in <- 5 inlets outlets x $ 60.00 = Med Gas Piping> 5 inlets/outlets (plus <_ 5 x $ 5.00 = inlets outlets Miscellaneous -regulated by plumbing x $ 15.00 = code,not otherwise specified Pretreatment Interceptor x $ 15.00 = REV03.2022 Page 5 of 6 COMMERCIAL BUILDING PLUMBING PERMIT FEES (per fixture) Re-inspection Fee all x $75.00 = Roof Drains x $ 15.00 = Shower(only) x $ 15.00 = Sink bar,service, etc. x $ 15.00 = Toilets x $ 15.00 = Urinal x $ 15.00 = Vacuum Breakers x $ 25.00 = Water Heater x $ 25.00 = Water Heater-Tankless x $ 25.00 = Permit Fee Table 4-6; Plan Review Fee Processing/Technology Fee $25.00 Total PROPOSED BUILDING USE ❑ New ❑ Retail ❑ Medical ❑ Automotive Based ❑ Industrial ❑ Office ❑ Restaurant ❑ Machine Shop ❑ Other: CROSS CONNECTION Please check all appliances that are proposed or permanently connected to the water supply. ❑ Ice Machine ❑ Dialysis Equip. ❑ Air washers ❑ Coffee Urn/Espresso ❑ Hydrotherapy Equip. ❑ Steam Generators ❑ Carbonated Bev. ❑ Dental Equip. ❑ Dye Vats ❑ Fume Hoods ❑ Laboratory Equip. ❑ Pressure Washers ❑ Degreasers ❑ Autoclave/Sterilizers ❑ Cooling Towers ❑ Hot Tub/Spa ❑ Decorative Fountain ❑ Fire Sprinkler ❑ Aquarium ❑ Swimming Pools ❑ Sprinkler w/chemicals ❑ Lawn Irrigation ❑ Well on property ❑ Other: WASTEWATER DISCHARGE Does the plumbing system currently have a grease interceptor? ❑ Yes ❑ No ❑ Don't Know Does the plumbing system currently have an oil/water ❑ Yes ❑ No ❑ Don't Know separator? Is water used in the business process (washing, rinsing, Yes ❑ No ❑ Don't Know cooling)? Does your business require a NPDES permit? ❑ Yes ❑ No ❑ Don't Know I hereby certify that I am the❑� Owner,❑� Applicant,❑Contractor, and authorized to sign this application and that the above information is correct and construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of t e State of Washington, and the City of Arlington.A final inspection and approval shall be obtained when complete. 1-Ivtd%�q , �y `Litnd n�� Grvv/° Avfh��f'zeJ (' By: Ryan C. Larsen -VP Land Development 3/25/24 Si nature Print Name Date SAVE PRINT REV03.2022 Page 6 of 6 From: no-reply norep)l r.communitycore.com To: Shared-VM-CED;Ameresia Lawlis; Hannah Hardwick;Kristin Foster; Itylembsafebuilt.com Subject: Files shared from BLD-5912 Date: Thursday,May 2,2024 5:37:49 AM This message is from an External Sender This message came from outside the City of Arlington Hello, SAFEbuilt has approved this review and recommend issuance to the city when all departments have been approved. Please feel free to reach out to us with any questions you may have. Sincerely, Lou Lou Tyler Sr. Plans Examiner WA/ID Phone: 206-503-5948 1621 114th Ave SE, Ste 219 Bellevue WA 98004 ltyler@safebuilt.com Zip and Download all 2 files SAFEBULT STAMP RVW CALCS BLD-5912 Allen TH -vault struct calcs 05-01-2024.pdf SAFEBUILT STAMP APPR PLANS BLD-5912 Allen TH - vault struct dwgs 05-01-2024.pdf The above link(s)will expire in 180 days. SITE STRUCTURES Reviewed A Division of Kosnik Engineering, PC by SAFEbuilt i 05/02/2024 Allen Townhomes Storm Water Detention Vaults City of Arlington, Washington Structural Calculations $9, J Kn W,4Sy/y -a cT � W O GC 20744 FS TEAL EN C1� S�ONAL�a Project No. S-24-017 First Issue 03-12-2024 Update to reference 2021 IBC 05-01-2024 10505 19TH Ave SE, Suite D, Everett, WA 98208 ♦ (425) 357-9600 (phone) ♦ e-mail: dan@kosnik.com Allen Townhomes Storm Water Detention Vaults Project No. S-24-017 STRUCTURAL CALCULATIONS INDEX Sheet Design Criteria 01 -04 Lid Review vaults A&B 05 - 11 Vault A-Wall&Foundation Review 12 -22 Vault B -Wall&Foundation Review 23 -37 Framing at Grated Opening 38 -48 Allen Townhomes , Storm Water Detention Vaults DESIGN CRITERIA Code: 2021 IBC Permitting: City of Arlington, Washington Soil Cover: Vault A: 3.Oft min to 5.Oft max Vault B: 1.5ft min to 2.3ft max Lid Loading: 150 psf uniform live load HS25 truck wheel loading Uniform live load does not act concurrently with truck wheel loading. Raised Grate: 100psf uniform live load. Foundation Design: Foundation design is based on the following values provided by Cobalt Geosciences in their report dated 11-16-2021 Allowable Bearing Pressure: 5,000 psf - 5ft min below exist grade Lateral Earth Pressures on Vault Walls ( drained level backfill condition ): Active: 35 pcf EFW At Rest: 55 pcf EFW Seismic Addition: E = 12H uniform horz. pressure Saturated Soil Density: 125 pcf Material Requirements: Rebar: Grade 60 Concrete: fc= 4000 psi walls, footings and grade slab F'c=3000 psi HC plank void fill &joint grout. Lid: Pre-cast, Pre-stressed Hollow Core Plank 12-1/2" thick. SITE STRUCTURES Project _1[—,- N sheet Z date prj. no. 5"2 "ot-- HS25-44 90 OOOLBS I FRONT AXEL: ' ' 10,000LBS i - I REAR AXEL#1: 40,OOOLBS c� �r REAR AXEL 92: 40,000LBS L i B.CK)O lb H: l-44 $2,000 Ib 32,00-'Ib axle 6,000 lb HSS115-+44 24jW0 lb 24,0 -3b axle —Some os cnrreWnding Q.i+il+ 0,4W H-truck W=cembh-ed Weight Of*5t No QXles v- vori!tuje�asa Spacing which produces max mum stress For desim of slabs, cety#erline of wheel to be 1 4�t .ro.m curb: HS 2 - 4 4 TRUCK LIVE LOAD ON WALLS k k aka M= V4 Vr 1 11771 i 11 [ 1 , t� 6 �L)X > it O v 4 ,r• AJ \ N �!kf -Z-� I L I 0 �0 �0 t00_ _ 2 0 300 400 AVERAGE UNIFORM HORIZONTAL LOAD HS 2 44 TRUCK LIVE LOAD ON WALLS aok 6, �k ,46 M: 1 w ... / w o U 4 I \ 0, Nk VA \ s - • 0 o �o0 2 0 300 400 AVERAGE UNIFORM HORIZONTAL LOAD SITE STRUCTURES Project Allen TH sheet 5 10511 19th Ave SE, Suite C date 63 - 12- Z,-i Everett, WA, (425)-357-9600 prj. no. S-24-017 PRECAST HOLLOW CORE PLANK REVIEW Lid Data VAU(, Soil Desity 125 pcf Soil Cover depth over lid 4.5 ft Plank design clear span 17.25 ft Design Uniform Live Load 150 psf Design Superimposed Load 712.5 psf Plank capacity based on uniform superimposed load tables Plank span 28 ft No of tendons 11 Allowable superimposed loads 413 psf Allowable superimposed loads base of design span of 17.50 ft Based on flexural capacity 1057 psf Based on shear capacity 661 psf W/2 GAD V0 0 Plank capacity based on truck load charts r � Plank span 17.5 ft No of tendons 11 Allowable soil cover without knee-walls 0.8 to 2.8 ft N�; Allowable soil cover with knee-walls 0.5 to 8.1 ft ( C, N f io 1.65�' SITE STRUCTURES Project Allen TH sheet t/) 10511 19th Ave SE, Suite C date 03- I Z- Z Everett, WA, (425)-357-9600 prj. no. S-24-017 PRECAST HOLLOW CORE PLANK REVIEW \ / Lid Data Soil Desity 125 pcf Soil Cover depth over lid 2.3 ft Plank design clear span 20 ft Design Uniform Live Load 150 psf Design Superimposed Load 437.5 psf Plank capacity based on uniform superimposed load tables Plank span 28 ft No of tendons 11 Allowable superimposed loads 413 psf Allowable superimposed loads base of design span of 20.25 ft Based on flexural capacity 790 psf Based on shear capacity 571 psf Plank capacity based on truck load charts Plank span 20.25 ft No of tendons 11 Allowable soil cover without knee-walls 1.2 to 2.1 ft -- o Vila Allowable soil cover with knee-walls 0.5 to 5.6 ft CONCRETE TECHNOLOGY CORPORATION - 121/2" HOLLOW GORE SLAB -- 3'-101/2" DIMENSIONS 6" 111/2" 111/2" 111/2" s" FOR DETAILING "'16 21/4" ZD 71, _� co 5,�OAP• 17/1 s" 11." 111/2" 111/2 11" 17/1 s" 3'-117/8" (4'-0"Nominal Width) SPAN-LOAD TABLE ALLOWABLE SUPERIMPOSED LOAD in pounds per square foot ! Effective No. of SIMPLE SPAN in feet Prestress 1/2" o (KIPS) STRANDS 28 32 36 40 1 44 48 1 52 56 60 70.7 3 78 44 20 77.7 4 126 80 49 26 101.3 5 174 117 78 50 27 124.8 6 221 153 106 70 43 23* 148.4 7 267 186 129 89 59 36 172.0 8 307 216 153 108 74 49 29 195.5 9 343 243 174 125 89 61 40 23* 219.1 10 3781 270 195 142 103 73 50 31 242.7 11 4131 297 217 160 117 85 60 4Q 24* SECTION PROPERTIES (with shear keys grouted) A =313 1n2 Zt = 1019 in3 Zb = 947 in3 w =84 psf I =6136 in4 Yt =6.02 in Yb =6,48 in NOTES: 1. The values given in this table are based on hollow core slabs without shear reinforcement. Superscripts(1,2, etc.) following values in the table indicate the number of filled voids required at the ends of slabs to develop the allowable superimposed load.See page 2,"SHEAR"for discussion. 2. Asterisk(*)following values in the table indicate that the total deflection under all loads is greater than U360 but less than U180. 3. Interpolation between values is acceptable.Do not extrapolate values into the blank spaces of the table. 4. These Span-Load Tables are intended as an aid to preliminary sizing.Sound engineering judgement is required for the application of this information to specific design cases. ' CONCRETE TECHNOLOGY CORPORATION 121/2" HOLLOW CORE SLAB U��-�� " "��=-�� 12 04 # Number of Filled Voids required for 2'-0" at each end of each slab. Vent Notch9 oil LL . � 0 41 1 1 -I 00:0� I ).. -- -1 1 1 / V\ \ \�� SIMPLE SPAN /ff GENERAL NOTES: 1jA minimum cover depth nf six inches ORa three inch thick cast in place concrete topping slab isrequired. 2j Simple Span io centerline of bearing hn centerline ofbearing. 3.) The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole opaningo, assuming void fill ooncretafo= 3.000 poi Points falling outside this envelope require knee walls tosupport the slabs at manhole openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5j Soil cover ia assumed tobeuniform. 8j Except as nnhad, soil cover unit weight is assumed hube 120 pcf. Tj Minimum span length = 14''0" 8.)The values shown on this chart are in compliance with IBC 2015 &ACI 318-14. 9.)The Vent Notch envelope represents the maximum span and minimum/maximum height of soil cover that can be supported by slabs with GY2' standard notches in adjacent slabs to accommodate 12'' diameter vents, assuming void fill concrete f'c= 3,000 psi. Refer to Detail 3 on page 13 of this brochure for vent notch details. 1m317 MANUFACTURERS {}F PRESTRESSED CONCRETE ~ T/\COM/\' YV/\SHINGT(lN 8 CONCRETE TECHNOLOGY CORPORATION 121/2" HOLLOW CORE SLAB 150 PSF 12 5 0 11 Vent Notch9 11 _ i O 10 _.. Z I 3 # = Number of Filled Voids required for 2'-0" at each end of each slab. LL g O r� 8 2 - n 11 Strands 7 .a .. ��,,. - - % - 11 Strands (yso;,= 125 pcf) — ...................................... �• tL I 11 Strands 135 pco O 5 U O 4 LL H 3 Knee - Wa113 W 2 5 ,' 1 f — 1 ! I I 14 16 1 20 22 24 26 28 30 32 34 36 38 SIMPLE SPAN ft) GENERAL NOTES: 1.)A minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.)The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole openings, assuming void fill concrete f'c= 3,000 psi. Points falling outside this envelope require knee walls to support the slabs at manhole openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 14'-0". 8.) The values shown on this chart are in compliance with IBC 2015 &ACI 318-14. 9.) The Vent Notch envelope represents the maximum span and height of soil cover that can be supported by slabs with 6'/z" standard notches in adjacent slabs to accommodate 12" diameter vents, assuming void fill concrete f'c= 3,000 psi. Refer to Detail 3 on page 13 of this brochure for vent notch details. 1/03/17 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 9 CONCRETE TECHNOLOGY CORPORATION 121/2" HOLLOW CORE SLAB -2-12 1 -71 10 C14 # Number of Filled Voids required for 2'-0"at each end of each slab. Ve LL LU Knee Wall GENERAL NOTES: SIMPLE SPAN (ft) 1j/\ minimum cover depth of six inches ORa three inch thick cast in place concrete topping slab isrequired. 2j Simple Span ia centerline nf bearing to centerline ofbearing. 3.)The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole openings, assuming void fill concrete fc= 3.000 poi Points falling outside this envelope require knee walls to support the slabs nt manhole openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5j Soil cover io assumed tobeuniform. Gj Except ou noted, soil cover unit weight io assumed hobe12Up«[ Tj Minimum span length = 14'-U" 8.) The values shown on this chart are in compliance with IBC 2015 &ACI 318-14. 9.) The Vent Notch envelope represents the maximum span and minimum/maximum height of soil cover that can be supported by slabs with S%'standard notches in adjacent slabs to accommodate 12^ diameter vents, assuming void fill concrete f'c= 3,000 psi. Refer to Detail 3 on page 13 of this brochure for vent notch details. CONCRETE TECHNOLOGYCORPORATION 121/2 , HOLLOW CORE SLAB 12 150 PSF v� o3 �IZ-2� �' Vent Notch9 ---- - ---- - - °-- ------- 4 11 10 Z 3 _ # - Number of Filled Voids required for 2'-0"at each end of each slab. LL U 9 a N $ 2 r 11 Strands O X .11 Strands(ysa;,= 125 pcf) H 1 lL �;...=:1 (ysoi, 135 pco 1 Strands , W - - - - - - ,. j.-_�.... u - _ > ` O 5 VVT O ` 4 L- --- 9 -- H 3 _... Knee Wa113 ---- --- — `,i --- -- Z 2 5 w, i 0 i 14 16 18 2 22 24 26 28 30 32 34 36 38 f77.�� SIMPLE SPAN (ft) GENERAL NOTES: 1.)A minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole openings, assuming void fill concrete f'c= 3,000 psi. Points falling outside this envelope require knee walls to support the slabs at manhole openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 14'-0". 8.) The values shown on this chart are in compliance with IBC 2015 &ACI 318-14. 9.) The Vent Notch envelope represents the maximum span and height of soil cover that can be supported by slabs with 6'/2" standard notches in adjacent slabs to accommodate 12" diameter vents, assuming void fill concrete f'c = 3,000 psi. Refer to Detail 3 on page 13 of this brochure for vent notch details. 1/03/17 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 9 SITE STRUCTURES Project Allen TH sheet: 12 10511 19th Ave SE, Suite C date: Everett, WA, (425)-357-9600 prj. no. S-24-017 Vault Walls - Lateral Pressures Review VM Minimum soil cover depth to top of wall: 4 ft Maximum soil cover depth to top of wall: 6 ft Wall Height: 11 ft At-Rest soil pressure: 55 pcf EFD Soil pressure in comb w/Seismic: 55 pcf EFD Uniform Addition to At-Rest soil pressure: 0 psf Soil Density: 125 pcf Load Combinations: 1.6 L (soil pressure) + 1.6 L (surcharge/wheel load) 1.6 L (soil pressure) + 1.0 L (seismic) Due to HS25 Truck Loading: 3.0 ft min cover over lid: 63 psf Uniform 5.0 ft max cover over lid: 38 psf Uniform Total Factored Lateral Force: 3.0 ft min cover over lid: 10305 plf 5.0 ft max cover over lid: 11801 plf Due to Uniform Surcharge Load: Uniform surcharge: 150 psf Equivalent lateral force: 66 psf Uniform Total Factored Lateral Force: 5.0 ft max cover over lid: 12294 plf Due to Seismic Activity: Uniform seismic addition: E = 12 H Seismic lateral force: 132 psf Uniform Total Factored Lateral Force: 5.0 ft max cover over lid: 12584 p I f — GoN T Combined Load Factor: 1.53 SITE STRUCTURES Project Allen TH sheet 10511 19th Ave SE, Suite C date 0.2J - I Z-Zy Everett, WA, (425)-357-9600 � ��'� A prj. no. S-24-017 Design Data IAJ/Gt(Gjl2Gj+Gril/l�G Soil Density 125 pcf Soil Cover depth to the top of the wall 6 ft Ws1 = 330 psf Wall height 11 ft Ws2 = 605 psf Soil Pressure EFW 55 pcf Surcharge Information uniform S1 = 0 psf (on surface of ground) Equiv Ws = 0 psf truck Ws = 0 psf( on surface of wall -see design chart) Critical Design Surcharge pressure = 132 psf(on the surface of the wall) Calculated Design Forces W1= 462 F1 = 5082 Ibs R top= 3650 Ibs W2= 605 F2 = 3328 Ibs R bot= 4759 Ibs M1 = 6988 M total= 11684 ft-Ibs M2 = 4696 Wall Reinforcing Wall thickness 10 inches Comp block(a) = 1.06 inches Clear cover 2 inches Depth to CL bar(d) = 7.56 inches Rebar size 7 d-a/2 = 7.03 inches Rebar area 0.60 sq-in Bar spacing 10 inches OMn = 22833 ft-Ibs Rebar strength fy 60 ksi Conc strength fc 4000 psi Mu = 17876 ft-Ibs Load Factor 1.53 max tension reinforcing spacing: fs= 27632 psi s= 16.7 in s = 17.4 in Smax= 16.7 in -OK Anchorage at Top of the Wall Ru = 5585 plf #5 hairpins net#5@ 15"o/c OVn =6700plf #5 hairpins net#5@ 18"o/c (PVn = 5580plf Anchorage at Bottom of the Wall Ru = 7282 plf Rebar Dowel Size = 5 Dowel Area = 0.31 sq-in Nominal Shear friction capacity Dowel strength fy= 60 ksi of the footing to wall Dowel 11383 plf Dowel Spacing = 10 inches Coefficient of friction = 0.6 smooth surface SITE STRUCTURES Project Allen TH sheet 10511 19th Ave SE, Suite C date Everett, WA, (425)-357-9600 _____V L .; _ prj. no. S-24-017 Design Data �!►/� 'lTi ' � G Ggj I jz::elLt7 Soil Density 125 pcf Soil Cover depth to the top of the wall 6 ft Ws1 = 330 psf Wall height 11 ft Ws2 = 605 psf Soil Pressure EFW 55 pcf Surcharge Information uniform S1 = 150 psf (on surface of ground) Equiv Ws = 66 psf truck Ws = 38 psf( on surface of wall -see design chart) Critical Design Surcharge pressure 66 psf(on the surface of the wall) Calculated Design Forces W1= 396 F1 = 4356 Ibs R top = 3287 Ibs W2= 605 F2 = 3328 Ibs R bot= 4396 Ibs M1 = 5990 M total= 10686 ft-Ibs M2 = 4696 Wall Reinforcing Wall thickness 40 inches Comp block(a) = 1.06 inches Clear cover 2 inches Depth to CL bar(d) = 7.56 inches Rebar size 7 d-a/2 = 7.03 inches Rebar area 0.60 sq-in Bar spacing 10 inches 0Mn = 22833 ft-Ibs Rebar strength fy 60 ksi Conc strength fc 4000 psi Mu = 17097 ft-Ibs Load Factor 1.6 max tension reinforcing spacing: fs= 25271 psi �( s= 18.7 in s = 19.0 in Smax= 18.7 in -OK Anchorage at Top of the Wall Ru = 5259 plf #5 hairpins net#5@ 15"o/c (I)Vn = 6700plf ------ — #5 hairpins net#5@ 18"o/c (I)Vn = 5580plf Anchorage at Bottom of the Wall Ru = 7034 plf Rebar Dowel Size = 5 Dowel Area = 0.31 sq-in Nominal Shear friction capacity Dowel strength fy= 60 ksi of the footing to wall Dowel 11383 plf Dowel Spacing = 10 inches Coefficient of friction = 0.6 smooth surface SITE STRUCTURES Project Allen TH sheet 10511 19th Ave SE, Suite C date 03 - 11-1- Everett, WA, (425)-357-9600 �T prj. no. S-24-017 Design Data VZO ( Soil Density 125 pcf Soil Cover depth to the top of the wall 6 ft Ws1 = 330 psf Wall height 11 ft Ws2 = 605 psf Soil Pressure EFW 55 pcf Surcharge Information uniform S1 = 0 psf (on surface of ground) Equiv Ws = 0 psf truck Ws = 0 psf( on surface of wall -see design chart) Critical Design Surcharge pressure 0 psf(on the surface of the wall) Calculated Design Forces W1= 330 F1 = 3630 Ibs R top= 2924 Ibs W2= 605 F2 = 3328 Ibs R bot= 4033 Ibs M1 = 4991 M total= 9687 ft-Ibs M2 = 4696 Wall Reinforcing Wall thickness 40 inches Comp block (a) = 1.06 inches Clear cover 2 inches Depth to CL bar(d) = 7.56 inches Rebar size 7 d-a/2 = 7.03 inches Rebar area 0.60 sq-in Bar spacing 10 inches Mn = 22833 ft-Ibs Rebar strength fy 60 ksi D Conc strength fc 4000 psi Mu = 15500 ft-Ibs Load Factor 1.6 max tension reinforcing spacing: fs = 22911 psi s = 21.2 in s = 21.0 in Smax= 21.0 in -OK Anchorage at Top of the Wall Ru = 4679 plf #5 hairpins net#5@ 15"o/c OVn =6700plf #5 hairpins net#5@ 18"o/c OVn = 5580plf Anchorage at Bottom of the Wall Ru = 6453 plf Rebar Dowel Size = 5 Dowel Area = 0.31 sq-in Nominal Shear friction capacity Dowel strength fy= 60 ksi of the footing to wall Dowel 11383 plf Dowel Spacing = 10 inches Coefficient of friction = 0.6 smooth surface SITE STRUCTURES Project Allen TH sheet: 10511 19th Ave SE, Suite C date 03_ t 2-- Everett, WA, (425)-357-9600 prj. no. S-24-017 Load Combination 1.2D+1.OE+1.OL+1.6H E= 132 psf L= 66 psf Wall Total Height Force Total= 198 psf 11.00 ft 2178 Ibs H= 3630 3328 6958Ibs Total Force 9136 Ibs Factored Load 13311 Ibs Average Load Factor 1.46 SITE STRUCTURES Project Allen TH sheet 10511 19th Ave SE, Suite C date _ l Everett, WA, (425)-357-9600 _.�V _LT__ _ _— _ prj. no. 5-24-017 Design Data (A eA C�117 i 1;' I• ' G �• L f- (a Soil Density 125 pcf Soil Cover depth to the top of the wall 6 ft Ws1 = 330 psf Wall height 11 ft Ws2 = 605 psf Soil Pressure EFW 55 pcf Surcharge Information uniform S1 = 0 psf (on surface of ground) Equiv Ws = 0 psf truck Ws = 0 psf( on surface of wall -see design chart) Critical Design Surcharge pressure = 198 psf(on the surface of the wall) Calculated Design Forces W1= 528 F1 = 5808 Ibs R top= 4013 Ibs W2= 605 F2 = 3328 Ibs R bot= 5122 Ibs M1 = 7986 M total= 12682 ft-Ibs M2 = 4696 Wall Reinforcing Wall thickness 10 inches Comp block(a) = 1.06 inches Clear cover 2 inches Depth to CL bar(d) = 7.56 inches Rebar size 7 d-a/2 = 7.03 inches Rebar area 0.60 sq-in Bar spacing 10 inches 0Mn = 22833 ft-Ibs Rebar strength fy 60 ksi ! 6 Conc strength fc 4000 psi Mu = 18516 ft-Ibs I Load Factor 1.46' I max tension reinforcing spacing: fs= 29993 psis s = 15.0 in S= 16.0 in smax= 15.0 in - OK Anchorage at Top of the Wall Ru = 5859 plf #5 hairpins net#5@ 15"o/c (VVn =6700plf <__ #5 hairpins net#5@ 18"o/c OVn = 5580plf Anchorage at Bottom of the Wall Ru = 7479 plf Rebar Dowel Size = 5 Dowel Area = 0.31 sq-in Nominal Shear friction capacity Dowel strength fy= 60 ksi of the footing to wall Dowel 11383 plf Dowel Spacing = 10 inches Coefficient of friction = 0.6 smooth surface Ito Project Skeet 19) tructu eS Dam. G�'�2- A DMalon of Kwnik Englne*Mng PC Job No C bl 4'-0" WIDE PLANK 1 1 11 1 I I I I I 1 1 " �i- --fir- 1 1 I I I I I I I I - 1 - 1I 1 I I I I I I I - I �- 1I I I I I I I I I I I I I I I I I I I I I 1 1 I I 1 I I I I I I I I I I 1 1 t I I I 1 1 I I I I I I mQ ........................._..-:.-.-..._....- . PLAN VIEW41 - ' _. ...: x C LID TO C CLOSURE CLOSURE DOWELS @ EA Y I �..- TO WALL DOWELS @ PLANK. EA PLANK. LF a. -... .................. ' \ ` i i 4 r r - I I I w. .... .:...:. . .. VAULT 1 , I WALL ELEVATION VIEW . . i Lr y i` Un. : SITE STRUCTURES Project Allen TH sheet 10511 19th Ave SE, Suite C date Everett, WA, (425)-357-9600 prj. no. S-24-017 INTERIOR WALL HEADER GEOMETRY AND LOADS ANALYSIS Header Overburden & Uniform Loads Lid weight 90 psf Soil Desity 125 pcf Load Factors Soil Cover depth over lid 5 ft LL 1.6 Plank design clear span left 17.25 ft DL 1.2 Plank design clear span right 17.25 ft Design Uniform Live Load 150 psf Lid tributary width to header 17.25 ft Uniform service load to header 14921 plf Uniform factored load to header 18941 plf Truck Wheel Loads to Header Truck type HS-25 Axle Load 40000 Ibs Wheel Spacing 6 ft Cover depth 5.0 ft Axle assumed centered over & perpendicular to header distribution width 10.50 ft opening width 6.00 ft ✓ distribution length 17.00 ft length ea side of hdr F8.50 ft uniform load @ top of plank 224 psf wheel load to header from left span 1435 plf wheel load to header from right span 1435 plf Total wheel load to header 2871 plf Factored wheel load to header 4594 plf Design Loads & Forces in Header Service 17.8 klf Factored 23.5 klf Critical section for shear is at 0.9 feet from the face of the support Design Vu = 49 k Design Mu = 106 k-ft SITE STRUCTURES Project Allen TH Sheet izlp 10511 19th Ave SE, Suite C date __03 - 12-2N Everett, WA, (425)-357-9600 prj. no. 5-24-017 INTERIOR WALL HEADER DESIGN Header Data Header width 8 inches Concrete Strength 4000 psi Header span 6.00 ft Header depth Winches d = 33.00 inches In/d ratio 2.18 Deep Beam limit In/d < 5.0 Min shear steel (Area /spacing ) ratio 0.012 Min Rebar spacing Max spacing of shear steel 7.2 inches # 3 @ 9.17 #4 @ 16.67 Min horiz steel ( Area / spacing ) ratio 0.02 #4 @ 10.00 Max spacing of horzontal steel 12 inches #5 @ 15.50 Review shear capacity of header Reinforcing yield strength 60 ksi L Shear reinforcing area 0.20 sq in Horz reinf area 0.31 sq in spacing 6 in Horz reinf spacing 12 in Reinf shear capacity (PVs 51 k Conc shear capacity (PVc 28 k Total Shear Capacity 79 k Factored shear Vu 49 k Max Wn @ In/d < 2 114 k Max Wn @ 2 < In/d < 5 12637 k Review flexural capacity of header min As based on 200 bwd/fy 0.88 sq inches min As based on eq 10-3 0.83 sq inches ` fi !''4" jN► As reqd based on bending model 0.76 sq inches As reqd based on tie - strut model assume Vu is focused @ the center of the header then Tu = 53.91 k As reqd = 1.00 sq inches SITE STRUCTURES Project Allen TH sheet 6� 10511 19th Ave SE, Suite C date 0.3 - 1 Z-Zq Everett, WA, (425)-357-9600 V 'raja" J prj. no. S-24-017 Design Data : Wall Foundation Loads Analysis Soil Desity 125 pcf Per. wall Cell Width 17.25 ft Soil Cover over the lid 5 ft Int. wall Cell Width left 17.25 ft Plank weight 90 psf Int. wall Cell Width right 17.25 ft Uniform Live Load 150 psf Truck Rating HS25-44 Front Axle Load 10000 Ibs Rear Axle#1 Load 40000 Ibs Wall Height 11 ft Rear Axle#2 Load 40000'Ibs Total vehicle wt 90000 Ibs Truck Wheel Load Distribution to Perimeter Wall Foundation Truck Perpendicular to the perimeter wall w/rear axle #2 directly over wall& distance to axle #1 = 14ft total truck load to wall = 47536 Ibs distribution width = 40 ft Load @ base of wall = 1188 plf Truck Parallel to the Perimeter wall w/one wheel over wall & 2nd wheel on Plank fincl axle 1&2 only) total truck load to wall = 66087 Ibs tt calc distribution width = 48 ft Load @ base of wall 1377 plf ccNTr-d IS Truck Wheel Load Distribution to Interior Wall Foundation Truck Perpendicular to the int. wall w1 rear axle #2&#1 centered over the wall & dist between axles = 14ft total truck load to wall = 47536 Ibs distribution width = 40 ft Load @ base of wall = 1188 plf Truck Perpendicular to the interior wall w/rear axle #2 directly over wall& distance to axle #1 = 14ft total truck load to wall = 47536 Ibs left plank Load @ base of wall = 1188 plf total truck load to wall = 47536 Ibs right plank Load @ base of wall = 1188 plf distribution width = 40 ft Truck Parallel to the interior wall w1 one wheel over wall & 2nd wheel on plank (incl axle 1&2 only) total truck load to wall = 66087 Ibs left plank Load @ base of wall = 1377 plf total truck load to wall = 66087 Ibs right plank Load @ base of wall = 1377 plf distribution width = 48 ft Truck Parallel to the interior wall w1 the truck centered over the wall(incl axle 1&2 only) total truck load to wall = 66087 Ibs distribution width = 48 ft Load @ base of wall = 1377 plf Uniform Live Load distribution to Wall Footings Perimeter Wall F pl I Interior Wall SITE STRUCTURES Project Allen TH sheet ✓tll 10511 19th Ave SE, Suite C date A-f tz, Everett, WA, (425)-357-9600 prj. no. S-24-017 Design Data : Wall Foundation Design Allowable Bearing Pressure 5000 psf Per. wall Cell Width 17 ft Rebar strength fy= 60 ksi Int. wall Cell Width left 17 ft Concrete strength = 4000 psi Int. wall Cell Width right 17 ft Soil Desity 125 pcf Plank weight 90 psf Soil Cover over the lid 5 ft Wall Height 11 ft Wall Thickness 10 inches Interior Wall Thick 8 inches Perimeter Wall Footing Design L.F Wu Design live load 1377 plf '� 1.6 2203.2 plf Soil Cover dead load 5911 plf 1.2 7093.75 plf Plank dead load 851 plf 1.2 1021.5 plf Wall dead load 1375 plf 1.2 1650 plf total dead load 8138 plf 9765.25 plf Total live + dead Load 9515 plf nn !' 11968 plf °i Required Ftg Width 1.90 ft Selected Ftg Width 2.67 ft Selected Ftg Thickness 12 in Qu = 4483 psf Mu = 1890 ft-Ibs at face of wall Vu = 4116 plf at face of wall As regd = 0.05 sq-in/ft phi Vn= 10967 plf at face of wall Asmin = 0.35 sq-in/ft 1.33 x As regd = 0.07 sq-in/ft { Interior Wall Footing Design '? L.F Wu Design live load 3375 plf V 1.6 5400 plf Soil Cover dead load 10781 plf 1.2 12937.5 plf Plank dead load 1553 plf 1.2 1863 plf Wall dead load 1100 plf 1.2 1320 plf total dead load 13434 plf 16120.5 plf Total live + dead Load 16809 plf X ��f 21520.5 plf ` Required Ftg Width 3.36 ft i'i Selected Ftg Width 3.5 ft Selected Ftg Thickness 12 in Qu = 6149 psf Mu = 5466 ft-Ibs at face of wall Vu = 8198 plf at face of wall As regd = 0.15 sq-in/ft phi Vn= 10967 plf at face of wall Asmin = 0.35 sq-in/ft 1.33 x As regd = 0.20 sq-in/ft ,mac ,1,1- SITE STRUCTURES Project Allen TH sheet: 11L b 10511 19th Ave SE, Suite C date: 03 - 1 Z- ZLI Everett, WA, (425)-357-9600 prj. no. S-24-017 Vault Walls - Lateral pressures Review ---VAF b Minimum soil cover depth to top of wall: 2.5 ft Maximum soil cover depth to top of wall: 3.3 ft Wall Height: 7 ft At-Rest soil pressure: 55 pcf EFD Soil pressure in comb w/Seismic: 55 pcf EFD Uniform Addition to At-Rest soil pressure: 0 psf Soil Density: 125 pcf Load Combinations: 1.6 L (soil pressure) + 1.6 L (surcharge/wheel load) 1.6 L (soil pressure) + 1.0 L (seismic) Due to HS25 Truck Loading: 1.5 ft min cover over lid: 153 psf Uniform 2.3 ft max cover over lid: 113 psf Uniform Total Factored Lateral Force: 1.5 ft min cover over lid: 5410 plf l' 2.3 ft max cover over lid: 5454 plf GpNTRdI� Due to Uniform Surcharge Load: Uniform surcharge: 150 psf Equivalent lateral force: 66 psf Uniform Total Factored Lateral Force: 2.3 ft max cover over lid: 4928 plf Due to Seismic Activity: Uniform seismic addition: E _ ' 12 H Seismic lateral force: 84 psf Uniform Total Factored Lateral Force: 2.3 ft max cover over lid: 4777 plf Combined Load Factor: 1.53 SITE STRUCTURES Project Allen TH sheet 10511 19th Ave SE, Suite C date G3 - i Z-Z� Everett, WA, (425)-357-9600 _ �/- � prj. no. S-24-017 Design Data Soil Density 125 pcf Soil Cover depth to the top of the wall 3.3 ft Ws1 = 181.5 psf Wall height 7 ft Ws2 = 385 psf Soil Pressure EFW 55 pcf Surcharge Information uniform S1 = 150 psf (on surface of ground) Equiv Ws= 66 psf truck Ws = 113 psf( on surface of wall -see design chart) Critical Design Surcharge pressure = 113 psf(on the surface of the wall) Calculated Design Forces W1= 294.5 F1 = 2062 Ibs R top = 1480 Ibs W2= 385 F2 = 1348 Ibs R bot= 1929 Ibs M1 = 1804 M total= 3014 ft-Ibs M2 = 1210 Wall Reinforcing Wall thickness 8 inches Comp block(a) = 0.39 inches Clear cover 2 inches Depth to CL bar(d) = 5.69 inches Rebar size 5 d-a/2 = 5.49 inches Rebar area 0.31 sq-in Bar spacing 14 inches (DMn = 6501 ft-Ibs Rebar strength fy 60 ksi Conc strength f c 4000 psi Mu = 4822 ft-Ibs f Load Factor 1.6 max tension reinforcing spacing: fs= 25034 psi s= 19.0 in s= 19.2 in Smax = 19.0 in -OK Anchorage at Top of the Wall q Ru = 2368 plf #5 hairpins net#5@ 15"o/c OVn = 6700plf I #5 hairpins net#5@ 18"o/c (PVn = 5580plf Anchorage at Bottom of the Wall Ru = 3087 plf Rebar Dowel Size= 5 Dowel Area = 0.31 sq-in Nominal Shear friction capacity Dowel strength fy= 60 ksi of the footing to wall Dowel 8131 plf Dowel Spacing = 14 inches Coefficient of friction = 0.6 smooth surface SITE STRUCTURES Project Allen TH sheet 10511 19th Ave SE, Suite C date O3 - I Z-2 N Everett, WA, (425)-357-9600 I - prj. no. S-24-017 Design Data W/U r�/ �jG GiU /�•ri.�r� Soil Density 125 pcf Soil Cover depth to the top of the wall 3.3 ft Ws1 = 181.5 psf Wall height 7 ft Ws2 = 385 psf Soil Pressure EFW 55 pcf Surcharge Information uniform S1 = 0 psf (on surface of ground) Equiv Ws = 0 psf truck Ws = ' - 0 psf( on surface of wall -see design chart) Critical Design Surcharge pressure = 0 psf(on the surface of the wall) Calculated Design Forces W1= 181.5 F1 = 1271 Ibs R top = 1084 Ibs W2= 385 F2 = 1348 Ibs R bot= 1534 Ibs M1 = 1112 M total= 2322 ft-Ibs M2 = 1210 Wall Reinforcing Wall thickness 8 inches Comp block(a) = 0.39 inches Clear cover 2 inches Depth to CL bar(d) = 5.69 inches Rebar size 5 d-a/2 = 5.49 inches Rebar area 0.31 sq-in Bar spacing 14 inches 0Mn = 6501 ft-Ibs i Rebar strength fy 60 ksi i d� Conc strength f'c 4000 psi Mu = 3715 ft-Ibs Load Factor 1.6' max tension reinforcing spacing: fs= 19285 psis s= 26.1 in s = 24.9 in smax= 24.9 in -OK Anchorage at Top of the Wall Ru = 1735 plf #5 hairpins net#5@ 15"o/c OVn =6700plf #5 hairpins net#5@ 18"o/c OVn = 5580plf I / ,t � �/f7 (7 Anchorage at Bottom of the Wall Ru = 2454 plf Rebar Dowel Size = 5 Dowel Area = 0.31 sq-in Nominal Shear friction capacity Dowel strength fy= 60 ksi of the footing to wall Dowel 8131 plf Dowel Spacing = 14 inches Coefficient of friction = 0.6 smooth surface SITE STRUCTURES Project Allen TH sheet: 10511 19th Ave SE, Suite C date Everett, WA, (425)-357-9600 prj. no. S-24-017 Load Combination 1.2D+1.OE+1.OL+1.6H E= 84 psf L= 113 psf Wall Total Height Force Total= 197 psf _7.00.ft 1379 Ibs H= 1271 1348 2619Ibs Total Force 3998 Ibs Factored Load 5569 Ibs Average Load Factor 1.39 SITE STRUCTURES Project Allen TH sheet I'Ll _ 10511 19th Ave SE, Suite C date 03 - I Z- Everett, WA, (425)-357-9600 prj. no. S-24-017 Design Data p f 1,v -F . at, 4- , Soil Density _ 125 pcf Soil Cover depth to the top of the wall 3.3 ft Ws1 = 181.5 psf Wall height 7 ft Ws2 = 385 psf Soil Pressure EFW 55 pcf Surcharge Information uniform S1 = 0 psf (on surface of ground) Equiv Ws= 0 psf truck Ws = 0 psf( on surface of wall -see design chart) Critical Design Surcharge pressure = 197 psf(on the surface of the wall) Calculated Design Forces W1= 378.5 F1 = 2650 Ibs R top = 1774 Ibs W2= 385 F2 = 1348 Ibs R bot= 2223 Ibs M1 = 2318 M total= 3529 ft-Ibs M2 = 1210 Wall Reinforcing Wall thickness 8 inches Comp block (a) = 0.39 inches Clear cover 2 inches Depth to CL bar(d) = 5.69 inches Rebar size 5 d-a/2 = 5.49 inches Rebar area 0.31 sq-in Bar spacing 14 inches 0Mn = 6501 ft-Ibs Rebar strength fy 60 ksi Conc strength fc 400p psi Mu = 4905 ft-Ibs 04'�' Load Factor 1.39 max tension reinforcing spacing: %= 29308 psi s = 15.5 in s = 16.4 in Smax= 15.5 in -OK Anchorage at Top of the Wall Ru = 2466 plf #5 hairpins net#5@ 15"o/c OVn = 6700plf U�L� I �'`� G #5 hairpins net#5@ 18"o/c OVn = 5580plf rI.F Anchorage at Bottom of the Wall Ru = 3090 plf Rebar Dowel Size = 5 Dowel Area = 0.31 sq-in Nominal Shear friction capacity Dowel strength fy= 60 ksi of the footing to wall Dowel 8131 plf Dowel Spacing = 14 inches Coefficient of friction = 0.6 smooth surface it® Project 14 :.a+ Sheet tructures Date A DMelon of Koenik Engineering PC Job No Olt 4'-0" WIDE PLANKas �� I I 1 I I 1 �-l!- • 1 1 I I I I I - 1 ... I I I I 1 I 1 I I I [ - . II ...:. I I I I I I I I I I ...:. :....: ..�....:..... _ - 1I 1 1 1 I 1 I I I I I ---I 1 I I -- I-I-- I I I - ---------------------- ---- ---------------------------- : PLAN VIEW : — C LID TO C CLOSURE CLOSURE DOWELS @ EA TO WALL DOWELS @ PLANK. EA PLANK. r. 1 I I .-.....,.... --... .. r .- - - VAULT WALL ELEVATION VIEW : :.. -- # � � r Igo ' _ _.. .. ........ _ . .. fto Project Sheet 4-el tructures Date oz,- IT-zq A Division of Kosnlk Engineering PC Job No 17 q q m . . . . . . . . . . . fQ P F- c . . . . . . . . . . . . . . . ........ �,c ��.a j ` �� 1�r-: m . . . . . . . . . . . . . . a m . a -- Kosnik engineering Current Date: 3/12/2024 11:12 AM Units system: English File name: C`.\Program Files\RAM Advanse 7.OEN\Data\Allen TH.adv Geometry data Nodes Node X Y Z Rigid Floor [ft] [ft] [ftl --------------------------------------------------------------------------=--------------------------------------- 1 0.00 0.00 0.00 0 2 0.00 8.00 0.00 0 i --------------------------------------------------------------------------------------------------------------------- Restraints Node TX TY TZ RX RY RZ ------------------------------------------------------------------------------------------------ 1 1 1 1 0 0 0 2 1 0 0 0 0 0 ------------------------------------------------------------------------------------------------ Members Member NJ NK Description Section Material dO dL Ig factor [in] [in] --- - ---- ---- --- ------------------------------------------------------------------------------------------------------------------------------------------------------------ 1 1 2 RcBeam 8x10in C 4-60 0.00 0.00 0.00 ---------.--------------------------------------------------------------------------------------------------------------------------------------------------------------7----------------------------- BENTLEA Kosnik engineering Current Date: 3/12/2024 11:09 AM Units system: English File name: C:\Program Files\RAM Advanse 7.OEN\DataWllen TH.adv Load data GLOSSARY Comb : Indicates if load condition is a load combination (1=load combination.0=load case) Load conditions Condition Description Comb. Category -------------------------------------------------------------------------------------------------------------------------------------------=-------------------=---- H2O water pressure 0 ILL AR at rest soil pressure 0 ILL PA passive soil pressure 0 LL - ----------------------------------------------------------------------------------------------------------- Distributed force on members all V2 d2 Condition Member Dirt Vail Va12 Distl % Dist2 % [Lb/ft] [Lb/ft] [ft] [ft] ---------------------------------------------------------------------------------------------------------------------------------------------- H2O 1 X 406.00 0.00 0.00 Yes 100.00 Yes AR 1 X -264.00 0.00 0.00 No 4.80 No PA 1 X -720.00 0.00 0.00 No 4.80 No -------------------------------------------------------------------------------=---------------------------------------=----------------------- i Self weight multipliers for load conditions Self weight multiplier Condition Description Comb. MultX MultY MultZ -----------------------------------------------------------------------------------------------------------------------------------------------------------=--------------- H2O water pressure 0 0.00 0.00 0.00 AR at rest soil pressure 0 0.00 0.00 0.00 PA passive soil pressure 0 0.00 0.00 0.00 --------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 5klL 2 _ A LA- '� 1--4� 03 1 Z-Zq 0 l� W Kosnik engineering Current Date: 3/11/2024 9:58 AM Units system: English File name: C:\Program Files\RAM Advanse 7.OEN\Data\Allen TH.adv Analysis Results Reactions Y _ Fy t11 .. 33w Direction of positive forces and moments Forces[Lbl Moments[Lb"ftl Node FX FY FZ MX MY MZ ----------------------------------------------------------------------------------------------------------------------------------------------------- - Condition C1=1.4H2O+1.OAR 1 71008.85320 0.00000 0.00000 0.00000 0.00000 0.00000 2 -631.14683 0.00000 0.00000 0.00000 0.00000 0.00000 ------------------------------------------------------------------------------------------------------------------------------------------------------------------ sUM -1640.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Member forces at fixed stations CONDITION C1=1.4H2O+1.OAR M33 V2 M22 V3 Axial Torsion [Lb-ft] [Lb] [Lb`ft] [Lb] [Lb] [Lb-ft] ---------------------------------------------------------------I-------------------------------------------------------------------------- MEMBER 1 _ 0% 0.00 -1008.85 0.00 0.00 0.00 0:00 14% 958.18 -671.45 0.00 0.00 0.00 0.00' 29% 1542.73 -355.01 0.00 0.00 0.00 0.00 43% - 1777.61 -59.53 0.00 0.00 0.00 0.00 57% 1686.78 214.98 0.00 0.00 0.00 0.00 71% 1301.21 445.55 0.00 0.00 0.00 0.00 86% 703.63 584.75 0.00 0.00 0.00 0.00 100% 0.00 631.15 0.00 0.00 0.00 0.00 ----------------------------------------------------------------------------------------------------------------------------------------- Pagel Ow, . &U-E-v T Kosnik engineering Current Date: 3/11/2024 9:59 AM Units system: English File name: C:\Program Files\RAM Advanse 7.OEN\Data\Allen TH.adv Analysis Results Reactions '0Y I f` Direction of positive forces and moments Forces[Lbl Moments rLb*ftl Node FX FY FZ -Mx MY MZ ---------------------------------------------------------------------------------------------------- Condition C2=1.4H2O+1.OPA 1 -133.33315 0.00000 0.00000 0.00000 0.00000 0.00000 2 -412.26685 0.00000 0.00000 0.00000 0.00000 0.00000 -------------------------------------------------------------------- sUM -545.60000 0.00000 0.00000 0.00000 0.00000 0.00000 Member forces at fixed stations CONDITION C2=1.4H2O+1.OPA M33 V2 M22 V3 Axial Torsion [Lb*ft] [Lb] [Lb*ft] [Lb] [Lb] [Lb*ft] ------------------------------------------------------------------------------------------------------------------------ MEMBER 1 0% 0.00 -133.33 0.00 0.00 0.00 0.00 14% 231.74 -255.03 0.00 0.00 0.00 0.00 29% 543.65 -273.61 0.00 0.00 0.00 0.00 43% 817.86 -189.07 0.00 0.00 0.00 0.00 57% 936.53 -1.41 _0.00 0.00 0.00 0.00 /A 71% 80 .91 -'- 26.67 _ OAO 0.00 wv0.00 0.00 86% 453.49 365.87 0.00 0.00 0.00 0.00 100% 0.00 412.27 0.00 0.00 0.00 0.00 -----------------------------------------------------------------------------------------------------------------------------------_. Pagel SITE STRUCTURES Project Allen TH sheet 10511 19th Ave SE, Suite C date 03 - I Z 2�( Everett, WA, (425)-357-9600 � � � prj. no. S-24-017 INTERIOR WALL HEADER GEOMETRY AND LOADS ANALYSIS Header Overburden & Uniform Loads Lid weight 90 psf Soil Desity _ 125 pcf Load Factors Soil Cover depth over lid 2.3 ft LL 1.6 Plank design clear span left 20 ft DL 1.2 Plank design clear span right 20 ft Design Uniform Live Load 150 psf Lid tributary width to header 20 ft Uniform service load to header 10550 plf Uniform factored load to header 13860 plf Truck Wheel Loads to Header Truck type HS-25 Axle Load 40000 Ibs Wheel Spacing 6 ft Cover depth 2.3 ft Axle assumed centered over & perpendicular to header distribution width 5.10 ft opening width 4.00 ft distribution length 11.60 ft length ea side of hdr 5.80 ft uniform load @ top of plank 676 psf wheel load to header from left span 3353 plf wheel load to header from right span 3353 plf Total wheel load to header 6706 plf Factored wheel load to header 10729 plf Design Loads & Forces in Header Service 17.3 klf Factored 24.6 klf Critical section for shear is at 0.6 feet from the face of the support Design Vu = 34 k Design Mu = 49 k-ft SITE STRUCTURES Project Allen TH sheet 1)E2 10511 19th Ave SE, Suite C date 03- IZ-M Everett, WA, (425)-357-9600 prj. no. 5-24-017 INTERIOR WALL HEADER DESIGN Header Data Header width 8 inches Concrete Strength 4000 psi Header span 4.00 ft Header depth 24 inches d = 21.00 inches In/d ratio 2.29 Deep Beam limit In/d < 5.0 Min shear steel ( Area / spacing ) ratio 0.012 Min Rebar spacing Max spacing of shear steel 4.8 inches #3 @ 9.17 #4 @ 16.67 Min horiz steel ( Area / spacing ) ratio 0.02 #4 @ 10.00 Max spacing of horzontal steel 8 inches #5 @ 15.50 Review shear capacity of header Reinforcing yield strength 60 ksi L Shear reinforcing area 0.20 sq in Horz reinf area 0.31 sq in spacing 6 in Horz reinf spacing 12 in Reinf shear capacity TVs 34 k Conc shear capacity We 18 k Total Shear Capacity 52 k Factored shear Vu 34 k Max (DVn @ In/d < 2 72 k Max (DVn @ 2 < In/d < 5 8496 k Review flexural capacity of header min As based on 200 bwd/fy 0.56 sq inches min As based on eq 10-3 0.53 sq inches As reqd based on bending model 0.58 sq inches As reqd based on tie - strut model assume Vu is focused @ the center of the header then Tu = 39.34 k As reqd = 0.73 sq inches SITE STRUCTURES Project Allen TH sheet 10511 19th Ave SE, Suite C date Everett, WA, (425)-357-9600 �LT _ _ _� prj. no. S-24-017 Design Data : Wall Foundation Loads Analysis Soil Desity 125 pcf Per. wall Cell Width 20 ft Soil Cover over the lid 2.3 ft Int. wall Cell Width left 20 ft Plank weight 90 psf Int. wall Cell Width right 20 ft Uniform Live Load 150 psf Truck Rating HS25-44 Front Axle Load 10000 Ibs Rear Axle#1 Load 40000 Ibs Wall Height 7 ft Rear Axle#2 Load 40000 Ibs Total vehicle wt 90000 Ibs Truck Wheel Load Distribution to Perimeter Wall Foundation Truck Perpendicular to the perimeter wall w/rear axle #2 directly over wall & distance to axle #1 = 14ft total truck load to wall = 52000 Ibs distribution width = 26.6 ft Load @ base of wall = 1955 plf Truck Parallel to thejoerimeter wall w/one wheel over wall & 2nd wheel on lank incl axle 1&2 only) total truck load to wall = 68000 Ibs talc distribution width = 34.6 ft Load @ base of wall = 1965 plf GprJFj�d�s Truck Wheel Load Distribution to Interior Wall Foundation Truck Perpendicular to the int. wall w/rear axle #2&#1 centered over the wall& dist between axles = 14ft total truck load to wall = 52000 Ibs distribution width = 26.6 ft Load @ base of wall = 1955 plf Truck Perpendicular to the interior wall w/rear axle #2 directly over wall & distance to axle #1 = 14ft total truck load to wall = 52000 Ibs left plank Load @ base of wall = 1955 plf total truck load to wall = 52000 Ibs right plank Load @ base of wall = 1955 plf distribution width = 26.6 ft Truck Parallel to the interior wall w/one wheel over wall & 2nd wheel on plank (incl axle 1&2 only) total truck load to wall = 68000 Ibs left plank Load @ base of wall = 1965 plf total truck load to wall = 68000 Ibs right plank Load @ base of wall = 1966 plf distribution width = 34.6 ft Truck Parallel to the interior wall w/the truck centered over the wall Oncl axle 1&2 only) total truck load to wall = 68000 Ibs distribution width = 34.6 ft Load @ base of wall = 1966 plf Uniform Live Load distribution to Wall Footings Perimeter Wall 1500 Interior Wall 3000 pl 'S SITE STRUCTURES Project Allen TH sheet ►�-� 10511 19th Ave SE, Suite C date Everett, WA, (425)-357-9600 prj. no. S-24-017 Design Data : Wall Foundation Design Allowable Bearing Pressure 5000 psf Per. wall Cell Width 20 ft Rebar strength fy= 60 ksi Int. wall Cell Width left 20 ft Concrete strength = 4000 psi Int. wall Cell Width right 20 ft Soil Desity 125 pcf Plank weight 90 psf Soil Cover over the lid 2.3 ft Wall Height 7 ft Wall Thickness 8 inches Interior Wall Thick 8 inches Perimeter Wall Footing Design L.F Wu Design live load 1965 plf✓ 1.6 3144 plf Soil Cover dead load 3067 plf 1.2 3680 plf Plank dead load 960 plf 1.2 1152 plf Wall dead load 700 plf 1.2 840 plf total dead load 4727 plf 5672 plf Total live + dead Load 6692 plf 8816 plf Required Ftg Width 1.34 ft Selected Ftg Width 2 ft Selected Ftg Thickness 12 in Qu = 4408 psf Mu = 980 ft-Ibs at face of wall Vu = 2939 plf at face of wall As regd = 0.03 sq-in/ft phi Vn= 10967 plf at face of wall Asmin = 0.35 sq-in/ft 1.33 x As regd = 0.04 sq-in/ft Interior Wall Footing Design L.F Wu Design live load 3000 plf✓ 1.6 4800 plf Soil Cover dead load 5750 plf 1.2 6900 plf Plank dead load 1800 plf 1.2 2160 plf Wall dead load 700 plf 1.2 840 plf total dead load 8250 plf 9900 plf Total live + dead Load 11250 plf j 14700 plf Required Ftg Width 2.25 ft Selected Ftg Width 3 ft Selected Ftg Thickness 12 in Qu = 4900 psf Mu = 3335 ft-Ibs at face of wall Vu = 5717 plf at face of wall As regd = 0.09 sq-in/ft phi Vn= 10967 plf at face of wall Asmin = 0.35 sq-in/ft 1.33 x As regd = 0.12 sq-in/ft (�. I/? 0l" SITE STRUCTURES Project Allen TH sheet: 10511 19th Ave SE, Suite C date: Everett, WA, (425)-357-9600 �/ _ prj. no. S-24-017 Reinforcing at Top of Wall Below Grated Opening Design Data Top of Footing to Inside Top of Vault(111) 11 ft curb height 2 ft Top of Footing to Finished Grade (H2) 14 ft curb horz reinf bar area 0.2 Soil Pressure EFW 55 pcf curb horz reinf spacing 12 in o/c Controlling Lateral Surcharge 66 psf depth to center of reinf 3 in Grating Span 5 ft curb thickness 6 in S RCHARG= SOIL °RESSURE GRATE Ws1 = 770 .... Ws2 = 66 ...._......... R INSIDE OF VAULT / I i t i W52 � 1. Wa t: ..........._ Calculated Design Forces Fon curb= 121 plf avg Fbot of curb= 176 plf Mu horn curb = 403 ft-Ibs Fbotofwall= 836 plf cpMncurb = 2250 ft-Ibs curb self-supported Mwall uniform = 12672 ft-Ibs Mbase of wall = 24873 ft-Ibs Mwall triangle = 12201 ft-Ibs R = 2261 plf Load Factor 1.6 Mu horz wall = 11306 ft-Ibs Wu = 3618 Wall Reinforcing Wall Thickness 10 in Addl Horz Reinf 0 Clear Cover 2 in #of Add Bars 0 Vert Rebar Size 7 As @ Top of Wall 0.00 sq-in r2- Rebar Area 0.60 sq-in ,j? conc strength fc 4000 psi depth to reinf(d) 7.13 in Closure Reinf (3) -# 6 comp block (a) 0.97 in As in Closure 1.33 sq-in d -a/2 6.64 in 1 (PMn = 39587 ft-Ibs Mu = 11306 ft-Ibs SITE STRUCTURES Project Allen TH sheet: 10511 19th Ave SE, Suite C er date: ,IZ. Everett, WA, (425)-357-9600 _ !/A-V(f ' prj. no. S-24-017 Reinforcing at Top of Wall Below Grated Opening Design Data Top of Footing to Inside Top of Vault(1-11) 7 ft curb height 2 ft Top of Footing to Finished Grade (1-12) 10 ft curb horz reinf bar area 0.2 Soil Pressure EFW 55 pcf curb horz reinf spacing 12 in o/c Controlling Lateral Surcharge 113 psf depth to center of reinf 3 in Grating Span 10 ft curb thickness 6 in SURCHARGE SCIl" PRESSURE GRATE Ws1 = 550 Ws2 = 113 / rr..,rce of vnuLr j wsf "All SG /` ................. __T Calculated Design Forces Fon curb= 168 plf avg Fbot of curb= 223 plf Mu horz curb= 2240 ft-lbS Fbotofwall = 663 plf cpMncurb= 2250 ft-Ibs curb self-supported Mwaii uniform = 7136 ft-Ibs Mbase of wall = 10280 ft-Ibs Mwali triangle= 3144 ft-Ibs R = 1469 plf Load Factor 1.6 Mu horz wall = 29372 ft-Ibs Wu = 2350 Wall Reinforcing ) Wall Thickness 8 in Addl Horz Reinf 6 Clear Cover 2 in #of Addl Bars 2 Vert Rebar Size 5 As @ Top of Wall 0.88 sq-in `f'� �( �g Rebar Area 0.31 sq-in � conc strength fc 4000 psi depth to reinf(d) 5.00 in Closure Reinf (3) -# 6 comp block (a) 1.62 in As in Closure 1.33 sq-in d -a/2 4.19 in (DMn = 41627 ft-Ibs Mu = 29372 ft-Ibs SITE STRUCTURES Project Allen TH sheet: go 10511 19th Ave SE, Suite C date: 0,b.12. c. Everett, WA, (425)-357-9600 prj. no. S-24-017 Beam Design Below Grated Opening Design Data Height of Curb: 3 ft ........ Curb Thickness: 6 in Soil Density: 125 pcf Beam Width: 24 in j Beam Span: 5 ft #� Truck Rear Axle Load: 32 k 1 Calculated Design Forces Soil Weight= 563 plf Curb Weight= 225 plf Self Weight= 313 plf Wheel Load = 16000 lb 1. Load Factor: DL 1.2 LL 1.6 aK Wu = 1320 plf Pu = 25600 lb Design for Flexure Reinf Size 6 #of Top & Bot Reinf 5 Area of Steel 2.21 sq-in Depth to Reinf(d) 10.13 in Comp Block (a) 2.17 in d - a/2 9.04 i n I (DMn = 89879 ft-Ibs Mu = 36125 ft-Ibs Design for Shear Tie Reinf Size 4 Area of Steel 0.20 Depth to Reinf(d) 10.50 Max Spacing 5.25 in Reinf Spacing 5 in (PVc = 11732 Ibs 4)Vs = 42057 �bs bs 4)Vc+(I)Vs = 53789 d Vu = 28900 Ibs ttc Project Sheet tructures Date GGn3 Z-Z l A Division of Kosnik Engineering PC Job No J 2"Ll X � P IfiI Pi11 1 oPAA 1�10 rV. ley fte Project 1� LA. F& " I VA Sheet L4 1- tructures Date 63 - I z- Z A Division of Koenik Engineering PC Job No SELECTION GUIDE : 19-4 PLAIN SURFACE GRATING For deflection of not more than 1/4"when subjected to the severest of the following: (1) the uniform loads below; (2) under concentrated mid-span loads of 300 lbs. up to 6'-0 span; or(3) 4001bs. for spans 6'-0" and over. SAFE UNIFORM LOAD Les.1sa F -6" 4'-0" 4'-6"' 5'-0" T. 3' 5'-6" 50 1 x 1/8 1 x 1/8 1 x 3/16 1-1/4 x 1/8 1-1/4 x 3/16 75 1 x 1/8 1 x 1/8 1 x 3/16 1-1/4 x 1/8 1-1/4 x 3/16 100 1 x 1/8 1 x 1/8 1 x 3/16 1-1/4 x 1/8 1-1/4 x 3/16 125 1 x 1/8 1 x 1/8 1-1/4 x 1/8 1-1/4 x 3/16 1-1/2 x 1/8 150 1 x 1/8 1 x 3/16 1-1/4 x 1/8 1-1/4 x 3/16 1-1/2 x 3/16 200 1 x 1/8 1-1/4 x 1/8 1-1/4 x 3/16 - 2 3 1 1-3/4 x 3/16 300 A 1 x 3/16 1-1/4 x 3/1.6 1-1/2 x 3/1 6 1-3/4 3/16 2 x 3/16 SAFE UNIFORM LOAD 6'-0" 6'-6" 7'-0" 8'-0" 9'-0" LBS.Isa FT. 50 1-1/2 x 3/16 1-3/4 x 3/16 1-3/4 x 3/16 2 x 3/16 2-1/4 x 3/16 75 1-1/2 x-3/16 1-3/4 x 3/16 1-3/4 x 3/16 2 x 3/16 2-1/4 x 3/16 100 1-1/2 x 3/16 1-3/4 x 3/16 1-3/4 x 3/16 2-1/4 x 3/16 2-1/2 x 3/16 125 1-1/2 x 3/16 1-3/4 x V16 2 x 3/16 2-1/4 x 3/16 - 150 1-3/4 x 3/16 1-3/4 x 3/16 2 x 3/16 2-1/2 x 3/16 - 200 1-3/4 x 3/16 2 x 3/16 2-1/4 x 3/16 - - 300 2 x 3/16 .2-1/4 x 3/16 2-1/2 x 3/16 - - I _. fto ProjectI,LEN_J_ sheet -- tructVres Dote Q3 " 12-2Ll A DMelon of Koenik Enpineering PC - Job No r�.� /r rt�: . . a / (� �: . ..... . .. ... T .... ..... ...... ....... _ . .. .......... ......... ... ....... . .... ..... ...... - ... • Anchor Designer TM � _ Software 2� - U 17 Version 2.5.6163.1 <Figure 2> 16.00-------- -- - Ln C5 _L i` N Oi N. 1 N�. O O N. $ ' i I 8.00 8.00 Recommended Anchor Anchor Name:Titen HD®-3/8"0 Titen HD,hnom:T(76mm) Code Report:ICC-ES ESR-2713 'l Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 K Las Posltas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Anchor Designer T"° - Software Version 2.5.6163.1 1.Proiect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description:Grating Ledger Angle attachment Comment: 2.Innut Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):6.00 State:Uncracked Anchor Information: Compressive strength,fc(psi):3000 Anchor type:Concrete screw 4Jo,v: 1.4 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.375 Supplemental reinforcement:No Nominal Embedment depth(inch):3.000 Reinforcement provided at corners: No Effective Embedment depth,her(inch):2.190 Do not evaluate concrete breakout in tension:No Code report:ICC-ES ESR-2713` Do not evaluate concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement:Not applicable Anchor ductility:No Build-up grout pad:No hmin(inch):4.67 cac(inch):3.31 Base Plate Cmin(inch):1.75 Length x Width x Thickness(inch):2.00 x 16.00 x 0.19 Smin(inch):3.00 Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:No Anchors subjected to sustained tension:Not applicable �Iv Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No 7181b <Figure 1> "mac o 1b .. '- :.. Y 0 ft-ib 5741 0 Mb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • Anchor Designer""" LIE- Software S " 2L� 17 Version 2.5.6163.1 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Naa(lb) Vuax(lb) Vuay(lb) 1(Vuax)2+(Voay)2(lb) 1 718.0 574.0 0.0 574.0 Sum 718.0 574.0 0.0 574.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi): 0 Resultant tension force(lb):718 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 4.Steel Strength of Anchor in Tension(Sec.17.4.1) N-(lb) 0 ON-(Ib) 10890 0.65 7079 6.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=kcA.4fche l-5(Eq. 17.4.2.2a) kc A. fc(psi) har(in) Nb(Ib) 24.0 1.00 3000 2.190 4260 ^b=0(ANc/ANc F) dNV'�,NT�p,NNb(Sec. 17.3.1 &Eq. 17.4.2.1 a) ANC(in?) ANC(inZ) ca,min(in) Ted,N Tx,N Pcp,N Nb(lb) ^b(lb) 36.36 43.16 2.25 0.905 1.00 0,992 4260 0.65 2095 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) ONpn=OPY,PA.Np(f�/2,500)n(Sec. 17.3.1,Eq. 17.4.3.1 &Code Report) Tc,P Aa Np(Ib) fc(psi) n d ¢Npn(Ib) 1.0 1.00 3879 3000 0.50 0.65 2762 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560-9000 Fax:925.847.3871 www.strongtie.com 03 &'fl11A:k*9J Anchor Designer TM _ L Software Version 2.5.6163.1 8 Steel Strength of Anchor in Shear(Sec.17.5.1) V-(lb) grout 0 OgroutoVsa(lb) 4460 1.0 0.60 2676 9 Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in x-direction: Vbx=minj7(/e/da)1.2gdaAa�fcCae'-'; 9Aa�fxd-51(Eq.17.5.2.2a&Eq.17.5.2.2b) le(in) da(in) A. fc(psi) cai(in) Vbx(lb) 2.19 0.375 1.00 3000 5.33 4116 OVcbx=¢(Avc/Avcc)Y'advV'c,vDhWhx(Sec.17.3.1 &Eq. 17.5.2.1a) Av.(in') Avco(inz) YKd,v V'c,v Vh,v Vbx(Ib) 0 OVcbx(lb) 96.00 128.00 1.000 1.400 1.155 4116 0.70 3493 Shear parallel to edge in x-direction: Vby=min]7(le/da)0.2ldaAalifccafl'5;9Aa4fcca11•51(Eq.17.5.2.2a&Eq.17.5.2.2b) /e(in) da(in) Aa fc(psi) Cal(in) Vby(lb) 2.19 0.375 1.00 3000 8.00 7561 OV cbx=0(2)(Avc/Avcc)Y%d vYc vTh,vVby(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1 a) Avc(in2) Av..(in') '7'ed,v VJ.,V v'h,v Vby(lb) 0 ¢Vcbx(lb) 85.50 288.00 1.000 1.400 1.414 7561 0.70 6222 10 Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) OVcp=�kcpNcb=Okcp(ANc/ANcc)V'edNTc,NV'cp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 a) kcp ANc(in2) ANco(in2) �'edN TY,N Vcp,N Nb(lb) 0 OVcp(lb) 1.0 36.36 43.16 0.905 1.000 0.992 4260 0.70 2256 11.Results Interaction of Tensile and Shear Forces(Sec. 17.6) r, pl Tension Factored Load,Nu.(Ib) Design Strength,o%(lb) Ratio Status , V11 `I Steel 718 7079 0.10 Pass { ¢ Concrete breakout 718 2095 0.34 Pass(Governs) ). Pullout 718 2762 0.26 Pass } 3� Shear Factored Load,Vua(lb) Design Strength,oW(lb) Ratio Status Steel 574 2676 0.21 Pass T Concrete breakout x+ 574 3493 0.16 Pass II Concrete breakout y- 574 6222 0.09 Pass Pryout 574 2256 0.25 Pass(Governs) 4r yet Interaction check Nua/¢N, V../Ow Combined Ratio Permissible Status J Sec. 17.6.3 0.34 0.25 59.7% 1.2 Pass 3/8"0 Titen HD, hnom:3"(76mm)meets the selected design criteria. Jy. - _ ._..._- Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Ito Project Sheet Sheet tructureSl/�j1 t =��'�'� Date D i • '� A Division of Kosnik Engineering PC �eV K) Job No : �... ......... . ......... o 1........... ... :. ........ : : ..:_ ::: : : ::: ::........... ......_....... ....... . ._ ... . ....... : ........... ....... . .......... _ . - .. _ . .3 . ....._:..._...:...: . :...:.......:.. :...:..,:... ._... ...:._:.. :...:...:...:...:...:- .:...:..._._:_.:...:...:...: . __.:...:..._..._..... D: ... .... .. ....... ----------. :... ....... . ._....... ........... ...:...:....... ... ... ....... . ; G - = 1 . :... . : � .. ,... ..._.. ...:.. .. _ T: : .......... ......... : :. : : .. ........ : . :.......:...:.......:...... : ..:................. : . ��.. ...t�'�.�.._. . �--..:..0, �0�?. t4 ..� e ... ... .. . ...................:......... . ... .. : . ... ... ......._.; _ .. .... ............... .......... ......... ... . . ... - _...: ... : -... . ._..._. :j.. . . . . ......._.. _ . . _.. : : _ ........._.... ..... : _ I ....: .......... . �1 - C W GENERAL CONSTRUCTION NOTES SPECIAL INSPECTION PLAN REINFORCING BAR FILL ECAST PLANKMFGR DIRECTED o U CODE; GENERAL MATERIAL REQUIREMENT: #4018"o/c oz VAULT STRUCTURAL DESIGN AND CONSTRUCTION SHALL CONFORM TO SPECIAL INSPECTION BY A QUALIFIED INSPECTOR IS REQUIRED IN EA WAY -c THE PROVISIONS IN THE 2021 IBC A5 ADOPTED BY THE CITY OF REINFORCING BARS: a ARLINGTON,WASHINGTON. ACCORDANCE WITH THE 2021 IBC. USE DEFORMED BARS CONFORMING TO ASTM A615,GRADE 60,EXCEPT QUALIFICATION: AS NOTED ON THE DRAWINGS. = d m .... .. O�C GENERAL DETAILS: " THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL ='� CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL BE FABRICATION AND PLACING REQUIREMENTS: .: ........ w DEMONSTRATE COMPETENCE,TO THE SATISFACTION OF THE BUILDING o SIMILAR TO DETAILS SHOWN FOR SIMILAR CONDITIONS. OFFICIAL. BENDING: BARS SHALL BE BENT COLD. BARS PARTIALLY EMBEDDED IN 0GONG DOBIE OR CHAIR W v DISCREPANCIES: REQUIRED VERIFICATION 8 INSPECTION: CONT.BACKER ROD IF REQ'D. la CONCRETE SHALL NOT BE FIELD BENT UNLESS NOTED OR SHOWN = THE CONTRACTOR SHALL NOTIFY ENGINEER UPON FINDING ANY THE SPECIAL INSPECTOR SHALL PERFORM THE VERIFICATIONS& OTHERWISE OR AUTHORIZED BY THE ENGINEER, p y aWe DISCREPANCY OR OMISSION IN THE DRAWINGS OR SPECIFICATIONS. INSPECTIONS NOTED IN THE SCHEDULE BELOW PLACING. n TYP PLANK JOINT DETAIL TYP GRADE SLAB SECTION " SHORING 6 EXCAVATION: g6'c v O0 THE CONTRACTOR SHALL BE SOLEY RESPONSIBLE FOR ALL BE SUINSPECTION & TESTING SCHEDULE DISPLACEMENTTBYHALL CONSTRUCTION ANDRLOADS OR BY PLACINGVENT OF CONCRETE. S1 SCALE 1"= 51 SCALE 1-1/2"=1'-0" W LL EXCAVATION PROCEDURES,INCLUDING LAGGING,SHORING AND p c ry PROTECTION OF ADJACENT PROPERTY,STRUCTURES,STREETS AND 2021IBC CONCRETE COVER: TYPES OF WORK FREQ. UTILITIES. SECTION MINIMUM CONCRETE COVER FOR REINF.SHALL BE AS FOLLOWS,UNLESS y S WALL BACKFILL• NOTED OTHERWISE: CAST IN PLACE CONC THE LID PLAANN KS AND PROVIDED A MINIMUM OF 5 DAYS OF REINFORCING STEEL,PLACEMENT. P 1705.3 PRIOR TO BACKFILL VAULT WALLS THE CONTRACTOR SHALL HAVE PLACED CONCRETE CAST AGAINST EARTH 3" GUT NO MORE THAN 1 ADD ONE VERT FULL N N N N CURE ON THE PLANK VOID FILL. CONCRETE CAST AGAINST FORMS AND WALL VERT REINF BAR HEIGHT REINF BAR EACH F SEE CIVIL DWGS ADD ONE VERT FULL c INSTALLATION&FASTENING OF PRECAST PANELS P 1705.5 EXPOSED TO EARTH 2" PIPE LOCATION HEIGHT REINF BAR @ BLOCKOUT SIDE OF BLOCKOUT. n c 0 BACKFILL SOIL: AND INVERT EACH SIDE OF SEE THE GEOTECHNICAL REPORT FOR WALL BACKFILL MATERIAL PLACEMENT OF CONCRETE C 1705.3 WET SETTINGS: REQUIREMENTS AND PLACEMENT AND COMPACTION REQUIREMENTS, REINFORCEMENT ANCHOR BOLTS,OR ANY EMBEDDED ITEM WITHIN THE ELEVATION 31i BLOCKOUT. ADD#5x4'-0"NEAR ALL COMPACTION OCCURING WITHIN 5'OF THE WALL SHALL BE VERIFYING USE OF REQUIRED DESIGN MIX p 1705,3 CONCRETE,MAY NOT BE SET INTO THE CONCRETE AFTER IT HAS BEEN 3u INSIDE FACE OF WALL U - COMPLETED USING HAND OPERATED MACHINERY. POURED WITHIN THE FORMS. MAX MAX ABOVE BLOCKOUT `� TESTING OF THE CONCRETE FOR SPECIFIED C 1705.5 TYP 5 STRENGTH,AIR CONTENT AND SLUMP SEE CIVIL DWGS FOR i LAP SPLICES: SOILS LAP ALL BARS 24"MIN UNLESS SHOWN OTHERWISE ON THESE DRAWINGS. PIPE DIA.LOCATION = m o DESIGN CRITERIA VERIFICATION OF SOIL-BEARING CAPACITY: SUBMITTALS: AND INVERT ELEV. w PROVIDE REINFORCING BAR FABRICATION AND PLACEMENT SHOP 3 o VERTICAL LOADS ON VAULT LID: INSTALLATION OF DRAINAGE SYSTEM: P 1705.E DRAWINGS TO THE ENGINEER FOR REVIEW PRIOR TO NON SHRINK A 2ADD#5x48" a GROUT VOID i UNIFORM LIVE LOAD: =150PSF PLACEMENT&COMPACTION OF WALL BACKFILL: P 1705.E CONSTRUCTION. TYP WALL DIAG ALONG FILL ■HS25 TRUCK WHEEL LOADS: REINF STRUCTURAL STEEL INSIDE FACE 13'-6" 14'to 30' TOP OF GRADE ■F1 ate} TRACTOR: STRUCTURAL STEEL 1 GRATING I FABRICATION P 1704.2.5 AS SHOWN SLAB-FOOTING ■� 0 a 3 FRONT AXLE =10,000 Ib. ADD#5x48 DIAG I SINGLE REAR AXLE 40,000 lb. STRUCTURAL STEEL ALONG INS DE FACE FRONT (REAR REARI TRAILER: FREQUENCY LEGEND AS SHOWN Q , a CUT NO MORE THAN 1 0 0 o SINGLE REAR AXLE 40,000 lb. C= CONTINUOUS P= PERIODIC MATERIALS: WALL VERT REINF BAR TRACTOR TRAILER SEE REFERENCES AND STANDARDS LISTED WITHIN THE VERIFICATION& a, STRUCTURAL STEEL SHAPES&PLATES SHALL CONFORM TO ASTM @ BLOCKOUT INSPECTION SCHEDULE FOR MEANING OF PERIODIC AND CONTINUOUS A36. INSPECTIONS. b. HOLLOW STRUCTURAL SECTIONS SHALL CONFORM TO ASTM A500 *DESIGN UNIFORM LIVE LOAD&TRUCK WHEEL LOADS TO BE APPLIED CERTIFICATE OF COMPLIANCE: GRADE B,Fy-42,000PSI. <i INDEPENDENTLY AND IN COMBINATION WITH THE SOIL COVER DEAD THE SPECIAL INSPECTION AGENCY SHALL PROVIDE A FINAL LETTER WELDING: paYEl U KGS LOAD. CERTIFICATE OF COMPLIANCE STATING THAT THE REVIEWED WORK WAS CONFORM TO AWS D1.1"STRUCTRUAL WELDING CODE-STEEL". �ti`•0F b� COMPLETED IN ACCORDANCE WITH THE PERMITTED DOCUMENTS. WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH WABO HOLLOW CORE PLANK IMPACT&FATIGUE: ADD 111-#5x5'-0"TOP& REQUIREMENTS. USE E70 ELECTRODES OF TYPE REQUIRED FOR BOT @ PLACED BETWEEN m DUE TO THE LOW SPEEDS OF SERVICE VEHICLES OVER THE LID,AND SUBMITTAL OF REPORTS: MATERIALS TO BE WELDED. 12"0 INLET PIPE v THE SOIL COVER OVER THE LID,INCREASES IN VEHICLE LOADS TO SUBMITTED TOALL IAL OWNER,ION 6IORTS ANDT TESTING STIAND THE BUILDITS NG BE GALVANIZING: TYP WALL HORZ REINF. F°ctpR ACCOUNT FOR IMPACT&FATIGUE ARE NOT REQUIRED, """" """" S Al A OFFICIAL BY THE AGENCY PERFORMING THE INSPECTION OR TESTING. ALL STEEL SECTIONS SHALL BE HOT DIPPED GALVANIZED AFTER s/p NAi_E� RAISED GRATED OPENING FABRICATION CONFORMING TO PAINT. A-TH REPAIRS SHALL CONFORM TO �/ �/..... 100P5F UNIFORM PEDESTRIAN LIVE LOAD ASTM A-780 USING ZINC RICH PAINT.THE COATING THICKNESS FOR THE PAINT MUST BE 50%MORE THAN THE SURROUNDING COATINGD� 12„ THICKNESS,BUT NOT GREATER THAN 4.0 MILS. •�•�••••••�•�• SOIL COVER FOR LID DESIGN: PLANK MANUFACTURER SHALL BE RESPONSIBLE FOR DETERMINING •-----�----�-- ................ ------ ----—• ---------- -...... ADD#5x Z THE SOIL COVER DEPTHS USED IN THE LID DESIGN BASED ON THE CONCRETE = TOP As sHowN p VAULT AND FINISHED GRADE ELEVATIONS AS SHOWN ON THE PERMITTED CIVIL DWGS, CONCRETE REQUIREMENTS: 41�ADD#50-0"DIAG BARS Z OPEN METAL GRATING EA.SIDE OF OPENING• _ SOIL COVER FOR SUBSTRUCTURE DESIGN: LOCATION STRENGTH MAX W/C RATIO J Q THE SUBSTRUCTURE WAS DESIGNED FOR THE FOLLOWING SOIL COVER: WALLS&CIP LID AREAS 4000P$1 @ 28 DAYS 0,50 OPEN METAL GRATING SHALL BE WELDED STEEL BAR GRATING AS • •O �,py 3 VAULT A: 3.OFT MIN TO SOFT MAX FTGS&GRADE SLAB 4000PSI @ 56 DAYS 053 SPECIFIED ON THE DRAWINGS.ALL STEEL GRATING AND GRATING BLOCKOUT FOR PIPE VAULT B: 1SFT MIN TO 2.3FT MAX V/ a •• •• PLANK VOID FILL TO MEET PLANK MFGR'S REQUIREMENTS* COMPONENTS INCLUDING ITEMS EMBEDED WITHIN THE CONCRETE SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION. •""""'""""' '•"'"""....A" ""'""""'• r FOUNDATION DESIGN: PLANK JOINT GROUT TO MEET PLANK MFGR'S REQUIREMENTS* 5 FOUNDATION DESIGN IS BASED ON THE FOLLOWING VALUES PROVIDED SUPPLIER SHALL PROVIDE ALL COMPONENTS NECE55ARY TO INSTALL NON SHRINK GROUT r` Z BY COBALT GEOSCIENCES IN THEIR GEOTECHNICAL REPORT DATED 'MINIMUM STRENGTH SHALL BE 3000PSI @ 28 DAYS. AND SECURE THE GRATING IN PLACE. „••� 11-16-2021. AIR CONTENT: SUPPLIER SHALL PROVIDE SHOP DRAWINGS DESCRIBING ALL • '•• VOID FILL ALLOWABLE BEARING PRESSURE: 5,000 PSF GONG EXPOSED TO WEATHER SHALL CONTAIN 5%•/-1%ENTRAINED AIR. COMPONENTS OF THE INSTALLATION,FOR REVIEW PRIOR TO CUT NO MORE THAN 1 5FT MIN BELOW EXIST GRADE MIX DESIGN: FABRICATION. WALL VERT REINF BAR Z LATERAL EARTH PRESSURES:DRAINED LEVEL BACKFILL SHALL BE BASED ON FIELD EXPERIENCE OR TRIAL MIXTURES IN @ BLOCKOUT z W AT REST CONDITION: 55 PCF EFW CONFORMANCE WITH THE SPECIFICATIONS. ACTIVE CONDITION: 35 PCF EFW SUBMITTALS: 0 SEISMIC PRESSURE COMPONENT: E=12H PSF UNIF HORZ PRESSURE PROVIDE MIX DESIGNS TO THE ENGINEER FOR REVIEW PRIOR TO PLACEMENT. SATURATED SOIL DENSITY: 125 PCF EXPOSURE CATEGORIES; WATERSTOP n WALL REINF @ PIPE PENETRATION FREEZING THAWING FO S1 SULFATE SO PVC WATERSTOP SCALE 3/4"=1'-0" W IN CONTACT w/WATER W1 WATERSTOPS SHALL BE 4"RIBBED WITH CENTER BULB AS Z a CORROSION PROTECTION C1 MANUFACTURED BY GREENSTREAK,INC-OR EQUIVALENT-AND SHALL DEFERRED SUBMITTALS BE FORMULATED FROM VIRGIN RAW MATERIAL AND SHALL MEET THE ui z MATERIAL REQUIREMENTS: THE ARMY CORPS OF ENGINEERS STANDARD SPECIFICATION CRD-C 3 THE FOLLOWING AREAS OF WORK SHALL BE CONSIDERED AS CEMENT: ASTM C150. ADMIXTURES:ACI 30L 572-74.INSTALL WATERSTOP IN ACCORDANCE WITH ALL OF THE "DEFERRED SUBMITTALS"AS DEFINED IN THE 2021 IBC AGGREGATES:ASTM C33. WATER:ASTM C94. MANUFACTURERES RECOMMENDATION.SPLICING OF THE WATERSTOP _j ! C IREMENTS a. PRECAST PRESTRESSED HOLLOW CORE PLANK SHALL BE ACCOMPLISHED WITH A THERMOSTATICALLY CONTROLLEDE PLACING REQU : SPLICING IRON IN ACCORDANCE WITH THE MANUFACTURERS DIRECTION ALL DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE PLACING: AND RECOMMENDATIONS, Q OF A CIVIL ENGINEER LICENSED TO PRACTICE IN THE STATE OF PLACE CONCRETE AS NEARLY AS PRACTICABLE TO ITS FINAL LL WASHINGTON WHO HAS CURRENT DESIGN EXPERIENCE IN THE TYPE POSITION TO AVOID SEGREGATION. O OF WORK REVIEWED. - ■ ■ ■ ■ SEE WALL FND KEYNOTES >_ DEBRIS: - ■ ■ ■ ■ FOR WALL REINF THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL REMOVE ALL DEBRIS FROM FORMS PRIOR TO PLACING CONCRETE. I41-#6 PLANK THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED BY ■ DOWELS PLACED ® V THE ENGINEER OF RECORD. CONSOLIDATION: --a-----i----- -----r-- AT MIDDEPTH OF DOWEL TO MATCH WALL CONSOLIDATE CONCRETE BY SUITABLE MEANS,THOROUGHLY WORK = ■ ■ ■ ■ SLAB. VERT REINF SIZE& CONTRACTOR SHALL SUBMIT REVIEWED DWGS&CALCS TO THE CONCRETE AROUND EMBEDDED ITEMS AND INTO CORNERS OF FORMS. _ _ _ _ SPACING. BUILDING OFFICIAL PRIOR TO INSTALLATION. CURING REQUIREMENTS: 12-1/2"THICK CURING: ■ ■ CONCRETE SLAB GRADE SLAB REINF SEE CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A ■ ■ R SHOWN SHADED. FOUNDATION PLAN W J SUITABLE PERIOD OF TIME AFTER PLACEMENT. ■ LU WEATHER CONDITIONS: ■ 113�-#5 T&B 131-#5 CONT. Z ~ HOLLOW CORE PLANK ADEQUATE PRECAUTIONS SHALL BE TAKEN DURING HOT AND COLD = AS SHOWN. u+ WEATHER IN ACCORDANCE WITH THE SPECIFICATIONS. �� J SCOPE OF WORK: ❑ ❑ a J THE WORK INCLUDED IS THE DESIGN,MANUFACTURE AND DELIVERY OF LID PLANK PLACEMENT: 9 Q PRECAST PRESTRESSED CONCRETE UNITS.DESIGN PLANK FOR THE MOST IN NO CASE SHALL THE LID PLANKS BE PLACED BEFORE THE WALLS OPENINGS F (Jo OF THE LOADING CONDITIONS AS SHOWN WITHIN THE DESIGN HAVE BEEN ALLOWED A MINIMUM OF 3 DAYS OF CURE.WHEN d CRITERIA NOTE, AVERAGE AMBIENT TEMPERATURES ARE LESS THAN 50 DEGREES ■ ■ r FAHRENHEIT,THE CONTRACTOR MUST ALLOW A MINIMUM CURE TIME THE MANUFACTURER SHALL SUBMIT STRUCTURAL CALCULATIONS AND OF 7 DAYS OR PROVIDE AN ADDITIONAL SET OF CYLINDERS TO BE ■ - ■ - - - - 111I otf PLACEMENT DRAWINGS SIGNED BY A WASHINGTON STATE REGISTERED BROKEN AT THE TIME OF LID PLACEMENT DEMONSTRATING A MINIMUM 2q" CIVIL ENGINEER FOR REVIEW PRIOR TO FABRICATION. CONCRETE STRENGTH OF 1,000 PSI HAS BEEN REACHED. THE MANUFACTURER SHALL INSTALL ALL BLOCK OUTS REQUIRED FOR FINISH; AT PERIMETER WALL STRUCTURAL CONNECTIONS AS INDICATED ON THESE DRAWINGS. NO a. CONCRETE FINISH TO BE SMOOTH WITH NO FINS,VOIDS,ROCK zat ":�s`"e OTHER PENETRATIONS ARE ALLOWED WITHOUT THE PRIOR APPROVAL OF POCKETS,OR OTHER IRREGULARITIES, JJ// .SHEET: THE PLANK MANUFACTURER. b. CONE SNAP TIES ARE REQUIRED AND ARE TO BE REMOVED AND Ql°K- EPDXY SEALED AT ALL INTERIOR AND EXTERIOR WALL SURFACES. r5"\ LID REINF @ MANHOLE wl KNEE-WALL 4 KNEEWALL FTG DETAIL 05/2T24 ALL HOLLOW CORE JOINTS SHALL BE GROUTED IN ACCORDANCE WITH NO FLAT TIES ALLOWED. 51 Sl Building Plan Review by THE MANUFACTURER'S RECOMMENDATIONS. SCALE NTS SCALE 3/4"=1'-0" Sl SAFEbailt OF 5 5-24-017 C W c a � 'o = 61'-8" 6P_gn v 0 10" L 15 PLANKS @ 4'-0" 60'-011 L 10" 10" L 60'-0" L 10" a U 50'-0" 10'-0" 27'-0" 6'-0" 15'-0" 12'-01, $ m -c � N C W S4 0 2 F28xl2 S4 g = y f = LL 1 ♦� 13 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ w 00 0 1 1 IBOV=443.50 W LL ~ g I 3 TYP @ CELL a 2 PERIMETER H 2 W _ I VF 12-1/211 THICK HOLLOW CORE PLANK LID. TOP — BOV=443.07CELL 2IOF LID EL= 455 54 _----- --------------- - I 8�_611 5" THICK CONCRETE------- ------- TYP SLAB ON GRADE TYP 3 11 5 o i @ ALL CELLS R D GR 6 L-------- --� 5 0 S4 8 F42x12 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑---°-- °- ° ----°-- ° ° ' o --------------------- -------- -------- ------------- — - W ------- ------- ------- ------- ------- ------- ------- --- --- - ----- ------ I --------- 4 ------- ------- ------- ------- ------- ------- ------- --- --- ------- ------- ------------------------------- El -- ----------- c ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 11 El El o :❑ ❑ ❑ ❑ ❑ ❑ y o u g 1 I 3 S4 2 2 r2 pQi 0 gg 8 12 ITOV=454.50 S1 9 = �2 I IBOV=443.07 CELL 1 IBOV=443.07 I = TYP THROUGH _ I I _ a a OUT VAULT, I I F30x12 F30x12 _ ❑ o— ; ❑ ❑ L __� T F � o 7 7 — -- J I IBOV=44350 L J.KOS 8 0 o r 6 TYP @ CELL 6 —1 o O�`oF -----1 ---------1 PERIMETER— --------- El 0 El l 11 EI E] El ------ ------ ------- -... --- ------- ------- ------- -- ---- ------- ------- ------- ------- - =- Y —————————————————— — II BALE 6\V2 5 • 1 2 1 F28x12 S1 54 / NA 54 '-0" 561-011 41-0" 541-0" 4'-0" Z O V3 z VAULT - A LID PLAN 2' 8' VAULT - A FOUNDATION PLAN 2' 8' ~ y__ I SCALE 3/16" = l'-0" SCALE 3/16" 1'-0" ol 4' co Q �' W > 0 o PLAN KEYNOTES LEGEND z ui 1. 5"THICK CONCRETE SLAB ON GRADE REINF WITH#4@18"o/c EA WAY, IBOV INSIDE BOTTOM OF VAULT(TOP OF GRADE SLAB) PLACE ALL REINF AT MID-DEPTH OF THE SLAB,CAST GRADE SLAB IN A ITOV INSIDE TOP OF VAULT (BOTTOM OF LID-TOP OF WALLIuj SINGLE POUR.SEE 2/91 FOR REINFORCING PLACEMENT DETAIL. 0 0 2. CAST IN PLACE CONCRETE WALLS TYPICAL AT THE INTERIOR&PERIMETER CIP CONCRETE WALL. OF THE VAULT,SEE WALL SECTIONS FOR REINFORCING AND DIMENSIONS. PROVIDE ADDED REINF AT PIPE PENETRATIONS AS SHOWN IN 3/S1,PROVIDE CONCRETE SPREAD FOOTING uj 4"DEEP x 21"0 TRAFFIC RATED VENT COVER, REINF @ ALL WALL CORNERS AS SHOWN IN 5/65, ———— Z CONCRETE BLOCK 3. THICKENED SLAB FOOTINGS TO BE CAST WITH THE GRADE SLAB.SEE F28x12 28"WIDE x 12"THICK FTG SEE 1&2/54 DIRECTLY BELOW DO NOT FASTEN VENT COVER WALL SECTIONS FOR SIZE&REINF UNO. F3Ox12 30"WIDE x 12"THICK FTG SEE 4/51 3 Z VENT COVER. OR RIM TO VENT PIPE. 4. 6'-0"WIDE OPENING WITHIN THE INTERIOR WALL.SEE A/54 FOR WALL F42xl2 42"WIDE x 12"THICK FTG SEE 3/S4 _3 0 TRAFFIC RATED STRUCTURAL REINFORCING @ THE OPENING. J (g FILL. HOLLOW CORE ADJUST SPACING OF 5, PIPE INLET OR OUTLET TO VAULT.SEE CIVIL DWGS FOR PIPE DIAMETER, GRATING SPAN DIRECTION J PLANK HORZ REINF TO ALLOW LOCATION&INVERT ELEVATION.SEE 3/51 FOR WALL REINF @ Q Or AT TOP BAR TO PASS OVER THE PENETRATION,ADDITIONAL REINF 15 NOT REQUIRED FOR PIPES LESS THAN <_ DRECTION OF DOWNWARD SLOPE O VAULT LID OF WALL BLOCKOUT 811®PROVIDED THEY ARE PLACED BETWEEN THE TYPICAL WALL LL REINFORCING. 0) O .. .... .. .. .. .. ........ ........................ ................................ 6. 8"THICK KNEE-WALL.REINF w/#5@12"o/c HORZ.AND VERT.PLACED AT THE CENTER OF THE WALL.PROVIDE(245 HORZ AT THE TOP OF THE WALL& V � THE VERT THE FREE ENDS OF THE WALL,EXTEND VERT BARS INTO DIMENSIONS & ELEVATIONS THE 12-1/2"THICK CK LID CLOSURE POUR.SEE 4/61 FOR FTG INFORMATION. .0 0 7. 24"DIAMETER OPENING w/KNEEWALL THRU LID TO ACCEPT RISERS, THE CONTRACTOR AND HIS SUBCONTRACTOR SHALL BE RESPONSIBLE FOR • • LADDER,RING AND LOCKING MANHOLE COVER PER CIVIL DRAWINGS.SEE 5/51 FOR LID REINF @ OPNG. VERIFYING ALL DIMENSIONS AND ELEVATIONS SHOWN ON THESE DRAWINGS .. NON SHRINK UT WITH THE CURRENT PERMITTED SET OF CIVIL DRAWINGS,AND SHALL Z o •�•• ••i••• 8. POUR SLOTS IN THE TOP OF THE PLANK.MANUFACTURER TO PROVIDE A NOTIFY BOTH THE CIVIL&STRUCTURAL ENGINEERS IN WRITING OF ALL Q•• VOID FILL MINIMUM OF 2 SLOTS @ EACH END OF EACH PLANK.PLANK J • • DISCREPANCIES BETWEEN THE CIVIL DWGS AND THESE DWGS PRIOR TO • • MANUFACTURER MAY REQUIRE GROUTING OF ADDITIONAL CELLS BEYOND CONSTRUCTION. IL • THE MINIMUM SHOWN,THE GENERAL CONTRACTOR SHALL INCLUDE Z • 124 PVC VENT PIPE GROUTING OF THESE ADDED CELLS IN HIS BID.SEE WALL SECTIONS FOR Q O J WRAP PIPE IN ••• •• REINF. F Q TWO LAYERS •• • 15"SQ BLOCKOUT ~ Q F ��•� •••• 9. PROVIDE BLOCKOUTS IN THE EDGE CELL OF THE PLANK PARALLEL TO J p W OF 4 MIL VISQUEEN •• • THE PERIMETER VAULT WALLS,LOCATE BLOCKOUTS APPROXIMATELY AS Z G VI •i •• SHOWN ON THIS PLAN.SEE WALL SECTIONS AND DETAILS FOR Q ADD#4x30'DIAL BARS EA. CONSTRUCTION pp o p •• SIDE OF OPENING AS SHOWN. REINFORCING AT BLOCKOUT. CO N STI\UCTI O N LOADS pj PLACE NEAR THE INSIDE 10. 5'-011x10'-0"OPENING TO RECEIVE OPEN METAL BAR GRATING w/INTEGRAL THE VAULT LID HAS BEEN DESIGNED TO CARRY THE'DESIGN LOADS"ONLY 124 PVC VENT •••••. •••••• FACE OF THE WALL HINGED ACCESS HATCH AND LADDER RUNGS.SET TOP OF GRATING 9"MIN AFTER VAULT CONSTRUCTION IS COMPLETE,ALL DESIGN CONCRETE AND oil PIPE 15"SQ BLOCK ••� •••• ABOVE THE HIGHEST ADJACENT FINISHED GRADE.SEE A/S5 FOR GRATING GROUT STRENGTHS HAVE BEEN ACHIEVED,AND ALL COVER HAS BEEN PLACED G TYP WALL REINF ••• ••• ASSEMBLY INFORMATION. OVER THE VAULT WITHIN THE LIMITS SPECIFIED ON THIS DRAWING."BOBCAT" J WALL REINF ON HATCHED AREA REPRESENTS 24"WIDE x 12-1/2"THICK CAST IN PLACE OR OTHER LIGHT EQUIPMENT SHALL BE USED FOR PLACEMENT OF MATERIALS ON INSIDE FACE 11. BACKFILLED FACE AT CONCRETE BEAM.SEE 1155. OVER THE VAULT LID. n .em CORNERS-SEE 1152 CUT NO MORE THAN 1 zoi �e=•=mvi�a�== WALL VERT&HORZ -fj � SHEET: REINF BAR @ BLOCKOUT 12. NOTE"THICK PRECAST HOLLOW CORE PLANK,SEE DESIGN CRITERIA _ VAULT WALL NOTES ON SHEET 51 FOR PLANK LOADING REQMTS. OS/2 24 13, 12110 OPNG THRU WALL FOR ACTIVE VENTILATION DURING VAULT suiiaioy Pia.R-i..by n THRU WALL VENT PIPE DETAIL SERVICING.SEE 1/S2 FOR VENT DETAIL. S20F 5 SAFEbuilt S2 SCALE 1"=1'-0" S-24-017 C W U 8" 15 PLANKS @ 4'-0"=60'-0" 8" 8" L 60'-0" 8" z 3'-6" 56'-6" 28'-0" 4'-0" 28'-0" cai J 4 5 -c m _ S13 54 14 = 2 F24x12 54 S5 = $ {may W _____ ______ El po ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ —,�=--------- ------------ --- --- --------- ------------ = y IBOV-451.20 z LL ♦•�� g 13 - 3 TYP @ CELL cc, 7 2 PERIMETER H o r 5" THICK CONCRETE c W SLAB ON GRADE TYP a 14 @ ALL CELLS /+ c 12 1/2" THICK HOLLOW _ 5 CELL 2 I 9 W N N CORE PLANK LID. TOP s4 IBov=45o.7o IBOV=4! 10 i n c o OF LID EL= 459.24 - 91 t2 0'-0" 5 8 9 V--T IS4 I6I5436x12 0❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ° ❑ ❑ ❑ ❑ ❑ ❑ _ --------------------- --- ----------- -------------- = 9 ------- ------- ------- ------- ------- ------- ------- -- ------- ------- ------- ------- ------- ------- ------ v_______ _______ _______ _______ ____8_ _______ _______ __ ___ _______ _______ _______ _______ _______ _______ _______ Y ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ m -' ----------------------- 54 g -------------v ----------- g�N 69 S4 I i a D ��a ITOV=458.20 I 1 I Q �Tux a TYP THR 1 0 IBOV-450.70 CELL 1 IBOV=450.70 r, o 5 _ OUGH 51 54 12 OUT VAULT, 10 2 � ..... ....... ....... F30x12 `� j❑ ❑ ❑ ❑ ❑ ❑ j 7o r------ -----� �- p�NE1.J.Kps p OF yi 11 i i Imo+ L ------- - .~ _ 13 ' R D GR ; ----------- VL----- 1BPERIMETER ----1 -------------- 6- ----- 8 1 TYP @CELL �EJ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ i i T+--<'r— s l L ENO G�1 _____ _______ _ _ ANAL • • _ 15 -.. ................... 55 q � F24x12 °0 S4 A 2 4 5 S4 5 z O 50'-0" 10'-0" 12'-0" Z J a VAULT - B LID PLAN VAULT - B FOUNDATION PLAN S m 3 SCALE 3/16" = 1'-0" 0' 4' SCALE 3/16" = 1'-O" 0' 4' Lu > 0 0 PLAN KEYNOTES LEGEND = P: 1. 5"THICK CONCRETE SLAB ON GRADE REINF WITH#4@18"o/c EA WAY, IBOV INSIDE BOTTOM OF VAULT(TOP OF GRADE SLAB) W PLACE ALL REINF AT MID-DEPTH OF THE SLAB.CAST GRADE SLAB IN A ITOV INSIDE TOP OF VAULT I BOTTOM OF LID-TOP OF WALLI SINGLE POUR,SEE 2/51 FOR REINFORCING PLACEMENT DETAIL, uj 2. CAST IN PLACE CONCRETE WALLS TYPICAL AT THE INTERIOR&PERIMETER CIP CONCRETE WALL. 0 0 OF THE VAULT.SEE WALL SECTIONS FOR REINFORCING AND DIMENSIONS. ———— PROVIDE ADDED REINF AT PIPE PENETRATIONS AS SHOWN IN 3/51,PROVIDE CONCRETE SPREAD FOOTING REINF @ ALL WALL CORNERS AS SHOWN IN 5/S5. ———— Lu 3. THICKENED SLAB FOOTINGS TO BE CAST WITH THE GRADE SLAB.SEE F24x12 24"WIDE x 12"THICK FTG SEE 4&5/64 Z WALL SECTIONS FOR SIZE&REINF UNO. F3Ox12 30"WIDE x 12"THICK FTG SEE 4/51 U Q 4. 4'-0"WIDE OPENING WITHIN THE INTERIOR WALL.SEE B/54 FOR WALL F36x12 36"WIDE x 12"THICK FTG SEE 6/54 J 3 REINFORCING @ THE OPENING. z` ♦ CC (� 5, PIPE INLET OR OUTLET TO VAULT.SEE CIVIL DWGS FOR PIPE DIAMETER, GRATING SPAN DIRECTION JL Z LOCATION&INVERT ELEVATION.SEE 3/S1 FOR WALL REINF @ PENETRATION.ADDITIONAL REINF IS NOT REQUIRED FOR PIPES LESS THAN DIRECTION OF DOWNWARD SLOPE O Ir 8110 PROVIDED THEY ARE PLACED BETWEEN THE TYPICAL WALL Q REINFORCING. LL 6, W THICK KNEE-WALL.REINF w/#5@12"o/c HORZ.AND VERT.PLACED AT THE N G CENTER OF THE WALL.PROVIDE 045 HORZ AT THE TOP OF THE WALL& H (2145 VERT AT THE FREE ENDS OF THE WALL.EXTEND VERT BARS 10"INTO yy V #5 IN EACH 3'-0' #5 IN EACH Ol PLANK JOINT THE 12-1/2"THICK LID CLOSURE POUR.SEE 4151 FOR FTG INFORMATION. DIMENSIONS ELEVATIONS 7. 24"DIAMETER OPENING THRU LID TO ACCEPT RISERS,LADDER,RING AND VOID I3( C I1)#5 x 2'-3"C VOID(2) 9,_0„ THE CONTRACTOR AND HI5 SUBCONTRACTOR SHALL BE RESPONSIBLE FOR TOTAL TOTAL C III#5 x 1'-4"3'-0" LOCKING MANHOLE COVER PER CIVIL DRAWINGS.SEE VS3 FOR LID REINF @ VERIFYING ALL DIMENSIONS AND ELEVATIONS SHOWN ON THESE DRAWINGS OPNG. WITH THE CURRENT PERMITTED SET OF CIVIL DRAWINGS,AND SHALL 8. POUR SLOTS IN THE TOP OF THE PLANK.MANUFACTURER TO PROVIDE A N NOTIFY BOTH THE CIVIL&STRUCTURAL ENGINEERS IN WRITING OF ALL Z MINIMUM OF 2 SLOTS @ EACH END OF EACH PLANK.PLANK DISCREPANCIES BETWEEN THE CIVIL DWGS AND THESE DWGS PRIOR TO Q ' ' ' TITITh MANUFACTURER MAY REQUIRE GROUTING OF ADDITIONAL CELLS BEYOND J CONSTRUCTION, THE MINIMUM SHOWN,THE GENERAL CONTRACTOR SHALL INCLUDE d GROUTING OF THESE ADDED CELLS IN HIS BID,SEE WALL SECTIONS FOR Z REINF. m O J 9. PROVIDE BLOCKOUTS IN THE EDGE CELL OF THE PLANK PARALLEL TO THE PERIMETER VAULT WALLS,LOCATE BLOCKOUTS APPROXIMATELY AS J Q SHOWN ON THIS PLAN.SEE WALL SECTIONS AND DETAILS FOR Z G REINFORCING AT BLOCKOUT, CONSTRUCTION LOADS > o ou 10. 5'-O"%1O'-O"OPENING TO RECEIVE OPEN METAL BAR GRATING w/INTEGRAL THE VAULT LID HAS BEEN DESIGNED TO CARRY THE"DESIGN LOADS"ONLY HINGED ACCESS HATCH AND LADDER RUNGS SET TOP OF GRATING 9"MIN AFTER VAULT CONSTRUCTION 15 COMPLETED,ALL DESIGN CONCRETE AND --� i-- --�rT- -T�- �-�- --�rT- -T�-- -� �-- --Y-r- --r*- -*�-- -�-*- -Y-r- --r*- -*�-- -�-*-- ABOVE THE HIGHEST ADJACENT FINISHED GRADE.SEE A/SS FOR GRATING GROUT STRENGTHS HAVE BEEN ACHIEVED,AN ALL COVER HAS BEEN PLACED `ts ASSEMBLY INFORMATION. OVER THE VAULT WITHIN THE LIMITS SPECIFIED ON THIS DRAWING."BOBCAT" p 71 11. HATCHED AREA REPRESENTS 24"WIDE x 12-1/2"THICK CAST IN PLACE OR OTHER LIGHT EQUIPMENT SHALL BE USED FOR PLACEMENT OF MATERIALS J ,ill61" OVER THE VAULT LID.ALTERNATIVELY,ALLOWABLE UNIFORM LOADS ON THE 1'-6" 6° #5 IN EACH 2 2 #5 IN EACH VOID CONCRETE BEAM.SEE 11/S5. BARE SLAB CAN BE OBTAINED FROM THE PLANK MFGR. 2'-0„ VOID(7) 5'-3" p_1n (6)TOTAL I,_0"r!�2 12. 12-1/2"THICK PRECAST HOLLOW CORE PLANK,SEE DESIGN CRITERIA zm n^ :ma mv„•••• TOTAL 1'-O"� NOTES ON SHEET S1 FOR PLANK LOADING REQMTS. •1j SHEET: 13. 1211 .00 OPNG THRU LID FOR ACTIVE VENTILATION DURING VAULT SERVICING. OS/2 24 SEE 2/63 FOR LID REINF @ OPNG. 14. 6"THICK CURB.SEE 7/S4 FOR REINF.DETAILS. s.ilaloy ai•o R•w.by13 3%LID REINF @ MANHOLE n LID REINF @ 12110 VENT 15. ADD(2)-#6x15'-0"@ 3"o/c WITHIN THE WALL ON THE INSIDE FACE&AT SAFEbuilt OF 5 S3 SCALE NTS �3/ NTS THE TOP OF THE WALL.PLACE BAR AS SHOWN ON THE PLAN. S-24-017 C W WALL GENERAL KEYNOTES 103 103 103 101. PLANK TO BEAR 3"MINIMUM ONTO THE TOP OF THE CONCRETE WALL. 2 SEE PLANK MANUFACTURER'S DRAWINGS FOR FINAL BEARING LENGTH. c_aj III= � =1 I— — —II III=III=III— INSTALL BEARING PAD AS DETAILED ON THE PRECAST PLANK O _ =III=III- - - -III=III=11 g m =III=III= -II�III=11 =III=III= -III= PLACEMENT DRAWINGS. II I-III=III- 104 211 1=III=III=III- 102 211 =III=III-I 0 102 212 1 1=III=11 OS 102 N III=III= -III=III-III=11 -IIL-III=1 _ - =III-III= 102• 12-1/211 THICK PRECAST HOLLOW CORE PLANK. N ....................... ... :. �,N I ' � ' I 't' 0 103. FINISHED GRADE OVER THE LID.ELEVATION VARIES.SEE DESIGN "' � 6 CRITERIA ON SHEET S1 FOR APPROXIMATE SOIL DEPTHS OVER THE VAULT LID IN ADDITION TO THE CIVIL DWGS FOR FINAL GRADE o = ELEVATIONS. c i i i i 101 06 20 101 ¢ v I I I I 104. 41'®PERFORATED PVC FOOTING DRAIN SET IE 6"MAX ABOVE THE TOP I I I I OF THE FOOTING.SET INTO 1611 SQUARE GRAVEL BED d WRAP IN w LL ~ i i i i 216 206 207 FILTER FABRIC.ROUTE DRAIN TO DISCHARGE POINT AS SHOWN ON THE c ry CIVIL DWGS. _ 105. PREENGINEERED DRAINAGE MATT TO EXTEND OVER THE HEIGHT OF o I 1 I 1 �f...... THE WALL AS SHOWN.SEE GEOTECHNICAL REPORT FOR MATERIAL a e Cr------ 211 II N N + 1/4 SPECIFICATIONS. o 0 CLR�'0'� 2°�1/4'� 4n�1/4'� N 217 218 i I CLR 0 106, 4"PVC RIBBED WATERSTOP w/CENTER BULB AT ALL PERIMETER s 2131 3,1 1 SPACES @ 6"o/c219 105 WALLS OF THE VAULT,INSTALL AT THE CENTER OF THE WALL,IN o 0 0 ACCORDANCE WITH THE MANUFACTURERS REQUIREMENTS, 61-01) 105 20 00 107. SEE FOUNDATION PLAN FOR GRADE SLAB REINFORCING, d I I I I 02 10& 6"THICK CURB AS OCCURS,SEE 7/S4 FOR REINF.DETAILS. $ I I = c c 24 214 04 04 WALL REINFORCING KEYNOTES 3 � o� � 200. 8"THICK CONCRETE WALL REINF w/#5@12"o/c HORZ d VERT. i i i 216 PLACE VERT REINF @ THE CENTER OF THE WALL.PROVIDE 12145 i i i ii o o CONT HORZ BARS @ THE TOP OF THE WALL.EXTEND BARS 1011 G y- �i 1 203 Q03 - 03 - 203 1203 INTO LID CLOSURE POUR WHERE POSSIBLE. �� p a \-- 104 104 201. 81 THICK CONCRETE WALL REINF w/#5@12"o/c HORZ d#5@14"o/c v i + VERT.PLACE VERT REINF NEAR THE INSIDE FACE OF THE WALL. 0 s" i i i _ 106 106 PROVIDE I2145 CONT HORZ BARS @ THE TOP OF THE WALL. Q Tu a 20 = 107 = 107 = 107 EXTEND BARS 1011 INTO LID CLOSURE POUR WHERE POSSIBLE. ------J--L--------- -1-�--- — I 202 10°THICK CONCRETE WALL REINF w/85@12"o/c HORZ d#7@10"o/c 0�' VERT.PLACE VERT REINF NEAR THE INSIDE FACE OF THE WALL. � PROVIDE 121-#5 CONT HORZ BARS @ THE TOP OF THE WALL. 0��Q -LU,Kp EXTEND BARS 10"INTO LID CLOSURE POUR WHERE POSSIBLE. n" L0� 1111 08 p_yi 09 O of Ni 203. #5 FOOTING TO WALL DOWELS TO MATCH WALL VERTICAL Atie c 2i-8" 2'41 31.611 REINFORCING SPACING,PROVIDE STD HOOK @ END OF BAR CAST INTO FOOTING.DOWELS SHALL BE EMBEDDED A MINIMUM OF 9" v ¢ INTO 12"THICK FTG.d SHALL EXTEND INTO THE WALL 2811 MIN. SEE 4/S4 FOR DOWEL PLACEMENT REQUIREMENTS. Fs°tpRq"ENo`G�2 204. #4@15"o/c WALL TO FOOTING DOWELS.EXTEND 4811 INTO THE WALL SXONAL 0� VAULT - A VAULT - A VAULT - A VAULT - A AND 9"INTO THE 12"THICK FOOTING.PROVIDE STD HOOK AT END OPNG IN CELL DIVIDER WALL TYP WALL SECTION n TYP WALL SECTION n TYP WALL SECTION OF BAR EMBEDED WITHIN FTG.PROVIDE(3)-#4 CONT HORZ.BARS � g4 � ` g ` g AS SHOWN.SET DOWELS 1-1/2"CLR FROM THE BACKFILLED FACE 54 SCALE 1/2"61'-0" SCALE 1/2"=1'-0" �4J SCALE 1/2"=1'-0" �4J SCALE 1/2"=1'-0" OF THE WALL. Z 205. #5x4'-O"PLACED SUCH THAT EACH 48"WIDE PLANK RECEIVES 121 O BARS.LOCATE BARS IN VOIDS WITH POUR SLOTS AS SHOWN ON THE PRECAST PLANK PLACEMENT DWGS.PROVIDE ADDITIONAL BARS Z @ EACH PLANK IF REDO AND SHOWN ON THE PRECAST PLANK SHOP DWGS. 206, LID d WALL TO CLOSURE POUR REINF @ VOID END FILL.SEE �/I� ?� 1 d 3/65. V� Q 207. LID d WALL TO CLOSURE POUR REINF.@ VOID BLOCKOUT.SEE W > 2 d 4/55. 208, REINF FTG w/131-#5 LONG d#5015"o/c TRANSVERSE BOT, Z 209. REINF FTG w/(345 LONG d#5@12"o/c TRANSVERSE BOT 0 _0 210. REINF FTG w/(2)-#5 LONG d#4@14"o/c TRANSVERSE BOT. 211. (31-0 CONT IN CLOSURE POUR,LAP 48"AT ALL SPLICE LOCATIONS z1c� W 108 108 212. (2)-#5 CONT IN CLOSURE POUR.LAP 3611 AT ALL SPLICE LOCATIONS. 213. (21-#5x4'-O"DIAG.BARS EA CORNER PLACED @ THE CENTER OF THE Lu 103 103 103 109 WALL I I I I _ "214. PROVIDE(21-#5@6o/c VERT EA JAMB OF OPENING � IIIIIII II' II 111—II III=11' III=III=III= 215. (21-05 CONT AT TOP OF WALL. W -Ilk 102 11 k fl0 212 r=111i 102 211 .-r= 102 =III=III OS 102 � 09 211 =11 III—III II II' ',I II=11 III III III 216. TYP HORZ REINF.IN CELL DIVIDER WALL. _ = 217. #4@6'o/c VERT w/180 DEG HOOK d BOT. Z- _ 218, (2147 @ 2"o/c.EXTEND 30"MIN PAST EA JAMB. ...� O FENCE.SEE CIVIL 219. ADD(4)-#5x1O'-O"TOP.CENTER ON OPNG.EQUALLY SPACED ACROSS J C7 FOR GENERAL INFO. 216 I I I i 215 101 06 20 101 FTG WIDTH. Q J ANCHORAGE TO _� CURB BY FENCE SOIL i i ` i i 20 220. ADD(4)-#6x15'-O"TOP,CENTER ON OPNG.EQUALLY SPACED ACROSS O Q SUPPLIER FILL ...... 206 FTG WIDTH. ......�. .t .I .}...... 217 218 i`.`i 211 /-p111 211 r'p111 4"(-1/4") U) O 6"THICK CURB _III_ .^_X i '" �^. CLR.1-1/4" CLR.\•1/4"/ WITH 84@16" o/c VERT d III; 213 i i i 6° 6 @ 6"o/c 31#4 HORZ AS ¢ I I I 201 201 SHOWN. 41-0n o � 216 2"CLR •1/411-011 I I 1 1 y 214 O 203 203 203 — N w p J 214 104 104 yu F 106 N W FIN GRADEN 219 107 n U 107 N U V 107 N u 107 Q SEE CIVIL 1 210 21p p9 =11=L a.w... . illl�II � o z'-o11 2�-p11 3'-011 ,",��e SHEET: VAULT - B VAULT - B VAULT - B VAULT - B psrz R Building Plan Review by ,III CURB DETAIL WALL REINF AT OPENING TYP WALL SECT 5 TYP WALL SECT TYP WALL SECT SAFEbuilt 40F 5 S4 SCALE P'=P-O" \,L4J SCALE 1/2114-011 S4 SCALE 1/2114-0" S4 SCALE 1/211 1'-011 S4 SCALE 1/2114-0" S-24-017 C W c a � 'o = U O H 4'-0"WIDE PLANK 4'-0"WIDE PLANK v 6 V -c m a l 12" II i l i ii 12°#5@12"oc HORZ d VERT ON i i w BACK FACE OF WALL. 'I " 116° II II O0 W #4 X �14" W6 U DOWELS TO FOOTINGS ARE 'I ' ' ' I ' ' " SET @CENTER I ' ' ' I II #4 x II " ii SET @ CENTER = NOT REQUIRED AT THESE II II OF VOID HOLLOW CORE II HOLLOW CORE = y VERT BARS 'I " PLANK II OF VOID II II II PLANK II li l ii p_pll p_pll ii II d V p_pll p_pn REINF TYP N III ii ------------ `OF @ CENTER ii li li ili #5 @CENTER OF 00 PTO MATCH HORZ WALL ............ ii li lil il ---------- ----- ------- -- `VOID H LL ~ #5 x24"x24"CORNER BARS __ _______ ___ _ II __________ ____ _______ ___ C_ I yI II II `O CELL BLOCKOUT ii li li ili aD CELL BLOCKOUT ____________ oo "'� O O O J _ II = O O� �3zmQm -----------------PLAN VIEW PLAN VIEW PER METER WALL PLAN VIEW PLAN VIEWMETER WALL ALL HOOK - PERIMETER WALL Yu, �24" 36" WALL VERT REINF 36" 36" WALL VERT REINF30" d x #5 x #5x 15"C 40° 36 EXTENDING INTO #qx 14°[_ #4x 14"C EXTENDING INTO $ KNEE-WALL TO MATCH HORZ. CLOSURE TO WALL ox 15"C CLOSURE 96° CLOSURE TO WALL CLOSURE `m - #5 x 24" LID TO CLOSURE TO WALL C DOWELS @ 030 WALL TO CL05URCWELS 12" c DOWELS @ 30"o/c. 1211 DOWELS @ 28"o/c. #5 x 24° LID CLOSURE DOWELS @ EA DOWELS @ 28"o/c. PLANK. #4 x 116"SET @ @ EA PLANK. #4 x=14" SET W CENTER OF VOID @ ENTER OF VOID W I y ___________i I I , y� -- • ---- --- - ----•-------- - -- ---- - --- - --- -------- c ■ . ■., ■ ■ _.,■ ■� page ' 24"1— - ■ ■ ■ ■- q 30" #5 X - rr TO MATCH HORZ. cl i i i ■ -i i i- Q ALT.HOOK i i ■ ■ ■ ■ #5@12"o/c HORZ d VERT ON BACK • • • i i ii FACE OF WALL,DOWELS TO FOOTINGS ARE NOT REQUIRED AT - ■ • - ■ ■ THESE VERT BARS ■ ■ ---i ■ i i .:i VAULT WALL VAULT WALL VAULT WALL VAULT WALL MATCH HORZ CORNER BRS REINF TOP ELEVATION VIEW ELEVATION VIEW ELEVATION VIEW ELEVATION VIEW ``ass/OHAEE�G�? LID & WALL TO CLOSURE DOWELS LID & WALL TO CLOSURE DOWELS LID & WALL TO CLOSURE DOWELS LID & WALL TO CLOSURE DOWELS TYP WALL CORNER REINF. AT PLANK VOID END FILL - 1011 WALL � AT VOID BLOCKOUTS - 1011 WALL n AT PLANK VOID END FILL 8" WALL r4 ATVDID BLOCKOUTS - 8" WALL z 55 SS SCALE 3/4"=1'-O" SS SCALE 3/4"=l'-O" SS SCALE 3/4114-011 E O V3 z__ 3/81'00'TITEN SS J a �" 22 31n SCREW ANCHOR � 3 —� �0- LEDGER ANGLE 1-1/4"DEEP STEEL BAR GRATING HS5 3x3x1/8 a 2x2x3/16 UJ > 7 ❑ ❑ ❑ ' ❑ 12 ❑ CONC CURB OR WALL t/1'6 SS ----- --- HSS T d B ' --------------------- El'I P: 3x3x1/8 3/16 I O 6 2 0 B I Z ANGLE - - _ ""� WIN '8 ¢ EA SIDE GRIND 8QS5 7SMOOTH TYP S5 3/8"0x3"TITEN 1/8 2 SS SCREW ANCHOR SADDLE SEAT ANGLE 2x2-1/2x3/16 W -- - = Z -- - -- - -- , -- ---11 -- ------- --- ----------- LEDGER ANGLE DETAILS n .I a HSS SEAT DETAIL n HSS FRAME CONN DETAIL W z C7 S5 SS SCALE 3114 0" SS SCALE 3'61'-0" SS SCALE 3"=1'-0" J O 8 611 Q 4'-0"�/- 3'-0"*/- 3'-0"'/- 611 GRATE SEC GRATE SEC GRATE SEC L II� GRATIN O STEEL GRATING LL 10,011 GRATED OPNG KEYNOTES 8 ME ME m GALVANIZED 2x2x3/16 ME V 8 1, 6"THICK CURB TYP @ THE PERIMETER OF = _ = ANGLE w/SIMPSON THE OPENING UNO.REINF w/#4@12"o/c HORZ 3/8"0x3"TITEN-HD SS FIN GRADE FIN GRADE FIN GRADE FIN GRADE 7 12 d VERT.PROVIDE PLACE CORNER BARS AT — _ _ _ SCREW ANCHOR @ 16"a/c. — 55 ALL HORZ REINF PLACE REINF AT THE 6"THICK =_III—I' 1=I;I_ PLACE 16T ANCHOR NO III 1' - ---------------------- ----- ----------- CENTER OF THE CURB, III CURB TYP II MORE THAN 4"FROM END _ — 6 THICK CURB I' 2. GALVANIZED STEEL ANGLE SEAT 2x2-3/16.COPE 'I= SEE A/65 -I' TYP SEE A/65 I- OF ANGLE.SEE 6/S5. III 6 2 HORZ LEG AT LADDER,SEE 6/55 FOR #4 TIES @ 5"o/c. FOR REINF. FOR REINF. ANCHORAGE TO CURB. PLACE FIRST TIE NO a 7 MORE THAN 2-1/2" o- 3. HSS 3x3x1/8 REMOVABLE STEEL FRAME @ 6"THICK CURB TYP co) SS FROM SUPPORT. SEE A/S5 FOR REINF. J _ 10 PERIMETER OF HINGED GRATE SECTION a _9 4. PROVIDE 36"x36".HINGED SECTION OF HC PLANK HC PLANK F SS 1= SS GRATING @ ACCESS LADDER. LID LID WG 5 co 5. GALVANIZED STEEL GRATING W-19-4 w/ 1-1/4116/16"ERG BARS. w EXTEND CURB EXTEND CURB VERT. 2 6. HATCHED AREA REPRESENTS EXTENT OF 24'I VERT,REINF 12-1/2° REINF 12.1/2"INTO ---- WIDE SLAB BM.SEE 11/95 FOR REINFORCING. o INTO LID CLOSURE LID CLOSURE POUR = POUR 7. KNEEWALL OR CELL DIVIDER WALL BELOW. ... g 71 8. HC PLANK LID ADJACENT TO THE GRATED A a - SS OPENING. STD (5146 TOP VAULT VAULT KNEEWALL 6" 4"0" 9, VAULT PERIMETER WALL. HOOK d BOT PERIMETER PERIMETER OR CELL GRATE SEC GRATE SEC GRATE SEC 21_pll - WALL WALL - - DIVIDER �p/R"°°'b'"//°"`"" SHEET: 10'-O" a° a ao WALL 0Y_ 05/2 Building Plan Review by n GRATING & CURB @ RAISED 51x10' OPNG CURB & SLAB BM o CURB @ OPNG „ CURB @ OPNG ,2 CURB @ OPNG SAFEbuilt S50F 5 SS SCALE 3/8"=1"011 S5 SCALE 1"61"0" SS \ / \ / SCALE 1"=1'-0" S5 SCALE 1"=1'-0" S5 SCALE 1"=1'-O" S-24-017 SE 1/4, SW 1/4, SEC. 24, TWN 31N, RGE, W.M., CITY OF ARLINGTON, SNOHOMISH COUNTY, WASHINGTON S T' qB twsy78pa� P�F Ra0lSIb4b9 �� sslONAL FOUND REBAR W/C•AR ILLEGIBLE V 1A� a l'(SJ&a)'(Q OFCORNFR \ \ \ \ \ \ � � FOUND REBARW/G4PILLEGIBlEa3'(SJ .L� FENCECODUOF ORNERFCORNER \ \ \ �`��"/--__ 81.3'(WJ OFCORNEF 31052400300800 \ — �CONNEcoeNeRisar/arr of 1 A V cWAIN LINK EEN \ / / /I I-_�-I IrwINu�IK N / CORNER ENGINEER'S STAMP a2.6 w w� V l� \\ �� \ \V s 1 \ I \ I \ FEDI,'CEDWETLANOBUFFEN w w w `y-� UJ I \ \ \\ \ �% r wwwwwwv �Wv0vvvvvvivvvvvvvvv I s�� v ` V w \ V A V A A V V A A \ '` vlwo \ vvvv` vvvvl�v��ov v 1II `N,v,vpvp �V A v v v v II --456 w�nnNDe PEER V II ISHeD� o U L o �- �_�1 �\ \\ 50'DISPERSION TRENCH \' 0 40' 80' / 61LF12'3D@0.59% 0 ". � — — OPEN aPACPERKFILTER ICAPA W/SOL"UD2 TRACT995 N=423128.80,E=l:I,"08 v '� A CB-10,TYPE 1 A \ V A A V A V A LEGEND W/SOLID LID w I vv v v v v W/50'LEVEL SPREADER w o w \ VAA \� V A STORM PIPE �w A N=423165.96,E=1328815.66 w w 5� I V A A \ V A - - s 1 - B 53LF12"SD@3.21% - A T SEWER PIPE 10'LANDSCAPE BUFFER w \ III VAULT B � FALL PROTECTION F`E�NP�ING WETLnN �\ I \ \\ \ \ \ WATER PIPE 36 1 35 1 3,1�3311132 t iac°PeoErEispece vA v w v/ w CB-9A,TYPE 1 ��1 I 6 LF 12"SD @ 0.00%� \ �w V A V A RETAINING WALL 1 WHEEL STOP,TYP I TRACT 996 w \ �CF SPLIT RAIL FENCE STA 50+42.82,10.22'LT YD-9 \ I 1 \ I STREETLIGHT+ III I I � -- A- VAULT OUTLET-2 INSTALL LANDSCAPING HEDGE OR -- -I 10'PUE-t�t \ STA51+18.32,26.96LT BLOCK WALL ALONG BACK OF -- �, \ \ 1 1 \ "NO-PARKING FIRE LANE'SIGN I I A SIDEWALK ALONG LOT 36 5'SIDEWALK - A\ VA V V A ,. ., ✓ I A ('. -r1- 1 - C _ ww wI \ TEDRIVEWAY CONCEPTUAL FUTURE CONNECTION CONCRE � CB-1 0 I I I \\ 1 1 -R W/SOLIDUD / w�I I A � FULL DEPTH ASPHALT PAVEMENT (3) W N _ CONTROL STRUCTURE 'l/J/JJ�JJJ/J� C Z o `� � / R55.50' /�� I,STA 51+12.26,26.96 LT--- 1 %lllil%l11 cm yp 7 GRIND AND OVERLAY C 109 LF 12"SD @ 193% \ R44.50, ACCESS&UTIL IES I 1 126 LF 12"SO @ 2,94% B 1 1 11 w w w �� 1 31052400300800 PVMT / TRACT994 I % 15 z�w w/ ' O SEE STORM ALIGNMENTA PROFILE ON 1 I 1'D-9 A '� /'� SHEET c 28 127 126 1 � w � 7 1 I 1, 11, iBSBL l A w /w o 1 I 25'x25'SIGHT DISTANCE 1 I� 31 1301 29 ' \ B SEE STORM ALIGNMENT B PROFILE ON _o E TRWNGLE,NP - 1..__. 1 10' 10AINAGEESMT 1 \ ° w O a STORM DR 1 I 11 - LI'I,1 V A \ _.� .� '� SHEET _0 m �a may. A _ w w� O SSEE STORM HEET RD-05 ALIGNMENT C PROFILE ON 1 I STEMPORARY GRADING ESMT DR/*VI EA NOTES YARD DRAIN TABLE I -- _as0- _ 1. STREET LIGHTING TO BE LEOTEK GCM SERIES LED \� COBRAHEAD.1254 INDUSTRIES'HUNTINGTON SERIES" TYPE 1 1 ® w 1� STA 34+6L48,1022'LT 5'SIDEWALK F \ w TAPERED DECORATIVE POLES, 1 LOT;YD# DEPTH(FT) RIM(FT) IE(FT) PIPE SIZES(IN) DOWNSTREAM(LF) DOWNSTREAM IE(FT) DOWNSTREAM SLOPE I ,�1 2. NO PARKING SIGNAGE IS TO BE INSTALLED ALONG ALL 6 CB-12,TYPE1 ', YD-6 1 - \ NGPA SPLIT RAILFENCING I PRIVATE DRIVE AISLES AND PUBLIC ROW.PARKING IS TO 44 1 300 fists 45sW 6 13 451.00 57.69% 1 72 LF 12'SD @ 0.62% e 1 STA 33-8701,10.22 LT YD-5 10'PILE \ AND SIGNAGE w w BE WITHIN DESIGNATED PARKING SPACES OR DRIVEWAYS a 1 23 111 24 125 \ „I w w w w ONLY ROAD A NO PARKING SIGNAGE MAY BE REMOVED f�- 2 sa0 4ass nszso s ss 46as0 4aux Q L18 20 77 1 A UPON FULL ROW BUILDOUT OF ROAD A sE O L, 1 7 1 211 22A 1, 1• 1 19x9'GUEST PARKING I w w 3 OVERHEAD UTILITIES ALONG 172ND ARE TO BE Vj 3 000 482.5 0.50 6 B2 456.00 427% I Q I ,w _ p 1 1 - I� / 5'MAINTENANCE ESMT,NP 4 300 45B 4%.00 8 15 451.50 N7.00% A/ ACTIVE OPEN SPACE STALLS,TYP \ 1 w I I �`W SCRUNDEENED FROM THE ROADWAY TRANSFORMERS ARE TO BE ^rWk 111 LP 1 5'PLANTER '\ - \ \ /iw SCREENED FROM THE ROADWAY BY LANDSCAPING OR �i V OTHER MEASURES. � I cBa,TYPE 1 I ® / / TRACT997� '� I � ---�" \ \ z\ w s 450 4ms 456.00 s e 4ssso 1.25% ]. I THRU-CURB INLET o 5'SIDEWALK _ / _ 1 \ \ w 6 2w 456.5 456.50 6 14 4r6.w 35rn V 10'PUE III _A PVMT \ V A\ \\ w w w w w w w w STA 12+OB,93,B.54'RT ' I I 1 _ 1 A � /1 7 660 4W 454.50 6 18 463.00 633% / ° _ z w w W l< 33 LF 12'SD@O.fi1% / �� A A x s 3.00 4585 4M.50 6 24 454.50 417% 1 e v0-3� III \ \-. \ \ J ` w 31052400300700 .14 Fi � ww vo-a lie-s,TYPE 24a° I I I � � v v� _A w w w 31052400300701 Q 43% e 3ao 45es 45sso s z4 asaso 4nN 1. I I�, �I� _III 15 14 �13 12 11 10 - A A=-\ \ �' w w W Z I so F 12°s0 @ o e7% 32 I v v v 1 e w w w I �i CB-7,TYPE 1 1 DEDICATION STA 40+36.39,9.39'LT 199 LF 12"SO @ 4 87%: ° \ C&6A,TYPE 1 \w W i A STA 11+50,922'RT 20 :• 10'PUE I - - I,I, - 'A I \I IIISTA 31+43.37.10.22'LT w w w w w w PVMT 5'SIDEWALK I 11\ T Q I OA 27LF12'SD@3.33% - 1 V ACCESS ES ®VTOp R _ - VAULT INLE.2 HEREE -' TRACT 998 a- STA40+639,17.5aR w w �� A W z { { �-- - - a w w 0 1 W I VAULT INLET-1 1 e =_1PPUE_� F- III W F N=422711.32,E=1328706.69 STORM DEfENnoNl VAULT OUTLET-1 \ \W ,�W ,�W ,� a /4 I OPEN T� CROSSWALK AND STOPSD @ 15.9l% �8 ATRAC T A ACE 6 LF 12^S 1.11,E=1328722.87 I I YD-2 1 I '�1 1 Ia N-42271 22 LF 12' f , / TRACT 999 1 1 I 1 2 13 14 15 I g 17 III III � a 1 w ` x x CROSSWALK AND STOP BAR w 1 8 9 \ STRIPING PER WSDOT STD (/� DETAIL M-15.10-02 wlaE EEN E EXCB-1,TYPE 1-EXISTING I STRIPING PER WSDOSTD R 1' _ D @ 0.00% A A \ �1 '• �� _ --_ - __ \ \ 291 LF 12 SD - / _� m DE AL _ __ _ I�'L-1 STA69+1653,25.32'LT / DETAIL M-15.1002 + --- - - PLAN <2B42e_ - �av H�440r_1 13LF12'SD@1.15% r I I • �I-WALK Q O so _ J ,qo� 464 \� DTC - 4 10.6'RNVbEDICATION \ \w w w a v --- -- �� i 1 ECNC.CURB r _ / I TEL i1 G' I I - �J 0 0 ss+o0 I 72w ST NE/S/SCO Hems R ---- ® � � a� � ___ ,�, — . . — 6 ao _ — I. . . — / �4s6— a w — --- - - -- t1+00- -- _ _ _ / _Ts. __ _ - / /a m rl E 0 — — a LL p — — — ' \ l .. p 73I as 74 D0 7s+00 /—T a od �s \ - i_ IREEENCL ... .. ..... -. LONG CURBS \ i B-4,TYPE CB-3 TYPE aM W/S TYPE1 XW � � A72+01.45,18.91'LT GRIND AND OVERLAY W ' PM - \ GPM W/SOLID LID W/SOLIDLID SAWCUT LINE,TYP STA 69+16.71,12.00'LT -- —--__ - - 0.50% - N 422705,11,E 1328722.79 476-438-- _--- _ / —22 LF 12'SD@ ___________. ^�-aa2 ___-- C&2,TYPE248"0 10 LF 12'SD@1.00% A W/SOLID LID O STA 72+07.67,12.2 DRAWN 8Y: REEf 6'LT PERKFILTER-1,TYPE 2 60"0 i 31052500200100 W/SOLID LID PROJECT FILE No.PWD 3608 CHECKED BY: TPA w s CITY OF ARLINGTON DATE: 12-8-23 CONSTRUCTION DRAWING REVIEW APPROVAL JURISDICTION: CItt OFAAUNGTON 8 , THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS JOB NUMBER: 23-0014 SURVEY DISCLAIMER UTILITY NOTE ON THE TTLE SHEET, eYi RD-01 THE TOPOGRAPHIC SURVEY WAS PERFORMED BYPACIFIC COAST SURVEYS, THE CONTRACTOR SHALL VERIFY THE DEVELOPMENT SERVICES MANAGER INC,SOLID GROUND ENGINEERING ASSUMES NO LIAB/LITYAS TO THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO ACCURACYAND COMPLETENESS OF THIS DATA.ANY DISCREPANCIES FOUND ANY CONSTRUCTION.AGENCIES INVOLVED OF 26 BETWEEN WHATIS SHOWN ON THE PLANS AND WHATIS NOTED IN THE FIELD SHALL BE NOTIFIED WITHIN A REASONABLE SAFETY IS IN YOUR HANDS. DATE: THIS APPROVAL VALID FOR IB MONTHS SHOULD BE BROUGHT IMMEDIA TEL Y TO THE ATTENT/ON OF THE ENGINEER. TIME PRIOR TO THE START OF CONSTRUCTION. EVERY DIG.EVERY TIME. C W GENERAL CONSTRUCTION NOTES SPECIAL INSPECTION PLAN REINFORCING BAR FILL ECAST PLANKMFGR DIRECTED o U CODE; GENERAL MATERIAL REQUIREMENT: #4018"o/c oz VAULT STRUCTURAL DESIGN AND CONSTRUCTION SHALL CONFORM TO SPECIAL INSPECTION BY A QUALIFIED INSPECTOR IS REQUIRED IN EA WAY -c THE PROVISIONS IN THE 2021 IBC A5 ADOPTED BY THE CITY OF REINFORCING BARS: a ARLINGTON,WASHINGTON. ACCORDANCE WITH THE 2021 IBC. USE DEFORMED BARS CONFORMING TO ASTM A615,GRADE 60,EXCEPT QUALIFICATION: AS NOTED ON THE DRAWINGS. = d m .... .. O�C GENERAL DETAILS: " THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL ='� CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL BE FABRICATION AND PLACING REQUIREMENTS: .: ........ w DEMONSTRATE COMPETENCE,TO THE SATISFACTION OF THE BUILDING o SIMILAR TO DETAILS SHOWN FOR SIMILAR CONDITIONS. OFFICIAL. BENDING: BARS SHALL BE BENT COLD. BARS PARTIALLY EMBEDDED IN 0GONG DOBIE OR CHAIR W v DISCREPANCIES: REQUIRED VERIFICATION 8 INSPECTION: CONT.BACKER ROD IF REQ'D. la CONCRETE SHALL NOT BE FIELD BENT UNLESS NOTED OR SHOWN = THE CONTRACTOR SHALL NOTIFY ENGINEER UPON FINDING ANY THE SPECIAL INSPECTOR SHALL PERFORM THE VERIFICATIONS& OTHERWISE OR AUTHORIZED BY THE ENGINEER, p y aWe DISCREPANCY OR OMISSION IN THE DRAWINGS OR SPECIFICATIONS. INSPECTIONS NOTED IN THE SCHEDULE BELOW PLACING. n TYP PLANK JOINT DETAIL TYP GRADE SLAB SECTION " SHORING 6 EXCAVATION: g6'c v O0 THE CONTRACTOR SHALL BE SOLEY RESPONSIBLE FOR ALL BE SUINSPECTION & TESTING SCHEDULE DISPLACEMENTTBYHALL CONSTRUCTION ANDRLOADS OR BY PLACINGVENT OF CONCRETE. S1 SCALE 1"= 51 SCALE 1-1/2"=1'-0" W LL EXCAVATION PROCEDURES,INCLUDING LAGGING,SHORING AND p c ry PROTECTION OF ADJACENT PROPERTY,STRUCTURES,STREETS AND 2021IBC CONCRETE COVER: TYPES OF WORK FREQ. UTILITIES. SECTION MINIMUM CONCRETE COVER FOR REINF.SHALL BE AS FOLLOWS,UNLESS y S WALL BACKFILL• NOTED OTHERWISE: CAST IN PLACE CONC THE LID PLAANN KS AND PROVIDED A MINIMUM OF 5 DAYS OF REINFORCING STEEL,PLACEMENT. P 1705.3 PRIOR TO BACKFILL VAULT WALLS THE CONTRACTOR SHALL HAVE PLACED CONCRETE CAST AGAINST EARTH 3" GUT NO MORE THAN 1 ADD ONE VERT FULL N N N N CURE ON THE PLANK VOID FILL. CONCRETE CAST AGAINST FORMS AND WALL VERT REINF BAR HEIGHT REINF BAR EACH F SEE CIVIL DWGS ADD ONE VERT FULL c INSTALLATION&FASTENING OF PRECAST PANELS P 1705.5 EXPOSED TO EARTH 2" PIPE LOCATION HEIGHT REINF BAR @ BLOCKOUT SIDE OF BLOCKOUT. n c 0 BACKFILL SOIL: AND INVERT EACH SIDE OF SEE THE GEOTECHNICAL REPORT FOR WALL BACKFILL MATERIAL PLACEMENT OF CONCRETE C 1705.3 WET SETTINGS: REQUIREMENTS AND PLACEMENT AND COMPACTION REQUIREMENTS, REINFORCEMENT ANCHOR BOLTS,OR ANY EMBEDDED ITEM WITHIN THE ELEVATION 31i BLOCKOUT. ADD#5x4'-0"NEAR ALL COMPACTION OCCURING WITHIN 5'OF THE WALL SHALL BE VERIFYING USE OF REQUIRED DESIGN MIX p 1705,3 CONCRETE,MAY NOT BE SET INTO THE CONCRETE AFTER IT HAS BEEN 3u INSIDE FACE OF WALL U - COMPLETED USING HAND OPERATED MACHINERY. POURED WITHIN THE FORMS. MAX MAX ABOVE BLOCKOUT `� TESTING OF THE CONCRETE FOR SPECIFIED C 1705.5 TYP 5 STRENGTH,AIR CONTENT AND SLUMP SEE CIVIL DWGS FOR i LAP SPLICES: SOILS LAP ALL BARS 24"MIN UNLESS SHOWN OTHERWISE ON THESE DRAWINGS. PIPE DIA.LOCATION = m o DESIGN CRITERIA VERIFICATION OF SOIL-BEARING CAPACITY: SUBMITTALS: AND INVERT ELEV. w PROVIDE REINFORCING BAR FABRICATION AND PLACEMENT SHOP 3 o VERTICAL LOADS ON VAULT LID: INSTALLATION OF DRAINAGE SYSTEM: P 1705.E DRAWINGS TO THE ENGINEER FOR REVIEW PRIOR TO NON SHRINK A 2ADD#5x48" a GROUT VOID i UNIFORM LIVE LOAD: =150PSF PLACEMENT&COMPACTION OF WALL BACKFILL: P 1705.E CONSTRUCTION. TYP WALL DIAG ALONG FILL ■HS25 TRUCK WHEEL LOADS: REINF STRUCTURAL STEEL INSIDE FACE 13'-6" 14'to 30' TOP OF GRADE ■F1 ate} TRACTOR: STRUCTURAL STEEL 1 GRATING I FABRICATION P 1704.2.5 AS SHOWN SLAB-FOOTING ■� 0 a 3 FRONT AXLE =10,000 Ib. ADD#5x48 DIAG I SINGLE REAR AXLE 40,000 lb. STRUCTURAL STEEL ALONG INS DE FACE FRONT (REAR REARI TRAILER: FREQUENCY LEGEND AS SHOWN Q , a CUT NO MORE THAN 1 0 0 o SINGLE REAR AXLE 40,000 lb. C= CONTINUOUS P= PERIODIC MATERIALS: WALL VERT REINF BAR TRACTOR TRAILER SEE REFERENCES AND STANDARDS LISTED WITHIN THE VERIFICATION& a, STRUCTURAL STEEL SHAPES&PLATES SHALL CONFORM TO ASTM @ BLOCKOUT INSPECTION SCHEDULE FOR MEANING OF PERIODIC AND CONTINUOUS A36. INSPECTIONS. b. HOLLOW STRUCTURAL SECTIONS SHALL CONFORM TO ASTM A500 *DESIGN UNIFORM LIVE LOAD&TRUCK WHEEL LOADS TO BE APPLIED CERTIFICATE OF COMPLIANCE: GRADE B,Fy-42,000PSI. <i INDEPENDENTLY AND IN COMBINATION WITH THE SOIL COVER DEAD THE SPECIAL INSPECTION AGENCY SHALL PROVIDE A FINAL LETTER WELDING: paYEl U KGS LOAD. CERTIFICATE OF COMPLIANCE STATING THAT THE REVIEWED WORK WAS CONFORM TO AWS D1.1"STRUCTRUAL WELDING CODE-STEEL". �ti`•0F b� COMPLETED IN ACCORDANCE WITH THE PERMITTED DOCUMENTS. WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH WABO HOLLOW CORE PLANK IMPACT&FATIGUE: ADD 111-#5x5'-0"TOP& REQUIREMENTS. USE E70 ELECTRODES OF TYPE REQUIRED FOR BOT @ PLACED BETWEEN m DUE TO THE LOW SPEEDS OF SERVICE VEHICLES OVER THE LID,AND SUBMITTAL OF REPORTS: MATERIALS TO BE WELDED. 12"0 INLET PIPE v THE SOIL COVER OVER THE LID,INCREASES IN VEHICLE LOADS TO SUBMITTED TOALL IAL OWNER,ION 6IORTS ANDT TESTING STIAND THE BUILDITS NG BE GALVANIZING: TYP WALL HORZ REINF. F°ctpR ACCOUNT FOR IMPACT&FATIGUE ARE NOT REQUIRED, """" """" S Al A OFFICIAL BY THE AGENCY PERFORMING THE INSPECTION OR TESTING. ALL STEEL SECTIONS SHALL BE HOT DIPPED GALVANIZED AFTER s/p NAi_E� RAISED GRATED OPENING FABRICATION CONFORMING TO PAINT. A-TH REPAIRS SHALL CONFORM TO �/ �/..... 100P5F UNIFORM PEDESTRIAN LIVE LOAD ASTM A-780 USING ZINC RICH PAINT.THE COATING THICKNESS FOR THE PAINT MUST BE 50%MORE THAN THE SURROUNDING COATINGD� 12„ THICKNESS,BUT NOT GREATER THAN 4.0 MILS. •�•�••••••�•�• SOIL COVER FOR LID DESIGN: PLANK MANUFACTURER SHALL BE RESPONSIBLE FOR DETERMINING •-----�----�-- ................ ------ ----—• ---------- -...... ADD#5x Z THE SOIL COVER DEPTHS USED IN THE LID DESIGN BASED ON THE CONCRETE = TOP As sHowN p VAULT AND FINISHED GRADE ELEVATIONS AS SHOWN ON THE PERMITTED CIVIL DWGS, CONCRETE REQUIREMENTS: 41�ADD#50-0"DIAG BARS Z OPEN METAL GRATING EA.SIDE OF OPENING• _ SOIL COVER FOR SUBSTRUCTURE DESIGN: LOCATION STRENGTH MAX W/C RATIO J Q THE SUBSTRUCTURE WAS DESIGNED FOR THE FOLLOWING SOIL COVER: WALLS&CIP LID AREAS 4000P$1 @ 28 DAYS 0,50 OPEN METAL GRATING SHALL BE WELDED STEEL BAR GRATING AS • •O �,py 3 VAULT A: 3.OFT MIN TO SOFT MAX FTGS&GRADE SLAB 4000PSI @ 56 DAYS 053 SPECIFIED ON THE DRAWINGS.ALL STEEL GRATING AND GRATING BLOCKOUT FOR PIPE VAULT B: 1SFT MIN TO 2.3FT MAX V/ a •• •• PLANK VOID FILL TO MEET PLANK MFGR'S REQUIREMENTS* COMPONENTS INCLUDING ITEMS EMBEDED WITHIN THE CONCRETE SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION. •""""'""""' '•"'"""....A" ""'""""'• r FOUNDATION DESIGN: PLANK JOINT GROUT TO MEET PLANK MFGR'S REQUIREMENTS* 5 FOUNDATION DESIGN IS BASED ON THE FOLLOWING VALUES PROVIDED SUPPLIER SHALL PROVIDE ALL COMPONENTS NECE55ARY TO INSTALL NON SHRINK GROUT r` Z BY COBALT GEOSCIENCES IN THEIR GEOTECHNICAL REPORT DATED 'MINIMUM STRENGTH SHALL BE 3000PSI @ 28 DAYS. AND SECURE THE GRATING IN PLACE. „••� 11-16-2021. AIR CONTENT: SUPPLIER SHALL PROVIDE SHOP DRAWINGS DESCRIBING ALL • '•• VOID FILL ALLOWABLE BEARING PRESSURE: 5,000 PSF GONG EXPOSED TO WEATHER SHALL CONTAIN 5%•/-1%ENTRAINED AIR. COMPONENTS OF THE INSTALLATION,FOR REVIEW PRIOR TO CUT NO MORE THAN 1 5FT MIN BELOW EXIST GRADE MIX DESIGN: FABRICATION. WALL VERT REINF BAR Z LATERAL EARTH PRESSURES:DRAINED LEVEL BACKFILL SHALL BE BASED ON FIELD EXPERIENCE OR TRIAL MIXTURES IN @ BLOCKOUT z W AT REST CONDITION: 55 PCF EFW CONFORMANCE WITH THE SPECIFICATIONS. ACTIVE CONDITION: 35 PCF EFW SUBMITTALS: 0 SEISMIC PRESSURE COMPONENT: E=12H PSF UNIF HORZ PRESSURE PROVIDE MIX DESIGNS TO THE ENGINEER FOR REVIEW PRIOR TO PLACEMENT. SATURATED SOIL DENSITY: 125 PCF EXPOSURE CATEGORIES; WATERSTOP n WALL REINF @ PIPE PENETRATION FREEZING THAWING FO S1 SULFATE SO PVC WATERSTOP SCALE 3/4"=1'-0" W IN CONTACT w/WATER W1 WATERSTOPS SHALL BE 4"RIBBED WITH CENTER BULB AS Z a CORROSION PROTECTION C1 MANUFACTURED BY GREENSTREAK,INC-OR EQUIVALENT-AND SHALL DEFERRED SUBMITTALS BE FORMULATED FROM VIRGIN RAW MATERIAL AND SHALL MEET THE ui z MATERIAL REQUIREMENTS: THE ARMY CORPS OF ENGINEERS STANDARD SPECIFICATION CRD-C 3 THE FOLLOWING AREAS OF WORK SHALL BE CONSIDERED AS CEMENT: ASTM C150. ADMIXTURES:ACI 30L 572-74.INSTALL WATERSTOP IN ACCORDANCE WITH ALL OF THE "DEFERRED SUBMITTALS"AS DEFINED IN THE 2021 IBC AGGREGATES:ASTM C33. WATER:ASTM C94. MANUFACTURERES RECOMMENDATION.SPLICING OF THE WATERSTOP _j ! C IREMENTS a. PRECAST PRESTRESSED HOLLOW CORE PLANK SHALL BE ACCOMPLISHED WITH A THERMOSTATICALLY CONTROLLEDE PLACING REQU : SPLICING IRON IN ACCORDANCE WITH THE MANUFACTURERS DIRECTION ALL DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE PLACING: AND RECOMMENDATIONS, Q OF A CIVIL ENGINEER LICENSED TO PRACTICE IN THE STATE OF PLACE CONCRETE AS NEARLY AS PRACTICABLE TO ITS FINAL LL WASHINGTON WHO HAS CURRENT DESIGN EXPERIENCE IN THE TYPE POSITION TO AVOID SEGREGATION. O OF WORK REVIEWED. - ■ ■ ■ ■ SEE WALL FND KEYNOTES >_ DEBRIS: - ■ ■ ■ ■ FOR WALL REINF THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL REMOVE ALL DEBRIS FROM FORMS PRIOR TO PLACING CONCRETE. I41-#6 PLANK THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED BY ■ DOWELS PLACED ® V THE ENGINEER OF RECORD. CONSOLIDATION: --a-----i----- -----r-- AT MIDDEPTH OF DOWEL TO MATCH WALL CONSOLIDATE CONCRETE BY SUITABLE MEANS,THOROUGHLY WORK = ■ ■ ■ ■ SLAB. VERT REINF SIZE& CONTRACTOR SHALL SUBMIT REVIEWED DWGS&CALCS TO THE CONCRETE AROUND EMBEDDED ITEMS AND INTO CORNERS OF FORMS. _ _ _ _ SPACING. BUILDING OFFICIAL PRIOR TO INSTALLATION. CURING REQUIREMENTS: 12-1/2"THICK CURING: ■ ■ CONCRETE SLAB GRADE SLAB REINF SEE CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A ■ ■ R SHOWN SHADED. FOUNDATION PLAN W J SUITABLE PERIOD OF TIME AFTER PLACEMENT. ■ LU WEATHER CONDITIONS: ■ 113�-#5 T&B 131-#5 CONT. Z ~ HOLLOW CORE PLANK ADEQUATE PRECAUTIONS SHALL BE TAKEN DURING HOT AND COLD = AS SHOWN. u+ WEATHER IN ACCORDANCE WITH THE SPECIFICATIONS. �� J SCOPE OF WORK: ❑ ❑ a J THE WORK INCLUDED IS THE DESIGN,MANUFACTURE AND DELIVERY OF LID PLANK PLACEMENT: 9 Q PRECAST PRESTRESSED CONCRETE UNITS.DESIGN PLANK FOR THE MOST IN NO CASE SHALL THE LID PLANKS BE PLACED BEFORE THE WALLS OPENINGS F (Jo OF THE LOADING CONDITIONS AS SHOWN WITHIN THE DESIGN HAVE BEEN ALLOWED A MINIMUM OF 3 DAYS OF CURE.WHEN d CRITERIA NOTE, AVERAGE AMBIENT TEMPERATURES ARE LESS THAN 50 DEGREES ■ ■ r FAHRENHEIT,THE CONTRACTOR MUST ALLOW A MINIMUM CURE TIME THE MANUFACTURER SHALL SUBMIT STRUCTURAL CALCULATIONS AND OF 7 DAYS OR PROVIDE AN ADDITIONAL SET OF CYLINDERS TO BE ■ - ■ - - - - 111I otf PLACEMENT DRAWINGS SIGNED BY A WASHINGTON STATE REGISTERED BROKEN AT THE TIME OF LID PLACEMENT DEMONSTRATING A MINIMUM 2q" CIVIL ENGINEER FOR REVIEW PRIOR TO FABRICATION. CONCRETE STRENGTH OF 1,000 PSI HAS BEEN REACHED. THE MANUFACTURER SHALL INSTALL ALL BLOCK OUTS REQUIRED FOR FINISH; AT PERIMETER WALL STRUCTURAL CONNECTIONS AS INDICATED ON THESE DRAWINGS. NO a. CONCRETE FINISH TO BE SMOOTH WITH NO FINS,VOIDS,ROCK zat ":�s`"e OTHER PENETRATIONS ARE ALLOWED WITHOUT THE PRIOR APPROVAL OF POCKETS,OR OTHER IRREGULARITIES, JJ// .SHEET: THE PLANK MANUFACTURER. b. CONE SNAP TIES ARE REQUIRED AND ARE TO BE REMOVED AND Ql°K- EPDXY SEALED AT ALL INTERIOR AND EXTERIOR WALL SURFACES. r5"\ LID REINF @ MANHOLE wl KNEE-WALL 4 KNEEWALL FTG DETAIL 05/2T24 ALL HOLLOW CORE JOINTS SHALL BE GROUTED IN ACCORDANCE WITH NO FLAT TIES ALLOWED. 51 Sl Building Plan Review by THE MANUFACTURER'S RECOMMENDATIONS. SCALE NTS SCALE 3/4"=1'-0" Sl SAFEbailt OF 5 5-24-017 C W c a � 'o = 61'-8" 6P_gn v 0 10" L 15 PLANKS @ 4'-0" 60'-011 L 10" 10" L 60'-0" L 10" a U 50'-0" 10'-0" 27'-0" 6'-0" 15'-0" 12'-01, $ m -c � N C W S4 0 2 F28xl2 S4 g = y f = LL 1 ♦� 13 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ w 00 0 1 1 IBOV=443.50 W LL ~ g I 3 TYP @ CELL a 2 PERIMETER H 2 W _ I VF 12-1/211 THICK HOLLOW CORE PLANK LID. TOP — BOV=443.07CELL 2IOF LID EL= 455 54 _----- --------------- - I 8�_611 5" THICK CONCRETE------- ------- TYP SLAB ON GRADE TYP 3 11 5 o i @ ALL CELLS R D GR 6 L-------- --� 5 0 S4 8 F42x12 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑---°-- °- ° ----°-- ° ° ' o --------------------- -------- -------- ------------- — - W ------- ------- ------- ------- ------- ------- ------- --- --- - ----- ------ I --------- 4 ------- ------- ------- ------- ------- ------- ------- --- --- ------- ------- ------------------------------- El -- ----------- c ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 11 El El o :❑ ❑ ❑ ❑ ❑ ❑ y o u g 1 I 3 S4 2 2 r2 pQi 0 gg 8 12 ITOV=454.50 S1 9 = �2 I IBOV=443.07 CELL 1 IBOV=443.07 I = TYP THROUGH _ I I _ a a OUT VAULT, I I F30x12 F30x12 _ ❑ o— ; ❑ ❑ L __� T F � o 7 7 — -- J I IBOV=44350 L J.KOS 8 0 o r 6 TYP @ CELL 6 —1 o O�`oF -----1 ---------1 PERIMETER— --------- El 0 El l 11 EI E] El ------ ------ ------- -... --- ------- ------- ------- -- ---- ------- ------- ------- ------- - =- Y —————————————————— — II BALE 6\V2 5 • 1 2 1 F28x12 S1 54 / NA 54 '-0" 561-011 41-0" 541-0" 4'-0" Z O V3 z VAULT - A LID PLAN 2' 8' VAULT - A FOUNDATION PLAN 2' 8' ~ y__ I SCALE 3/16" = l'-0" SCALE 3/16" 1'-0" ol 4' co Q �' W > 0 o PLAN KEYNOTES LEGEND z ui 1. 5"THICK CONCRETE SLAB ON GRADE REINF WITH#4@18"o/c EA WAY, IBOV INSIDE BOTTOM OF VAULT(TOP OF GRADE SLAB) PLACE ALL REINF AT MID-DEPTH OF THE SLAB,CAST GRADE SLAB IN A ITOV INSIDE TOP OF VAULT (BOTTOM OF LID-TOP OF WALLIuj SINGLE POUR.SEE 2/91 FOR REINFORCING PLACEMENT DETAIL. 0 0 2. CAST IN PLACE CONCRETE WALLS TYPICAL AT THE INTERIOR&PERIMETER CIP CONCRETE WALL. OF THE VAULT,SEE WALL SECTIONS FOR REINFORCING AND DIMENSIONS. PROVIDE ADDED REINF AT PIPE PENETRATIONS AS SHOWN IN 3/S1,PROVIDE CONCRETE SPREAD FOOTING uj 4"DEEP x 21"0 TRAFFIC RATED VENT COVER, REINF @ ALL WALL CORNERS AS SHOWN IN 5/65, ———— Z CONCRETE BLOCK 3. THICKENED SLAB FOOTINGS TO BE CAST WITH THE GRADE SLAB.SEE F28x12 28"WIDE x 12"THICK FTG SEE 1&2/54 DIRECTLY BELOW DO NOT FASTEN VENT COVER WALL SECTIONS FOR SIZE&REINF UNO. F3Ox12 30"WIDE x 12"THICK FTG SEE 4/51 3 Z VENT COVER. OR RIM TO VENT PIPE. 4. 6'-0"WIDE OPENING WITHIN THE INTERIOR WALL.SEE A/54 FOR WALL F42xl2 42"WIDE x 12"THICK FTG SEE 3/S4 _3 0 TRAFFIC RATED STRUCTURAL REINFORCING @ THE OPENING. J (g FILL. HOLLOW CORE ADJUST SPACING OF 5, PIPE INLET OR OUTLET TO VAULT.SEE CIVIL DWGS FOR PIPE DIAMETER, GRATING SPAN DIRECTION J PLANK HORZ REINF TO ALLOW LOCATION&INVERT ELEVATION.SEE 3/51 FOR WALL REINF @ Q Or AT TOP BAR TO PASS OVER THE PENETRATION,ADDITIONAL REINF 15 NOT REQUIRED FOR PIPES LESS THAN <_ DRECTION OF DOWNWARD SLOPE O VAULT LID OF WALL BLOCKOUT 811®PROVIDED THEY ARE PLACED BETWEEN THE TYPICAL WALL LL REINFORCING. 0) O .. .... .. .. .. .. ........ ........................ ................................ 6. 8"THICK KNEE-WALL.REINF w/#5@12"o/c HORZ.AND VERT.PLACED AT THE CENTER OF THE WALL.PROVIDE(245 HORZ AT THE TOP OF THE WALL& V � THE VERT THE FREE ENDS OF THE WALL,EXTEND VERT BARS INTO DIMENSIONS & ELEVATIONS THE 12-1/2"THICK CK LID CLOSURE POUR.SEE 4/61 FOR FTG INFORMATION. .0 0 7. 24"DIAMETER OPENING w/KNEEWALL THRU LID TO ACCEPT RISERS, THE CONTRACTOR AND HIS SUBCONTRACTOR SHALL BE RESPONSIBLE FOR • • LADDER,RING AND LOCKING MANHOLE COVER PER CIVIL DRAWINGS.SEE 5/51 FOR LID REINF @ OPNG. VERIFYING ALL DIMENSIONS AND ELEVATIONS SHOWN ON THESE DRAWINGS .. NON SHRINK UT WITH THE CURRENT PERMITTED SET OF CIVIL DRAWINGS,AND SHALL Z o •�•• ••i••• 8. POUR SLOTS IN THE TOP OF THE PLANK.MANUFACTURER TO PROVIDE A NOTIFY BOTH THE CIVIL&STRUCTURAL ENGINEERS IN WRITING OF ALL Q•• VOID FILL MINIMUM OF 2 SLOTS @ EACH END OF EACH PLANK.PLANK J • • DISCREPANCIES BETWEEN THE CIVIL DWGS AND THESE DWGS PRIOR TO • • MANUFACTURER MAY REQUIRE GROUTING OF ADDITIONAL CELLS BEYOND CONSTRUCTION. IL • THE MINIMUM SHOWN,THE GENERAL CONTRACTOR SHALL INCLUDE Z • 124 PVC VENT PIPE GROUTING OF THESE ADDED CELLS IN HIS BID.SEE WALL SECTIONS FOR Q O J WRAP PIPE IN ••• •• REINF. F Q TWO LAYERS •• • 15"SQ BLOCKOUT ~ Q F ��•� •••• 9. PROVIDE BLOCKOUTS IN THE EDGE CELL OF THE PLANK PARALLEL TO J p W OF 4 MIL VISQUEEN •• • THE PERIMETER VAULT WALLS,LOCATE BLOCKOUTS APPROXIMATELY AS Z G VI •i •• SHOWN ON THIS PLAN.SEE WALL SECTIONS AND DETAILS FOR Q ADD#4x30'DIAL BARS EA. CONSTRUCTION pp o p •• SIDE OF OPENING AS SHOWN. REINFORCING AT BLOCKOUT. CO N STI\UCTI O N LOADS pj PLACE NEAR THE INSIDE 10. 5'-011x10'-0"OPENING TO RECEIVE OPEN METAL BAR GRATING w/INTEGRAL THE VAULT LID HAS BEEN DESIGNED TO CARRY THE'DESIGN LOADS"ONLY 124 PVC VENT •••••. •••••• FACE OF THE WALL HINGED ACCESS HATCH AND LADDER RUNGS.SET TOP OF GRATING 9"MIN AFTER VAULT CONSTRUCTION IS COMPLETE,ALL DESIGN CONCRETE AND oil PIPE 15"SQ BLOCK ••� •••• ABOVE THE HIGHEST ADJACENT FINISHED GRADE.SEE A/S5 FOR GRATING GROUT STRENGTHS HAVE BEEN ACHIEVED,AND ALL COVER HAS BEEN PLACED G TYP WALL REINF ••• ••• ASSEMBLY INFORMATION. OVER THE VAULT WITHIN THE LIMITS SPECIFIED ON THIS DRAWING."BOBCAT" J WALL REINF ON HATCHED AREA REPRESENTS 24"WIDE x 12-1/2"THICK CAST IN PLACE OR OTHER LIGHT EQUIPMENT SHALL BE USED FOR PLACEMENT OF MATERIALS ON INSIDE FACE 11. BACKFILLED FACE AT CONCRETE BEAM.SEE 1155. OVER THE VAULT LID. n .em CORNERS-SEE 1152 CUT NO MORE THAN 1 zoi �e=•=mvi�a�== WALL VERT&HORZ -fj � SHEET: REINF BAR @ BLOCKOUT 12. NOTE"THICK PRECAST HOLLOW CORE PLANK,SEE DESIGN CRITERIA _ VAULT WALL NOTES ON SHEET 51 FOR PLANK LOADING REQMTS. OS/2 24 13, 12110 OPNG THRU WALL FOR ACTIVE VENTILATION DURING VAULT suiiaioy Pia.R-i..by n THRU WALL VENT PIPE DETAIL SERVICING.SEE 1/S2 FOR VENT DETAIL. S20F 5 SAFEbuilt S2 SCALE 1"=1'-0" S-24-017 C W U 8" 15 PLANKS @ 4'-0"=60'-0" 8" 8" L 60'-0" 8" z 3'-6" 56'-6" 28'-0" 4'-0" 28'-0" cai J 4 5 -c m _ S13 54 14 = 2 F24x12 54 S5 = $ {may W _____ ______ El po ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ —,�=--------- ------------ --- --- --------- ------------ = y IBOV-451.20 z LL ♦•�� g 13 - 3 TYP @ CELL cc, 7 2 PERIMETER H o r 5" THICK CONCRETE c W SLAB ON GRADE TYP a 14 @ ALL CELLS /+ c 12 1/2" THICK HOLLOW _ 5 CELL 2 I 9 W N N CORE PLANK LID. TOP s4 IBov=45o.7o IBOV=4! 10 i n c o OF LID EL= 459.24 - 91 t2 0'-0" 5 8 9 V--T IS4 I6I5436x12 0❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ° ❑ ❑ ❑ ❑ ❑ ❑ _ --------------------- --- ----------- -------------- = 9 ------- ------- ------- ------- ------- ------- ------- -- ------- ------- ------- ------- ------- ------- ------ v_______ _______ _______ _______ ____8_ _______ _______ __ ___ _______ _______ _______ _______ _______ _______ _______ Y ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ m -' ----------------------- 54 g -------------v ----------- g�N 69 S4 I i a D ��a ITOV=458.20 I 1 I Q �Tux a TYP THR 1 0 IBOV-450.70 CELL 1 IBOV=450.70 r, o 5 _ OUGH 51 54 12 OUT VAULT, 10 2 � ..... ....... ....... F30x12 `� j❑ ❑ ❑ ❑ ❑ ❑ j 7o r------ -----� �- p�NE1.J.Kps p OF yi 11 i i Imo+ L ------- - .~ _ 13 ' R D GR ; ----------- VL----- 1BPERIMETER ----1 -------------- 6- ----- 8 1 TYP @CELL �EJ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ i i T+--<'r— s l L ENO G�1 _____ _______ _ _ ANAL • • _ 15 -.. ................... 55 q � F24x12 °0 S4 A 2 4 5 S4 5 z O 50'-0" 10'-0" 12'-0" Z J a VAULT - B LID PLAN VAULT - B FOUNDATION PLAN S m 3 SCALE 3/16" = 1'-0" 0' 4' SCALE 3/16" = 1'-O" 0' 4' Lu > 0 0 PLAN KEYNOTES LEGEND = P: 1. 5"THICK CONCRETE SLAB ON GRADE REINF WITH#4@18"o/c EA WAY, IBOV INSIDE BOTTOM OF VAULT(TOP OF GRADE SLAB) W PLACE ALL REINF AT MID-DEPTH OF THE SLAB.CAST GRADE SLAB IN A ITOV INSIDE TOP OF VAULT I BOTTOM OF LID-TOP OF WALLI SINGLE POUR,SEE 2/51 FOR REINFORCING PLACEMENT DETAIL, uj 2. CAST IN PLACE CONCRETE WALLS TYPICAL AT THE INTERIOR&PERIMETER CIP CONCRETE WALL. 0 0 OF THE VAULT.SEE WALL SECTIONS FOR REINFORCING AND DIMENSIONS. ———— PROVIDE ADDED REINF AT PIPE PENETRATIONS AS SHOWN IN 3/51,PROVIDE CONCRETE SPREAD FOOTING REINF @ ALL WALL CORNERS AS SHOWN IN 5/S5. ———— Lu 3. THICKENED SLAB FOOTINGS TO BE CAST WITH THE GRADE SLAB.SEE F24x12 24"WIDE x 12"THICK FTG SEE 4&5/64 Z WALL SECTIONS FOR SIZE&REINF UNO. F3Ox12 30"WIDE x 12"THICK FTG SEE 4/51 U Q 4. 4'-0"WIDE OPENING WITHIN THE INTERIOR WALL.SEE B/54 FOR WALL F36x12 36"WIDE x 12"THICK FTG SEE 6/54 J 3 REINFORCING @ THE OPENING. z` ♦ CC (� 5, PIPE INLET OR OUTLET TO VAULT.SEE CIVIL DWGS FOR PIPE DIAMETER, GRATING SPAN DIRECTION JL Z LOCATION&INVERT ELEVATION.SEE 3/S1 FOR WALL REINF @ PENETRATION.ADDITIONAL REINF IS NOT REQUIRED FOR PIPES LESS THAN DIRECTION OF DOWNWARD SLOPE O Ir 8110 PROVIDED THEY ARE PLACED BETWEEN THE TYPICAL WALL Q REINFORCING. LL 6, W THICK KNEE-WALL.REINF w/#5@12"o/c HORZ.AND VERT.PLACED AT THE N G CENTER OF THE WALL.PROVIDE 045 HORZ AT THE TOP OF THE WALL& H (2145 VERT AT THE FREE ENDS OF THE WALL.EXTEND VERT BARS 10"INTO yy V #5 IN EACH 3'-0' #5 IN EACH Ol PLANK JOINT THE 12-1/2"THICK LID CLOSURE POUR.SEE 4151 FOR FTG INFORMATION. DIMENSIONS ELEVATIONS 7. 24"DIAMETER OPENING THRU LID TO ACCEPT RISERS,LADDER,RING AND VOID I3( C I1)#5 x 2'-3"C VOID(2) 9,_0„ THE CONTRACTOR AND HI5 SUBCONTRACTOR SHALL BE RESPONSIBLE FOR TOTAL TOTAL C III#5 x 1'-4"3'-0" LOCKING MANHOLE COVER PER CIVIL DRAWINGS.SEE VS3 FOR LID REINF @ VERIFYING ALL DIMENSIONS AND ELEVATIONS SHOWN ON THESE DRAWINGS OPNG. WITH THE CURRENT PERMITTED SET OF CIVIL DRAWINGS,AND SHALL 8. POUR SLOTS IN THE TOP OF THE PLANK.MANUFACTURER TO PROVIDE A N NOTIFY BOTH THE CIVIL&STRUCTURAL ENGINEERS IN WRITING OF ALL Z MINIMUM OF 2 SLOTS @ EACH END OF EACH PLANK.PLANK DISCREPANCIES BETWEEN THE CIVIL DWGS AND THESE DWGS PRIOR TO Q ' ' ' TITITh MANUFACTURER MAY REQUIRE GROUTING OF ADDITIONAL CELLS BEYOND J CONSTRUCTION, THE MINIMUM SHOWN,THE GENERAL CONTRACTOR SHALL INCLUDE d GROUTING OF THESE ADDED CELLS IN HIS BID,SEE WALL SECTIONS FOR Z REINF. m O J 9. PROVIDE BLOCKOUTS IN THE EDGE CELL OF THE PLANK PARALLEL TO THE PERIMETER VAULT WALLS,LOCATE BLOCKOUTS APPROXIMATELY AS J Q SHOWN ON THIS PLAN.SEE WALL SECTIONS AND DETAILS FOR Z G REINFORCING AT BLOCKOUT, CONSTRUCTION LOADS > o ou 10. 5'-O"%1O'-O"OPENING TO RECEIVE OPEN METAL BAR GRATING w/INTEGRAL THE VAULT LID HAS BEEN DESIGNED TO CARRY THE"DESIGN LOADS"ONLY HINGED ACCESS HATCH AND LADDER RUNGS SET TOP OF GRATING 9"MIN AFTER VAULT CONSTRUCTION 15 COMPLETED,ALL DESIGN CONCRETE AND --� i-- --�rT- -T�- �-�- --�rT- -T�-- -� �-- --Y-r- --r*- -*�-- -�-*- -Y-r- --r*- -*�-- -�-*-- ABOVE THE HIGHEST ADJACENT FINISHED GRADE.SEE A/SS FOR GRATING GROUT STRENGTHS HAVE BEEN ACHIEVED,AN ALL COVER HAS BEEN PLACED `ts ASSEMBLY INFORMATION. OVER THE VAULT WITHIN THE LIMITS SPECIFIED ON THIS DRAWING."BOBCAT" p 71 11. HATCHED AREA REPRESENTS 24"WIDE x 12-1/2"THICK CAST IN PLACE OR OTHER LIGHT EQUIPMENT SHALL BE USED FOR PLACEMENT OF MATERIALS J ,ill61" OVER THE VAULT LID.ALTERNATIVELY,ALLOWABLE UNIFORM LOADS ON THE 1'-6" 6° #5 IN EACH 2 2 #5 IN EACH VOID CONCRETE BEAM.SEE 11/S5. BARE SLAB CAN BE OBTAINED FROM THE PLANK MFGR. 2'-0„ VOID(7) 5'-3" p_1n (6)TOTAL I,_0"r!�2 12. 12-1/2"THICK PRECAST HOLLOW CORE PLANK,SEE DESIGN CRITERIA zm n^ :ma mv„•••• TOTAL 1'-O"� NOTES ON SHEET S1 FOR PLANK LOADING REQMTS. •1j SHEET: 13. 1211 .00 OPNG THRU LID FOR ACTIVE VENTILATION DURING VAULT SERVICING. OS/2 24 SEE 2/63 FOR LID REINF @ OPNG. 14. 6"THICK CURB.SEE 7/S4 FOR REINF.DETAILS. s.ilaloy ai•o R•w.by13 3%LID REINF @ MANHOLE n LID REINF @ 12110 VENT 15. ADD(2)-#6x15'-0"@ 3"o/c WITHIN THE WALL ON THE INSIDE FACE&AT SAFEbuilt OF 5 S3 SCALE NTS �3/ NTS THE TOP OF THE WALL.PLACE BAR AS SHOWN ON THE PLAN. S-24-017 C W WALL GENERAL KEYNOTES 103 103 103 101. PLANK TO BEAR 3"MINIMUM ONTO THE TOP OF THE CONCRETE WALL. 2 SEE PLANK MANUFACTURER'S DRAWINGS FOR FINAL BEARING LENGTH. c_aj III= � =1 I— — —II III=III=III— INSTALL BEARING PAD AS DETAILED ON THE PRECAST PLANK O _ =III=III- - - -III=III=11 g m =III=III= -II�III=11 =III=III= -III= PLACEMENT DRAWINGS. II I-III=III- 104 211 1=III=III=III- 102 211 =III=III-I 0 102 212 1 1=III=11 OS 102 N III=III= -III=III-III=11 -IIL-III=1 _ - =III-III= 102• 12-1/211 THICK PRECAST HOLLOW CORE PLANK. N ....................... ... :. �,N I ' � ' I 't' 0 103. FINISHED GRADE OVER THE LID.ELEVATION VARIES.SEE DESIGN "' � 6 CRITERIA ON SHEET S1 FOR APPROXIMATE SOIL DEPTHS OVER THE VAULT LID IN ADDITION TO THE CIVIL DWGS FOR FINAL GRADE o = ELEVATIONS. c i i i i 101 06 20 101 ¢ v I I I I 104. 41'®PERFORATED PVC FOOTING DRAIN SET IE 6"MAX ABOVE THE TOP I I I I OF THE FOOTING.SET INTO 1611 SQUARE GRAVEL BED d WRAP IN w LL ~ i i i i 216 206 207 FILTER FABRIC.ROUTE DRAIN TO DISCHARGE POINT AS SHOWN ON THE c ry CIVIL DWGS. _ 105. PREENGINEERED DRAINAGE MATT TO EXTEND OVER THE HEIGHT OF o I 1 I 1 �f...... THE WALL AS SHOWN.SEE GEOTECHNICAL REPORT FOR MATERIAL a e Cr------ 211 II N N + 1/4 SPECIFICATIONS. o 0 CLR�'0'� 2°�1/4'� 4n�1/4'� N 217 218 i I CLR 0 106, 4"PVC RIBBED WATERSTOP w/CENTER BULB AT ALL PERIMETER s 2131 3,1 1 SPACES @ 6"o/c219 105 WALLS OF THE VAULT,INSTALL AT THE CENTER OF THE WALL,IN o 0 0 ACCORDANCE WITH THE MANUFACTURERS REQUIREMENTS, 61-01) 105 20 00 107. SEE FOUNDATION PLAN FOR GRADE SLAB REINFORCING, d I I I I 02 10& 6"THICK CURB AS OCCURS,SEE 7/S4 FOR REINF.DETAILS. $ I I = c c 24 214 04 04 WALL REINFORCING KEYNOTES 3 � o� � 200. 8"THICK CONCRETE WALL REINF w/#5@12"o/c HORZ d VERT. i i i 216 PLACE VERT REINF @ THE CENTER OF THE WALL.PROVIDE 12145 i i i ii o o CONT HORZ BARS @ THE TOP OF THE WALL.EXTEND BARS 1011 G y- �i 1 203 Q03 - 03 - 203 1203 INTO LID CLOSURE POUR WHERE POSSIBLE. �� p a \-- 104 104 201. 81 THICK CONCRETE WALL REINF w/#5@12"o/c HORZ d#5@14"o/c v i + VERT.PLACE VERT REINF NEAR THE INSIDE FACE OF THE WALL. 0 s" i i i _ 106 106 PROVIDE I2145 CONT HORZ BARS @ THE TOP OF THE WALL. Q Tu a 20 = 107 = 107 = 107 EXTEND BARS 1011 INTO LID CLOSURE POUR WHERE POSSIBLE. ------J--L--------- -1-�--- — I 202 10°THICK CONCRETE WALL REINF w/85@12"o/c HORZ d#7@10"o/c 0�' VERT.PLACE VERT REINF NEAR THE INSIDE FACE OF THE WALL. � PROVIDE 121-#5 CONT HORZ BARS @ THE TOP OF THE WALL. 0��Q -LU,Kp EXTEND BARS 10"INTO LID CLOSURE POUR WHERE POSSIBLE. n" L0� 1111 08 p_yi 09 O of Ni 203. #5 FOOTING TO WALL DOWELS TO MATCH WALL VERTICAL Atie c 2i-8" 2'41 31.611 REINFORCING SPACING,PROVIDE STD HOOK @ END OF BAR CAST INTO FOOTING.DOWELS SHALL BE EMBEDDED A MINIMUM OF 9" v ¢ INTO 12"THICK FTG.d SHALL EXTEND INTO THE WALL 2811 MIN. SEE 4/S4 FOR DOWEL PLACEMENT REQUIREMENTS. Fs°tpRq"ENo`G�2 204. #4@15"o/c WALL TO FOOTING DOWELS.EXTEND 4811 INTO THE WALL SXONAL 0� VAULT - A VAULT - A VAULT - A VAULT - A AND 9"INTO THE 12"THICK FOOTING.PROVIDE STD HOOK AT END OPNG IN CELL DIVIDER WALL TYP WALL SECTION n TYP WALL SECTION n TYP WALL SECTION OF BAR EMBEDED WITHIN FTG.PROVIDE(3)-#4 CONT HORZ.BARS � g4 � ` g ` g AS SHOWN.SET DOWELS 1-1/2"CLR FROM THE BACKFILLED FACE 54 SCALE 1/2"61'-0" SCALE 1/2"=1'-0" �4J SCALE 1/2"=1'-0" �4J SCALE 1/2"=1'-0" OF THE WALL. Z 205. #5x4'-O"PLACED SUCH THAT EACH 48"WIDE PLANK RECEIVES 121 O BARS.LOCATE BARS IN VOIDS WITH POUR SLOTS AS SHOWN ON THE PRECAST PLANK PLACEMENT DWGS.PROVIDE ADDITIONAL BARS Z @ EACH PLANK IF REDO AND SHOWN ON THE PRECAST PLANK SHOP DWGS. 206, LID d WALL TO CLOSURE POUR REINF @ VOID END FILL.SEE �/I� ?� 1 d 3/65. V� Q 207. LID d WALL TO CLOSURE POUR REINF.@ VOID BLOCKOUT.SEE W > 2 d 4/55. 208, REINF FTG w/131-#5 LONG d#5015"o/c TRANSVERSE BOT, Z 209. REINF FTG w/(345 LONG d#5@12"o/c TRANSVERSE BOT 0 _0 210. REINF FTG w/(2)-#5 LONG d#4@14"o/c TRANSVERSE BOT. 211. (31-0 CONT IN CLOSURE POUR,LAP 48"AT ALL SPLICE LOCATIONS z1c� W 108 108 212. (2)-#5 CONT IN CLOSURE POUR.LAP 3611 AT ALL SPLICE LOCATIONS. 213. (21-#5x4'-O"DIAG.BARS EA CORNER PLACED @ THE CENTER OF THE Lu 103 103 103 109 WALL I I I I _ "214. PROVIDE(21-#5@6o/c VERT EA JAMB OF OPENING � IIIIIII II' II 111—II III=11' III=III=III= 215. (21-05 CONT AT TOP OF WALL. W -Ilk 102 11 k fl0 212 r=111i 102 211 .-r= 102 =III=III OS 102 � 09 211 =11 III—III II II' ',I II=11 III III III 216. TYP HORZ REINF.IN CELL DIVIDER WALL. _ = 217. #4@6'o/c VERT w/180 DEG HOOK d BOT. Z- _ 218, (2147 @ 2"o/c.EXTEND 30"MIN PAST EA JAMB. ...� O FENCE.SEE CIVIL 219. ADD(4)-#5x1O'-O"TOP.CENTER ON OPNG.EQUALLY SPACED ACROSS J C7 FOR GENERAL INFO. 216 I I I i 215 101 06 20 101 FTG WIDTH. Q J ANCHORAGE TO _� CURB BY FENCE SOIL i i ` i i 20 220. ADD(4)-#6x15'-O"TOP,CENTER ON OPNG.EQUALLY SPACED ACROSS O Q SUPPLIER FILL ...... 206 FTG WIDTH. ......�. .t .I .}...... 217 218 i`.`i 211 /-p111 211 r'p111 4"(-1/4") U) O 6"THICK CURB _III_ .^_X i '" �^. CLR.1-1/4" CLR.\•1/4"/ WITH 84@16" o/c VERT d III; 213 i i i 6° 6 @ 6"o/c 31#4 HORZ AS ¢ I I I 201 201 SHOWN. 41-0n o � 216 2"CLR •1/411-011 I I 1 1 y 214 O 203 203 203 — N w p J 214 104 104 yu F 106 N W FIN GRADEN 219 107 n U 107 N U V 107 N u 107 Q SEE CIVIL 1 210 21p p9 =11=L a.w... . illl�II � o z'-o11 2�-p11 3'-011 ,",��e SHEET: VAULT - B VAULT - B VAULT - B VAULT - B psrz R Building Plan Review by ,III CURB DETAIL WALL REINF AT OPENING TYP WALL SECT 5 TYP WALL SECT TYP WALL SECT SAFEbuilt 40F 5 S4 SCALE P'=P-O" \,L4J SCALE 1/2114-011 S4 SCALE 1/2114-0" S4 SCALE 1/211 1'-011 S4 SCALE 1/2114-0" S-24-017 C W c a � 'o = U O H 4'-0"WIDE PLANK 4'-0"WIDE PLANK v 6 V -c m a l 12" II i l i ii 12°#5@12"oc HORZ d VERT ON i i w BACK FACE OF WALL. 'I " 116° II II O0 W #4 X �14" W6 U DOWELS TO FOOTINGS ARE 'I ' ' ' I ' ' " SET @CENTER I ' ' ' I II #4 x II " ii SET @ CENTER = NOT REQUIRED AT THESE II II OF VOID HOLLOW CORE II HOLLOW CORE = y VERT BARS 'I " PLANK II OF VOID II II II PLANK II li l ii p_pll p_pll ii II d V p_pll p_pn REINF TYP N III ii ------------ `OF @ CENTER ii li li ili #5 @CENTER OF 00 PTO MATCH HORZ WALL ............ ii li lil il ---------- ----- ------- -- `VOID H LL ~ #5 x24"x24"CORNER BARS __ _______ ___ _ II __________ ____ _______ ___ C_ I yI II II `O CELL BLOCKOUT ii li li ili aD CELL BLOCKOUT ____________ oo "'� O O O J _ II = O O� �3zmQm -----------------PLAN VIEW PLAN VIEW PER METER WALL PLAN VIEW PLAN VIEWMETER WALL ALL HOOK - PERIMETER WALL Yu, �24" 36" WALL VERT REINF 36" 36" WALL VERT REINF30" d x #5 x #5x 15"C 40° 36 EXTENDING INTO #qx 14°[_ #4x 14"C EXTENDING INTO $ KNEE-WALL TO MATCH HORZ. CLOSURE TO WALL ox 15"C CLOSURE 96° CLOSURE TO WALL CLOSURE `m - #5 x 24" LID TO CLOSURE TO WALL C DOWELS @ 030 WALL TO CL05URCWELS 12" c DOWELS @ 30"o/c. 1211 DOWELS @ 28"o/c. #5 x 24° LID CLOSURE DOWELS @ EA DOWELS @ 28"o/c. PLANK. #4 x 116"SET @ @ EA PLANK. #4 x=14" SET W CENTER OF VOID @ ENTER OF VOID W I y ___________i I I , y� -- • ---- --- - ----•-------- - -- ---- - --- - --- -------- c ■ . ■., ■ ■ _.,■ ■� page ' 24"1— - ■ ■ ■ ■- q 30" #5 X - rr TO MATCH HORZ. cl i i i ■ -i i i- Q ALT.HOOK i i ■ ■ ■ ■ #5@12"o/c HORZ d VERT ON BACK • • • i i ii FACE OF WALL,DOWELS TO FOOTINGS ARE NOT REQUIRED AT - ■ • - ■ ■ THESE VERT BARS ■ ■ ---i ■ i i .:i VAULT WALL VAULT WALL VAULT WALL VAULT WALL MATCH HORZ CORNER BRS REINF TOP ELEVATION VIEW ELEVATION VIEW ELEVATION VIEW ELEVATION VIEW ``ass/OHAEE�G�? LID & WALL TO CLOSURE DOWELS LID & WALL TO CLOSURE DOWELS LID & WALL TO CLOSURE DOWELS LID & WALL TO CLOSURE DOWELS TYP WALL CORNER REINF. AT PLANK VOID END FILL - 1011 WALL � AT VOID BLOCKOUTS - 1011 WALL n AT PLANK VOID END FILL 8" WALL r4 ATVDID BLOCKOUTS - 8" WALL z 55 SS SCALE 3/4"=1'-O" SS SCALE 3/4"=l'-O" SS SCALE 3/4114-011 E O V3 z__ 3/81'00'TITEN SS J a �" 22 31n SCREW ANCHOR � 3 —� �0- LEDGER ANGLE 1-1/4"DEEP STEEL BAR GRATING HS5 3x3x1/8 a 2x2x3/16 UJ > 7 ❑ ❑ ❑ ' ❑ 12 ❑ CONC CURB OR WALL t/1'6 SS ----- --- HSS T d B ' --------------------- El'I P: 3x3x1/8 3/16 I O 6 2 0 B I Z ANGLE - - _ ""� WIN '8 ¢ EA SIDE GRIND 8QS5 7SMOOTH TYP S5 3/8"0x3"TITEN 1/8 2 SS SCREW ANCHOR SADDLE SEAT ANGLE 2x2-1/2x3/16 W -- - = Z -- - -- - -- , -- ---11 -- ------- --- ----------- LEDGER ANGLE DETAILS n .I a HSS SEAT DETAIL n HSS FRAME CONN DETAIL W z C7 S5 SS SCALE 3114 0" SS SCALE 3'61'-0" SS SCALE 3"=1'-0" J O 8 611 Q 4'-0"�/- 3'-0"*/- 3'-0"'/- 611 GRATE SEC GRATE SEC GRATE SEC L II� GRATIN O STEEL GRATING LL 10,011 GRATED OPNG KEYNOTES 8 ME ME m GALVANIZED 2x2x3/16 ME V 8 1, 6"THICK CURB TYP @ THE PERIMETER OF = _ = ANGLE w/SIMPSON THE OPENING UNO.REINF w/#4@12"o/c HORZ 3/8"0x3"TITEN-HD SS FIN GRADE FIN GRADE FIN GRADE FIN GRADE 7 12 d VERT.PROVIDE PLACE CORNER BARS AT — _ _ _ SCREW ANCHOR @ 16"a/c. — 55 ALL HORZ REINF PLACE REINF AT THE 6"THICK =_III—I' 1=I;I_ PLACE 16T ANCHOR NO III 1' - ---------------------- ----- ----------- CENTER OF THE CURB, III CURB TYP II MORE THAN 4"FROM END _ — 6 THICK CURB I' 2. GALVANIZED STEEL ANGLE SEAT 2x2-3/16.COPE 'I= SEE A/65 -I' TYP SEE A/65 I- OF ANGLE.SEE 6/S5. III 6 2 HORZ LEG AT LADDER,SEE 6/55 FOR #4 TIES @ 5"o/c. FOR REINF. FOR REINF. ANCHORAGE TO CURB. PLACE FIRST TIE NO a 7 MORE THAN 2-1/2" o- 3. HSS 3x3x1/8 REMOVABLE STEEL FRAME @ 6"THICK CURB TYP co) SS FROM SUPPORT. SEE A/S5 FOR REINF. J _ 10 PERIMETER OF HINGED GRATE SECTION a _9 4. PROVIDE 36"x36".HINGED SECTION OF HC PLANK HC PLANK F SS 1= SS GRATING @ ACCESS LADDER. LID LID WG 5 co 5. GALVANIZED STEEL GRATING W-19-4 w/ 1-1/4116/16"ERG BARS. w EXTEND CURB EXTEND CURB VERT. 2 6. HATCHED AREA REPRESENTS EXTENT OF 24'I VERT,REINF 12-1/2° REINF 12.1/2"INTO ---- WIDE SLAB BM.SEE 11/95 FOR REINFORCING. o INTO LID CLOSURE LID CLOSURE POUR = POUR 7. KNEEWALL OR CELL DIVIDER WALL BELOW. ... g 71 8. HC PLANK LID ADJACENT TO THE GRATED A a - SS OPENING. STD (5146 TOP VAULT VAULT KNEEWALL 6" 4"0" 9, VAULT PERIMETER WALL. HOOK d BOT PERIMETER PERIMETER OR CELL GRATE SEC GRATE SEC GRATE SEC 21_pll - WALL WALL - - DIVIDER �p/R"°°'b'"//°"`"" SHEET: 10'-O" a° a ao WALL 0Y_ 05/2 Building Plan Review by n GRATING & CURB @ RAISED 51x10' OPNG CURB & SLAB BM o CURB @ OPNG „ CURB @ OPNG ,2 CURB @ OPNG SAFEbuilt S50F 5 SS SCALE 3/8"=1"011 S5 SCALE 1"61"0" SS \ / \ / SCALE 1"=1'-0" S5 SCALE 1"=1'-0" S5 SCALE 1"=1'-O" S-24-017 Allen Townhomes S�aE Solid Ground Engineering 8105 ve NE Engineer's Estimate ednion G�^A9RO5 9 Redmond WA 9snsz Project# 23-0014 Date: 3/19/2024 Estimator: TPA Tele:425.305.5104 DETENTION VAULT Items Quantity Unit Unit Price Cost Vault A 22770 CIF $ 5.00 $ 113,850.00 Vault B 16800 CIF $ 5.00 $ 84,000.00 Total $ 197,850.00 5 P. WAsg�� sssz RNSTY, �SSIpNAL BZyG ^��O 3� AAR TESTING AND INSPECTION, INC. K 7126 180th Avenue NE, Suite C101, Redmond, WA 98052 1 425-881-5812 7960 29th Avenue NE, Suite 105, Lacey, WA 98516 1 360-539-7445 112 Olds Station Road, Suite 100, Wenatchee, WA 98801 1 509-888-4457 December 2, 2024 AAR Project Number: 24-570B Building Official City of Arlington Building Department 238 North Olympic Avenue Arlington, WA 98223 Subject: Final Report Allen Townhomes Detention Vault B 8927 172nd St NE Arlington Permit No. BLD5911 This is to advise you that special inspections are completed on the above referenced project. The following inspections were required and copies of our inspection reports have been forwarded to you. Reinforced Concrete To the best of our knowledge all work inspected conformed to City of Arlington approved plans, specifications, IBC and related codes and/or verbal or written instructions from the Engineer of Record. Sincerely, AAR TESTING AND INSPECTION, INC. (�i�v wyy� ' e;��- Teajalam (TJ) Gounden Chris Christensen, PE President Vice President cc: Shanon Jordan <sjordan@landprogrp.com>; Mark Villwock <mvillwock@landprogrp.com> 968dda07-e51d-43c0-a7eb-41fdaead67d6 �y DAILY FIELD REPORT Inspection —J — Date AAR TESTING AND INSPECTION, INC. 09/12/2024 Report 7126 180th Ave NE, Suite C101, Redmond, WA 98052 1 425-881-5812 Number NCK091224E CLIENT INFORMATION PROJECT INFORMATION Contact Project No. 24-570B Company Land Pro Group Project Name Allen Townhomes Detention Vault B Address 10515 20th St SE #202 Address 8927 172nd St NE City Lake Stevens City Arlington Contractor Omni Permit No. BLD5911 INSPECTION TYPE(S) STRUCTURE(S) / LOCATION(S) O Reinforcing Steel Detention Vault B - Slab and Footings. Weather Temperature (OF) Start Time End Time Sunny 68 11:30 AM DRAWINGS/ DOCUMENTS REFERENCED Approved drawings:S2, S3, S4, S5. INSPECTION OBSERVATION / REMARKS As requested, I was on site and performed the following inspection: Reinforcing Steel Placement Location: Detention Vault B - Slab and Footings. I reviewed the above noted drawings and inspected reinforcing steel for footing dimensions, bar placement, spacing, bar size and grade, lap splices and clearances for concrete cover. All bar sizes and grades, lap splices and clearances for concrete cover are per plans and specifications. Items inspected are in conformance with approved plans,specifications,and jurisdictional requirements Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date Nathan Kingsbury 09/16/2024 Signature Teajalam (TJ) 09/17/2024 Gounden C420AA13-5143-4F1A-93B6-8C571025541D DAILY FIELD REPORT Inspection Date AAR TESTING AND INSPECTION, INC. 09/12/2024 Report 7126 180th Ave NE, Suite C101, Redmond, WA 98052 425-881-5812 Number NCK091224E PHOTOS yc- ' 3 _ - _ T �s In qL I I •� -}... � I ` i 7v�/� • � �:y9,G�>� ��a;t Mo-".�`L 4�11„ Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date Nathan Kingsbury 09/16/2024 Signature Teajalam (TJ) 09/17/2024 Gounden C420AA13-5143-4F1A-93B6-8C571025541D DAILY FIELD REPORT Inspection Date AAR TESTING AND INSPECTION, INC. 09/12/2024 Report 7126 180th Ave NE, Suite C101, Redmond, WA 98052 425-881-5812 Number NCK091224E c - I ✓ i `�� r r � J� bow r Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date Nathan Kingsbury 09/16/2024 Signature Teajalam (TJ) 09/17/2024 Gounden C420AA13-5143-4F1A-93B6-8C571025541D r � cue•. ,�� - It ►. �� """' l�iM�� ,mow � � + ► _r r �t 'vw, y� �j "1R• �y DAILY FIELD REPORT Inspection —J — Date AAR TESTING AND INSPECTION, INC. 09/13/2024 Report 7126 180th Ave NE, Suite C101, Redmond, WA 98052 1 425-881-5812 Number BL091324A CLIENT INFORMATION PROJECT INFORMATION Contact Project No. 24-570B Company Land Pro Group Project Name Allen Townhomes Detention Vault B Address 10515 20th St SE #202 Address 8927 172nd St NE City Lake Stevens City Arlington Contractor Permit No. BLD5911 INSPECTION TYPE(S) STRUCTURE(S) / LOCATION(S) O Concrete Placement Building B vault footing Weather Temperature (OF) Start Time End Time Cloudy 57 09:00 AM 04:00 PM DRAWINGS/ DOCUMENTS REFERENCED INSPECTION OBSERVATION / REMARKS As requested, I was on site for concrete placement observation, sampling and testing. The contractor placed concrete for Building B vault footing. Stanwood Redi-Mix supplied 50 cubic yards of concrete, mix #55420C. Concrete was placed by boom pump truck and consolidated with mechanical vibrator. I observed that clearances for reinforcing steel were maintained during placement. I obtained and checked each truck's delivery ticket as it arrived on site. I obtained a composite sample of concrete from the first truck. I performed temperature and slump testing on the fresh concrete. Additionally, I cast one set of 5 - 4x8 lab cure cylinder specimens of concrete for compressive strength testing at 7 and 56 days with one hold cylinder. Concrete cylinders will remain on site in a cure box overnight. The cylinders will be picked up tomorrow and transported to AAR laboratory for further curing and testing. Items inspected are in conformance with approved plans,specifications, and jurisdictional requirements Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date Bobby Luke 09/13/2024 Signature Teajalam (TJ) 09/14/2024 Gounden 340285a40a907273-1726245784434 DAILY FIELD REPORT Inspection Date AAR TESTING AND INSPECTION, INC. 09/13/2024 Report 7126 180th Ave NE, Suite C101, Redmond, WA 98052 425-881-5812 Number BL091324A PHOTOS CONCRETE CONCRETE REQUIREMENTS: LOCATION - STRENGTH MAX W/C RATIO ---"""--"- -------- - ----------------- --------- - _ f i WALLS 6 CIP LID AREAS 4000PSI @ 28 DAYS 0.50 FTGS & GRADE SLAB 4000PSI @ 56 DAYS 0.53 = r� PLANK VOID FILL TG MEET PLANK MFGR'S REQUIREMENTS# 1 w J PLANK JOINT GROUT "0 MEET PLANK MFGR'S REQUIREMENTS+ m MINIMUM STRENGTH SHALL BE 3000PSI @ 28 DAYS. - -------------------- ----- --------------- ------- AIR CONTENT: CONC, EXPOSED TO WEATHER SHALL CONTAIN'5X, +/-1% ENTRAINED AIR, i rp MLI MIX DESIGN: i » SHALL BE BASED ON FIELD EXPERIENCE OR TRIAL MIXTU'5E9,IN �- ------_:'_-1 CONFORMANCE WITH THE SPECIFICATIONS. !r,,r Specifications --- nw Drawings f • � ,r kw ,y M•.. qvr. .*ftft �_n Mil.SILT w L YGt ®M WALL-RE N Drawings Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date Bobby Luke 09/13/2024 Signature Teajalam (TJ) 09/14/2024 Gounden 340285a4Oa907273-1726245784434 DAILY FIELD REPORT Inspection Date AAR TESTING AND INSPECTION, INC. 09/13/2024 Report 7126 180th Ave NE, Suite C101, Redmond, WA 98052 1 425-881-5812 Number BL091324A 6TANW000 REDI-MIX,INC. ;0 BO%69 1 1 ,i,VANA,WA 98287 TICKET PHONE'I36016S2-7777 FAX(3601652 5685 230933 SOEOTO OmA-GW`KBOESDIUEIOMLLC DELIVERED TO 1105 w'Hm Ave .17171N0ST NE E.er.N ARUNGTON a216104961 BRING PAPER TICKETS ,,..e•�ommcontr.CDnBwlUtions-cem PLANTNO DATE CUSTOM[R NO /OB NO RUAR'COMMNY %N.NR rRR 10 O.CC1 2024-09-13 20M4% 'OMN1091324 Rf IlaKt wal nN. 91c Ant M.NO RUAD"" Of ORR NO DMVER NAME PRfC[OING TAUCA TRIP MO 919 a4 217 AI LEN VAU LT BRIANJ 1 Ur,ruNr OLIANTrtY VDl SN.,.EGYDS 0ROO1fDM3 USAGT "C_LuAR h REAR, •wvlDq. 12.Cs7 12.00 11000 VAULT FLOOR 0 4.00 1.0 uureo.a MODUR COOP "" OESCMIIION Ixo qu. 55420C S 112 SK COMMERCIAL MIX NO AIR "GNAIASTf. MI1N10E.SITEwATfR STANDBTm NDT SRM Batch 2095. •"�'!e MOOUCT ID OU__ PRODUCT DEscRR10N UNIT MNl lXT[NMD 12 WS 1/11[COMMERCIAL MX NO AIR I:N It OOfmvnmmr.l(empUtnce Clurlt I-•ta. ]OOEUN SIrtNrft rN lMrla) JOB SITE WATER BEGIN REVS LEE TOVfRS YD3 PUMPSLOWBACK IOBCOMPLETE SUBTOTAL SALES TAK 0 0 0 TOTAL MICE CLFMNATEDTICOM WE(''• r. -�D'ufrA •e Eelow.l uYnomY4fe eece•p!Dl carcr.le,..v.poalKt,. ne.to NI.r4+,.ra olne•nbrm.!wn IenUi�e4,n[II„N[tn. DeHr•PNar A-1 4rfet %AbNI Ld.Tar., 1RMA I—, CIXD St.M tf W DOD C.R,11b,1 5 2. fIXDU l.W NW OW AEE I4MI 0 0 r.fr a ri\•+N'V'R LL ID17:➢ S7 a s1s0 b Q0D W.S.Qfm) 0 0 R(mYIN,_„Ute s-tT.xM Nse now ow 7N0A 1AfOm 50 Ve 70.Do a lOSOO b 050 Lp in10 a IN)D ro 0. RmK 1Mw INN OOO 4Nr>bC INa 17Bu ODO Ticket a -@I f i'-..�..-,�E Alp t,a �w?Y�'M• I f dl i 4 1 61 1 toss(:' _=.:.r-t .. y �x _ _ _ �_ ,� I � ►� _ ` - — - `�' Empty Building B footing . - Vol. Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date Bobby Luke 09/13/2024 Signature Teajalam (TJ) 09/14/2024 Gounden 340285a40a907273-1726245784434 DAILY FIELD REPORT Inspection -J — Date AAR TESTING AND INSPECTION, INC. 09/13/2024 Report 7126 180th Ave NE, Suite C101, Redmond, WA 98052 425-881-5812 Number BL091324A Pouring of Building B vault footing FA0MwzN - Pouring of Building B vault footing Pouring of Building B vault footing . . Complete pouring of Building B vault footing Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date Bobby Luke 09/13/2024 Signature Teajalam (TJ) 09/14/2024 Gounden 340285a40a907273-1726245784434 �y DAILY FIELD REPORT Inspection —J — Date AAR TESTING AND INSPECTION, INC. 09/19/2024 Report 7126 180th Ave NE, Suite C101, Redmond, WA 98052 1 425-881-5812 Number AS091924B CLIENT INFORMATION PROJECT INFORMATION Contact Project No. 24-570B Company Land Pro Group Project Name Allen Townhomes Detention Vault B Address 10515 20th St SE #202 Address 8927 172nd St NE City Lake Stevens City Arlington Contractor Omni Permit No. BLD5911 INSPECTION TYPE(S) STRUCTURE(S) / LOCATION(S) O Reinforcing Steel Interior and exterior walls - Detention Vault B Weather Temperature (OF) Start Time End Time Foggy 52 08:00 AM 09:30 AM DRAWINGS/ DOCUMENTS REFERENCED Approved project drawings: S1, S3, S4 and S5 INSPECTION OBSERVATION / REMARKS As requested, I was on site and performed the following inspection: Reinforcing Steel Placement Approved project drawings: S1, S3, S4 and S5 Location: Exterior and interior walls - Detention vault B I reviewed the above noted drawings and inspected reinforcing steel for form dimensions, bar placement, spacing, bar size and grade, lap splices and clearances for concrete cover are per plans and specifications. Items inspected are in conformance with approved plans,specifications,and jurisdictional requirements Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date Arash Sadoghi 09/19/2024 Signature Teajalam (TJ) 09/22/2024 Gounden 874C85A3-CC51-486D-9CBE-129CFEB0958A DAILY FIELD REPORT Inspection Date AAR TESTING AND INSPECTION, INC. 09/19/2024 Report 7126 180th Ave NE, Suite C101, Redmond, WA 98052 425-881-5812 Number AS091924B PHOTOS h. Oki I Inspected area Reinforcing Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date Arash Sadoghi 09/19/2024 Signature Teajalam (TJ) 09/22/2024 Gounden 874C85A3-CC51-486D-9CBE-129CFEB0958A DAILY FIELD REPORT Inspection Date AAR TESTING AND INSPECTION, INC. 09/19/2024 Report 7126 180th Ave NE, Suite C101, Redmond, WA 98052 425-881-5812 Number AS091924B Till 41 1 t ,I I � 7• i\ Reinforcing Reinforcing Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date Arash Sadoghi 09/19/2024 Signature Teajalam (TJ) 09/22/2024 �� r2 Gounden 874C85A3-CC51-486D-9CBE-129CFEB0958A �y DAILY FIELD REPORT Inspection —J — Date AAR TESTING AND INSPECTION, INC. 09/24/2024 Report 7126 180th Ave NE, Suite C101, Redmond, WA 98052 1 425-881-5812 Number NCK092424A CLIENT INFORMATION PROJECT INFORMATION Contact Project No. 24-570B Company Land Pro Group Project Name Allen Townhomes Detention Vault B Address 10515 20th St SE #202 Address 8927 172nd St NE City Lake Stevens City Arlington Contractor Omni Contracting Solutions Permit No. BLD5911 INSPECTION TYPE(S) STRUCTURE(S) / LOCATION(S) O Concrete Placement Detention Vault (North) - Walls Weather Temperature (OF) Start Time End Time Overcast 59 07:00 AM DRAWINGS/ DOCUMENTS REFERENCED Approved drawings: S2,S3,S4,S5. INSPECTION OBSERVATION / REMARKS As requested, I was on site for concrete placement observation, sampling and testing. The contractor placed concrete for the Detention Vault (North) at the above referenced locations. Stanwood Redi-Mix supplied 50 cubic yards of concrete, mix # 55420C. Concrete was placed by boom pump and mechanically vibrated. I observed that clearances for reinforcing steel were maintained during placement. I obtained and checked the truck's delivery ticket when it arrived on site. I obtained a composite sample of concrete from the truck. I performed temperature, slump and air content testing on the fresh concrete. Additionally, I cast one set of 6 - 4x8 cylinder specimens of concrete for compressive strength testing at 3, 7 and 28 days with one hold cylinder. Concrete cylinders will remain on site in a cure box overnight. The cylinders will be picked up tomorrow and transported to AAR laboratory for further curing and testing. Concrete Test Results are as follows: Truck Number: #99,Ticket Number: #231334, Mix #: 55420C,Temperature: 74F, Slump: 5.5", and Air Content: 1.3%. Items inspected are in conformance with approved plans,specifications,and jurisdictional requirements Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date Nathan Kingsbury 09/25/2024 Signature Teajalam (TJ) 09/28/2024 Gounden 1C473ABF-BC42-449B-B4CF-4EC3AD2A06E8 DAILY FIELD REPORT Inspection Date AAR TESTING AND INSPECTION, INC. 09/24/2024 Report 7126 180th Ave NE, Suite C101, Redmond, WA 98052 425-881-5812 Number NCK092424A PHOTOS it (r F r• r- M A Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date Nathan Kingsbury 09/25/2024 Signature Teajalam (TJ) 09/28/2024 �` r2 Gounden 1C473ABF-BC42-449B-B4CF-4EC3AD2A06E8 DAILY FIELD REPORT Inspection —J — Date AAR TESTING AND INSPECTION, INC. 09/24/2024 Report 7126 180th Ave NE, Suite C101, Redmond, WA 98052 425-881-5812 Number { NCK092424A ol { K• r� t p ��4 I / t �Vt N r • Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date Nathan Kingsbury 09/25/2024 Signature Teajala m (TJ) 09/28/2024 Gounden 1C473ABF-BC42-449B-B4CF-4EC3AD2A06E8 �y DAILY FIELD REPORT Inspection —J — Date AAR TESTING AND INSPECTION, INC. 10/09/2024 Report 7126 180th Ave NE, Suite C101, Redmond, WA 98052 1 425-881-5812 Number DTG100924C CLIENT INFORMATION PROJECT INFORMATION Contact Project No. 24-570B Company Land Pro Group Project Name Allen Townhomes Detention Vault B Address 10515 20th St SE #202 Address 8927 172nd St NE City Lake Stevens City Arlington Contractor Permit No. BLD5911 INSPECTION TYPE(S) STRUCTURE(S) / LOCATION(S) O Grout Placement Grout for lid closures on vault A& B Weather Temperature (OF) Start Time End Time Overcast 11:30 AM DRAWINGS/ DOCUMENTS REFERENCED Approved site plans and batch ticket #231931 INSPECTION OBSERVATION / REMARKS As requested, I was on site for grout placement observation, sampling and testing. The contractor placed grout for vault lid closure at the above referenced locations. Stanwood Redi-mix supplied 4 cubic yards of grout, mix #A0100. Grout was placed by boom truck and consolidated with mechanical vibrator. I observed that clearances for reinforcing steel were maintained during placement. I obtained and checked each truck's delivery ticket as it arrived on site. I obtained a composite sample of grout from the first truck. I performed temperature and slump testing on the fresh grout. Additionally, I cast one set of 5 - 2x4 cylinder specimens of grout for compressive strength testing at 7 and 28 days with one hold cylinder. Grout cylinders will remain on site in a cure box overnight. The cylinders will be picked up tomorrow and transported to AAR laboratory for further curing and testing. Items inspected are in conformance with approved plans,specifications,and jurisdictional requirements Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date Del Green 10/14/2024 Signature Teajalam (TJ) 10/16/2024 Gounden 29EOD90D-B1CO-46D7-88F7-BD8D9AF8CE56 DAILY FIELD REPORT Inspection Date AAR TESTING AND INSPECTION, INC. 10/09/2024 Report 7126 180th Ave NE, Suite C101, Redmond, WA 98052 425-881-5812 Number DTG100924C PHOTOS Mp —� - -" Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date Del Green 10/14/2024 Signature Teajalam (TJ) 10/16/2024 Gounden 29EOD90D-B1CO-46D7-88F7-BD8D9AF8CE56 �y DAILY FIELD REPORT Inspection —J — Date AAR TESTING AND INSPECTION, INC. 10/09/2024 Report 7126 180th Ave NE, Suite C101, Redmond, WA 98052 1 425-881-5812 Number AS100924D CLIENT INFORMATION PROJECT INFORMATION Contact Project No. 24-570B Company Land Pro Group Project Name Allen Townhomes Detention Vault B Address 10515 20th St SE #202 Address 8927 172nd St NE City Lake Stevens City Arlington Contractor Omni Permit No. BLD5911 INSPECTION TYPE(S) STRUCTURE(S) / LOCATION(S) O Reinforcing Steel Perimeter side wall around, wall for opening pedestrian grate and manhole opening for detection vault lid - Detention Vault B Weather Temperature (OF) Start Time End Time Sunny 56 12:30 PM DRAWINGS/ DOCUMENTS REFERENCED Approved project drawings: S1, S3, S4 and S5 INSPECTION OBSERVATION / REMARKS As requested, I was on site and performed the following inspection: Reinforcing Steel Placement Reviewed approved project drawings: S1, S3, S4 and S5 Location: Perimeter side wall around, wall for opening pedestrian grate and manhole opening for detection vault lid - Detention Vault B I reviewed the above noted drawings and inspected reinforcing steel for perimeter side wall around, wall for opening pedestrian grate, manhole opening and cast in place lid section. Bar size and grade, lap splices, bar placement, spacing and clearances for concrete cover are per plans and specifications. Items inspected are in conformance with approved plans,specifications,and jurisdictional requirements Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date Arash Sadoghi 10/09/2024 Signature Teajalam (TJ) 10/11/2024 Gounden 12F2BEBC-501C-4B9E-A215-FOA3717CDBE0 DAILY FIELD REPORT Inspection Date AAR TESTING AND INSPECTION, INC. 10/09/2024 Report 7126 180th Ave NE, Suite C101, Redmond, WA 98052 425-881-5812 Number AS100924D PHOTOS ,4 P zaz ZA i _ t r lam: Inspected area Reinforcing Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date Arash Sadoghi 10/09/2024 Signature Teajalam (TJ) 10/11/2024 Gounden 12F2BEBC-501C-4B9E-A215-FOA3717CDBE0 DAILY FIELD REPORT Inspection Date AAR TESTING AND INSPECTION, INC. 10/09/2024 Report 7126 180th Ave NE, Suite C101, Redmond, WA 98052 425-881-5812 Number AS100924D _ ,all +. s+c - LL 4 is rcing Reinforcing Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date Arash Sadoghi 10/09/2024 Signature Teajalam (TJ) 10/11/2024 Gounden 12F2BEBC-501C-4B9E-A215-FOA3717CDBE0 DAILY FIELD REPORT Inspection Date AAR TESTING AND INSPECTION, INC. 10/09/2024 Report 7126 180th Ave NE, Suite C101, Redmond, WA 98052 425-881-5812 Number AS100924D e: 1 't. r I of Reinforcing Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date Arash Sadoghi 10/09/2024 Signature Teajalam (TJ) 10/11/2024 Gounden 12F2BEBC-501C-4B9E-A215-FOA3717CDBE0 CONCRETE MATERIALS REPORT AAR TESTING AND INSPECTION,INC. Inspection Date 09/13/2024 7126180th Ave NE,Suite C301 Report No. BL091324AI Redmond,WA 98052 425-881-5812 Inspectors Name Bobby Luke CLIENT INFORMATION PROJECT INFORMATION Contact Project No. 24-570B Company Land Pro Group Project Name Allen Townhomes Detention Vault B Address 10515 20th St SE#202 Address 8927 172nd St NE City Lake Stevens City Arlington Contractor Permit No. BLD5912 and BLD5911 Weather Cloudy Location A and B vault footing Gridlines Field Remarks As requested,I was on site for concrete placement observation,sampling,and testing.The contractor placed concrete for b vault footing.Stanwood Redi-Mix supplied 12 cubic yards of concrete mix#55420C.Concrete was placed by boom pump truck and consolidated with mechanical vibrator.I observed that clearances for reinforcing steel were maintained during placement.I obtained and checked each truck's delivery ticket as it arrived on site. FIELD TEST DATA STRENGTH REQUIREMENTS Supplier Stanwood Redi-Mix Mix Design Strength 5500 Plant No. 1 Set No. 1/1 Specified Strength(f'c) 4000 @ 56 Days Mix No. 55420C Sample Yardage Mix Design Approved Yes Truck No. 217 Total Yardage 12 Ticket No. 230933 Ambient Temp.('F) 57 REPORTED BATCH WEIGHTS PER CUBIC YARD Load Size 12.00 Concrete Temp.(`F) 73 Product Info. Design Target Actual Air Spec.(%) 1.0 Air Content(%) 1 Cement Slump Spec.(in.) 4.00 Slump(in.) 4.00 Slag/Fly Ash Curing Method Min.Temp.('F) Sand Nominal Size(In.) 4X8 Max Temp.('F) Aggregate Batch Time 09:19 AM Sample Time 10:15 AM Aggregate Aggregate FIELD TESTS PERFORMED(ASTM) Water Concrete Shotcrete CDF Grout Nonshrink Admixture Grout C31 C138 C1140 D4832 C109 C109 Admixture C143 C172 C1019 Admixture C173 C231 C31 AEA C1064 C1611 T106 Allowed Water(Gal) 20.95 By Whom Brian J C3621 C1758 T22 Added Water(Gal) 20 Date Age Diameter/ Length Height Sample Correction Area Max Load Strength Fracture Capping Sample ID Tested (days) Width(in.) (in.) (in) Mass Factor (in2) (lbs.) (psi) Type Tested By Method (kg.) C18265 A 9/20/2024 7 4.00 8.00 1.00 12.56 45,220 3,600 2 Brandon Romero C-1231 C18265 B 10/11/2024 28 4.00 8.00 1.00 12.56 69,360 5,520 1 Brandon Romero C18265 C 11/8/2024 56 4.00 8.00 1.00 12.56 75,510 6,010 2 Brandon Romero Compressive Strength C18265 D 11/8/2024 56 4.00 8.00 1.00 12.56 76,240 6,070 2 Brandon Romero Method C18265 E 11/8/2024 56 4.00 8.00 1.00 12.56 81,100 6,460 1 Brandon Romero C-39 Other Average Strength 6,180 Field Cures Lab Remarks At the time oftestinog,,all samples were moist and intact. Reviewed By: .fT,G, L_� 1 11/11/24 CONFORMING Stu Swensen,CET Date Page 1/1 NON-CONFORMING Page 1/1 Testing results relate only to the items inspected/tested.This report shall not be reproduced without written approval. CONCRETE MATERIALS REPORT AAR TESTING AND INSPECTION,INC. Inspection Date 09/24/2024 7126180th Ave NE,Suite C301 Report No. NCK092424A3 Redmond,WA 98052 425-881-5812 Inspectors Name Nathan Kingsbury CLIENT INFORMATION PROJECT INFORMATION Contact Project No. 24-570B Company Land Pro Group Project Name Allen Townhomes Detention Vault B Address 10515 20th St SE#202 Address 8927 172nd St NE City Lake Stevens City Arlington Contractor Omni Contracting Solutions LLC Permit No. BLD5911 weather Overcast Location Detention Vault(North)-Walls Gridlines Field Remarks FIELD TEST DATA STRENGTH REQUIREMENTS Supplier Stanwood Redi-Mix Mix Design Strength Plant No. 1 Set No. 1/1 Specified Strength(f'c) 4000 @ 28 Days Mix No. 55420C Sample Yardage 12 Mix Design Approved Yes Truck No. 99 Total Yardage 24 Ticket No. 231334 Ambient Temp.('F) 59 REPORTED BATCH WEIGHTS PER CUBIC YARD Load Site 12 Concrete Temp.(`F) 74 Product Info. Design Target Actual Air Spec.(%) Air Content(%) 1.3 Cement Slump Spec.(in.) 4 Slump(in.) 5.5 Slag/Fly Ash Curing Method Cure box Min.Temp.('F) Sand Nominal Size(In.) 4X8 Max Temp.('F) Aggregate Batch Time 07:53 AM Sample Time 08:35 AM Aggregate Aggregate FIELD TESTS PERFORMED(ASTM) Water Concrete Shotcrete CDF Grout Nonshrink Admixture Grout C31 C138 C1140 D4832 C109 C109 Admixture C143 C172 C1019 Admixture C173 C231 C31 AEA C1064 C1611 T106 Allowed Water(Gal) 20.97 By Whom Taylor C3621 C1758 T22 Added Water(Gal) 30 Date Age Diameter/ Length Height Sample Correction Area Max Load Strength Fracture Capping Sample ID Tested (days) Width(in.) (in.) (in) Mass Factor (in2) (lbs.) (psi) Type Tested By Method (kg.) C18395 A 9/27/2024 3 4.00 8.00 1.00 12.56 34,730 2,770 1 Stu Swenson C-1231 C18395 B 30/1/2024 7 4.00 8.00 1.00 12.56 38,630 3,080 2 Stu Swenson C18395 C 10/22/2024 28 4.00 8.00 1.00 12.56 64,180 5,110 1 Brandon Romero Compressive Strength C18395 D 10/22/2024 28 4.00 8.00 1.00 12.56 62,120 4,950 1 Brandon Romero Method C18395 E 10/22/2024 28 4.00 8.00 1.00 12.56 60,840 4,840 1 Brandon Romero C-39 C18395 F H Other Average Strength 4,970 Field Cures Lab Remarks At the time oftestinog,,all samples were moist and intact. Reviewed By: .fT,G, L_� 1 10/23/24 CONFORMING Stu Swenson,CET Date Page 1/1 NON-CONFORMING Page 1/1 Testing results relate only to the items inspected/tested.This report shall not be reproduced without written approval. CONCRETE MATERIALS REPORT AAR TESTING AND INSPECTION,INC. Inspection Date 10/09/2024 7126180th Ave NE,Suite C301 Report No. DTG100924C2 Redmond,WA 98052 425-881-5812 Inspectors Name Del Green CLIENT INFORMATION PROJECT INFORMATION Contact Project No. 24-570B Company Land Pro Group Project Name Allen Townhomes Detention Vault B Address 10515 20th St SE#202 Address 8927 172nd St NE City Lake Stevens City Arlington Contractor Permit No. BLD5911 Weather Overcast Location Grout for vault A&B lid closure Gridlines Field Remarks As requested,I was on site for concrete placement observation,sampling and testing. The contractor placed grout for vault lid closure at the above referenced locations.Stanwood redimix supplied 4 cubic yards of concrete,mix#A0100.Grout was placed by boom truck and FIELD TEST DATA STRENGTH REQUIREMENTS Supplier Stanwood redimix Mix Design Strength 3000 Plant No. 1 Set No. 1/1 Specified Strength(f'c) 3000 @ 28 Days Mix No. A0100 Sample Yardage 2 Mix Design Approved Truck No. 216 Total Yardage 4 Ticket No. 231931 Ambient Temp.('F) 58 REPORTED BATCH WEIGHTS PER CUBIC YARD Load Size 2 Concrete Temp.(`F) 70 Product Info. Design Target Actual Air Spec.(%) Air Content(%) Cement Slump Spec.(in.) 9 Slump(in.) Slag/Fly Ash Curing Method Min.Temp.('F) Sand Nominal Size(In.) 2X4 Max Temp.('F) Aggregate Batch Time 01:00 PM Sample Time 02:00 PM Aggregate Aggregate FIELD TESTS PERFORMED(ASTM) Water Concrete Shotcrete CDF Grout Nonshrink Admixture Grout C31 C138 C1140 D4832 C109 C109 Admixture C143 C172 C1019 Admixture C173 C231 C31 AEA C1064 C1611 T106 Allowed Water(Gal) 6.29 By Whom C3621 C1758 T22 Added Water(Gal) Date Age Diameter/ Length Height Sample Correction Area Max Load Strength Fracture Capping Sample ID Tested (days) Width(in.) (in.) (in) Mass Factor (in2) (lbs.) (psi) Type Tested By Method (kg.) C18560 A 10/16/2024 7 2.00 4.03 1.00 3.14 10,810 3,440 2 Brandon Romero C-1231 C18560 B 11/6/2024 28 2.00 4.02 1.00 3.14 22,650 7,210 2 Brandon Romero C18560 C 11/6/2024 28 2.00 4.02 1.00 3.14 21,510 6,850 1 Brandon Romero Compressive Strength C18560 D 11/6/2024 28 2.00 4.02 1.00 3.14 20,670 6,580 1 Brandon Romero Method C18560 E H C-39 Other Average Strength 6,880 Field Cures Lab Remarks At the time oftestinog,,all samples were moist and intact. Reviewed By: .fT,G, L_� 1 11/06/24 CONFORMING Stu Swensen,CET Date NON-CONFORMING Page 1/1 Testing results relate only to the items inspected/tested.This report shall not be reproduced without written approval.