HomeMy WebLinkAbout8927 172nd St NE_BLD5911_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: BLD5911 Permit Type: Commercial Building
Address/Parcel: 8927 172nd St Ne Completed (Month/Year): Decmeber 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 ARLINCr-i' TON
18204 59th Avenue NE,Arlington,WA 98223
INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551
BUILDING PERMIT
8927 172ND ST NE Permit#:5911
PERMIT EXPIRES 180 DAYS AFTER
Parcel#: 31052400301000 DATE OF ISSUANCE.
Scope of Work: Installation of stormwater detention vault Valuation: 113850.00
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 110/IRC 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.
ZZf �/G _&, d 08/22/2024
Applicant Si ature 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 $1,050.06
08/22/2024 Processing/Technology $25.00
08/22/2024 Building Permit $1,614.22
Total Due: $2,689.28
Total Payment: $2,689.28
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
VOL//�
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
❑✓ 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,(ifapplicable) https://waenergycodes.coml
❑ 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-SOUTH (A
Type of Permit: ❑✓ Commercial ❑ Multi-Family ❑ Mixed-Use
Property Address: 8927 172nd St NE Project Valuation:
Lot#: 0 Parcel ID No.: 31052400301000, 31052400300900 Subdivision: A 40
Project Scope of Work: Installation of Detention Vault
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
MailingAddress: 10 Sl S 1- ,! S �lit G C� -
L Sf(V h State: t1�� Zi
Architect Name: N/A 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
STD 0
Mailing Address:1 0505 � a1 4V City: 44 State: �VA_ Zip: CS/
Professional License Number: U7 Expiration Date:
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 O Not Applicable
Proposed Piping Material: O CSST O Brass O Black Steel O Galvanized Steel O Other
Proposed Piping Size: O Y2" O 5/8" O 3/4" O 1" O 11/2" O 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 = I $
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<SOhp 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 = $
RGV03.2022 Page 3 of 6
COMMERCIAL BUILDING
MECHANICAL PERMIT FEES (per unit)
Gas Fired AC > 500 Btu h x $ 50.00 = $
Gas Pi in <_ 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 <_100btu x $ 25.00 = $
Pkg. Units>100btu x $ 50.00 = $
Range/Cook top-Gas Fired x $ 15.00 = $
Refrigeration Unit<_100Btu h x 1 $ 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 $
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
REV03.2022 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 ins ections with permit.
Type of Fixture No.of Fixtures Cost per 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 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
COMMERCIAL BUILDING
PLUMBING PERMIT FEES (per fixture)
Re-ins ection 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, 0 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,[D 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 he e State of Washin ton, and the City of Arlington.A final inspection and approval shall be obtained when complete.
Asvd � - By: Ryan C. Larsen-VP Land Development 3/25/24
Signature Print Name Date
SAVE PRINT
REV03.2022 Page 6 of 6
C
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GENERAL CONSTRUCTION NOTES SPECIAL INSPECTION PLAN REINFORCING BAR FILL ECAST PLANKMFGR DIRECTED o
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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
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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
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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
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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
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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
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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
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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
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Z
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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 �'
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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 = $
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IBOV-451.20 z LL
♦•�� �� g 13 - 3 TYP @ CELL cc,
7 2 PERIMETER H o r
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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
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I6I5436x12 0❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ° ❑ ❑ ❑ ❑ ❑ ❑ _ --------------------- --- ----------- -------------- = 9
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5 _ OUGH 51
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8 1 TYP @CELL
�EJ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ i i T+--<'r— s l L ENO G�1
_____ _______ _
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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
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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
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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
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02 10& 6"THICK CURB AS OCCURS,SEE 7/S4 FOR REINF.DETAILS. $
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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
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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�'
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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�
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� 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
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@ 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-
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ANCHORAGE TO _�
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217 218 i`.`i 211 /-p111 211 r'p111 4"(-1/4") U) O
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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 \ / \ /
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S-24-017
SE 1/4, SW 1/4, SEC. 24, TWN 31N, RGE, W.M., CITY OF ARLINGTON, SNOHOMISH COUNTY, WASHINGTON
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i 31052500200100 W/SOLID LID PROJECT FILE No.PWD 3608 CHECKED BY: TPA
w s s —--—--—--—--—--—--—-- N=422705.24,E=1328712.79 DATE: 12-8-23
CITY OF ARLINGTON
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
ACCORACYAND COMPLETENESS OF THIS DATA.ANY DISCREPANCIES FOUND ANY CONSTRUCTION.AGENCIES INVOLVED 8 OF 26
BETWEEN WHATIS SHOWN ON THE PLANS AND WHAT IS NOTED IN THEF/ELD SHALL BE NOTIFIED WITHIN A REASONABLE SAFETY IS IN YOUR HANDS. DATE: THIS APPROVAL VALID FOR 18 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.
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
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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
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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
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PLAN VIEW41
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x C LID TO
C CLOSURE CLOSURE DOWELS @ EA Y I
�..-
TO WALL DOWELS @ PLANK.
EA PLANK.
LF
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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 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
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PLAN VIEW
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EA PLANK.
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VAULT
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ELEVATION VIEW
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tructures Date oz,- IT-zq
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-- 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 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 / (�
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T .... ..... ...... ....... _ .
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• 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
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$ ' i
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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
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A Division of Kosnik Engineering PC
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Earth Solutions NW«C
15365 NE 901h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 0904
Date Wed 9/4/2024 Weather 62°F, Clear Skies
Arrival/Departure Time(s) 7:45 AM — 8:45 AM Travel Time(hr) 1.00
Project Name Allen Townhomes
Location 8927 — 127th St NE, Arlington
ESNW Rep.&Phone Wilson Rawlings, L.G. I Field Supervisor 206.945.3343
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC l RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe Tract 996 stormwater detention vault excavation, probe
stormwater detention vault subgrade and observe stormwater detention vault capillary break installation.
Tract 996 —Stormwater Detention Vault— Excavation Observations & Subgrade Probe:
The temporary excavation was observed to have total exposed heights of about 9 feet (or less). The
temporary cuts consist of roughly 4 feet (or less) of medium dense native tan silty sands with gravel
(weathered glacial till), underlain by roughly 5 feet (or less) of dense to very dense tan to gray silty sands
with gravel (unweathered glacial till). With respect to horizontal to vertical (H:V), the perimeter excavation
laybacks were cut into a benched and/or sloped configuration, with projected overall inclination of
0.75H:1 V to 1 H:1 V, with no near vertical slopes exceeding eight-foot-high.
The sections of weathered glacial till within the temporary excavation perimeter cuts are considered to be
Type B soil (in accordance with OSHA and WISHA guidelines), with maximum allowable slopes of 1 H:1V
where groundwater seepage is not present. The sections of unweathered glacial till are considered Type
A soil, with maximum allowable slopes of 0.75HIV, with no vertical cuts exceeding four-foot-vertical and
where groundwater seepage is not present. No groundwater seepage was observed during the site visit.
Though the temporary cuts were observed to be over-steepened per OSHA and WISHA guidelines, no
indication of soil instability was observed during the site visit. ESNW rep will continue daily observations
of the temporary excavation (when workers are working in or around the excavation) until final grade is
restored.
Upon probing the excavation subgrade with a half-inch diameter steel T-probe, firm, unyielding
and stable soil conditions were observed, suitable for the support of the proposed stormwater
detention vault. The grading contractor was then observed placing roughly 6 inches of 1 '/4-inch clean
crushed rock as capillary break. The crushed rock was then mechanically compacted via a small
vibratory plate compactor, suitable for the support of the proposed detention vault.
Report ID 9906.00 E 2024 0904 Page 2 of 2
ESNW rep was informed by the grading contractor the excavated soil from Tract 996 would be stockpiled
and implemented as stormwater vault backfill once vault construction is complete. ESNW rep will return
tomorrow to observe Tract 999 stormwater detention vault excavation efforts, test density of placed and
compacted lot fills and collect a soil proctor sample. Please see attached map and image below.
-FT -
M 135:34 33; 32
' 998�
TRACT TRACT 995 SPACE_A \• ,.
- EM,A I
TRACT 994 , 3106?�OQ�00700
31 :30: !11 47: n I ` 310524003ODY01
I
AWM
171
A ` XC M t7PE.sp&a .
TRACT 997 - l
Stormwater Vault Excavation Area .14, Zs
Hi - 1
'apt..a c .y( .yam- �.i
1 �
Earth Solutions NW, LLC
Earth Solutions NW«C
15365 NE 901h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 3 Report ID 9906.00 E 2024 0905
Date Thu 9/5/2024 Weather 62°F, Clear Skies
Arrival/Departure Time(s) 7:45 AM — 8:45 AM Travel Time(hr) 1.00
Project Name Allen Townhomes
Location 8927 — 127th St NE, Arlington
ESNW Rep.&Phone Wilson Rawlings, L.G. I Field Supervisor 206.945.3343
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC LA2— RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe the overall configuration and condition of Tract 996
stormwater detention vault temporary excavation. ESNW rep was also onsite to observe Tract 999
stormwater detention vault temporary excavation efforts, collect one soil proctor sample, and observe
and test density of unit/road fill.
Tract 996 —Stormwater Detention Vault—Temporary Excavation Observations:
The temporary excavation was observed to be stable in the current configuration and condition. It is the
responsibility of the contractor to abide by all state and federal safety regulations.
Tract 999 — Stormwater Detention Vault—Temporary Excavation Observations:
ESNW rep observed the grading contractor begin excavating the temporary excavation for construction
of the stormwater detention vault. The temporary excavation was observed to have total exposed heights
of about 18 feet (or less). The temporary cuts consist of roughly 4 feet (or less) of medium dense native
tan silty sands with gravel (weathered glacial till), underlain by roughly 14 feet (or less) of dense to very
dense tan to gray silty sands with gravel (unweathered glacial till). Light groundwater seepage was
observed near the base of the south, east and west temporary cut slopes during the site visit. The
temporary excavation was observed to be stable in the current configuration and condition. It is the
responsibility of the contractor to abide by all state and federal safety regulations. ESNW will continue
daily observations of the temporary cut slopes (when workers are working in and/or around the
excavation) until final grade is restored.
Soil Proctor Sample Collection:
ESNW rep collected one soil proctor sample of native structural soil for laboratory analysis.
Units 10 Through 25, Road A, Drive A& Drive B — Structural Fills —Observations & Soil Density
Testing:
The grading contractor was observed continuing to place and mechanically compact structural fills along
units 10 through 25 and Road A, Drive A and Drive B. Each roughly 12-inch-thick loose lift was
mechanically compacted via a large vibratory drum roller. Soil density tests indicate adequate
compaction of at least 95-percent of the maximum dry density at tested locations.
Report ID 9906.00 E 2024 0905 Page 2 of 3
ESNW rep will return tomorrow to continue earthwork observations. Please see attached map and
images below.
Stormwater Vault Excavation Area
IT fF--
TRACT 995
— _ - Fill Area
AcXXS5•U'L X5
TRACT 04 1 ' l 710 a�3ppTl"
31 :aO: n: = •27. 26 : I \ 3106240MW7_'
1 5
— —AWWA
T T
2 IH I I
6
3 In 7
4 18 :17:15: 1S : 14 :1a:1 1: 10
We-
.° �o� : 1 : 2 : a : a : s : 6 : 7 : 8 : s
Stormwater Vault Excavation Area 172No fT NE(sisco P#MHn w)
Test Reference Maximum Test Test
Number Test Location Elevation proctor Dry Density Moisture Dry Density %of MDD
(Pcfl N (Pcf)
1 Road A Fill -2' 1 132.1 10.0 126.5 96
2 Units 19 Through 25 Fill -3' 1 132.1 9.7 125.9 95
3 Units 15 Through 18 Fill -3' 1 132.1 10.3 126.6 96
4 Drive B Fill -2' 1 132.1 10.1 126.0 95
5 Drive A Fill -2' 1 132.1 10.8 126.3 96
6 Units 10 Through 14 Fill -2' 1 132.1 9.9 126.8 96
7 Drive B Fill -2' 1 132.1 9.6 127.0 96
Earth Solutions NW, LLC
9906.00 E 2024 0905 3 of 3
U
� -ate_-�. - y f• ..' - _ _ ;~'�
E,
Earth Solutions NW, LLC
Earth Solutions NW«C
15365 NE 901h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 0906
Date Fri 9/6/2024 Weather 68°F, Clear Skies
Arrival/Departure Time(s) 11:30 — 12:30 PM Travel Time(hr) 0.5
Project Name Allen Townhomes
Location 8927 — 127th St NE, Arlington
ESNW Rep.&Phone Dmitri Chomica 206.823.4839
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC LX_7_ RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe Tract 996 and Tract 999 stormwater detention vault
excavations.
Tract 996 —Stormwater Detention Vault— Excavation Observations:
The temporary excavation was observed to have total exposed heights of about 9 feet (or less). The
temporary cuts consist of roughly 4 feet (or less) of medium dense native tan silty sands with gravel
(weathered glacial till), underlain by roughly 5 feet (or less) of dense to very dense tan to gray silty sands
with gravel (unweathered glacial till). With respect to horizontal to vertical (H:V), the perimeter excavation
laybacks were cut into a benched and/or sloped configuration, with projected overall inclination of
0.75H:1 V to 1 H:1 V, with no near vertical slopes exceeding eight-foot-high.
The sections of weathered glacial till within the temporary excavation perimeter cuts are considered to be
Type B soil (in accordance with OSHA and WISHA guidelines), with maximum allowable slopes of 1 H:1V
where groundwater seepage is not present. The sections of unweathered glacial till are considered Type
A soil, with maximum allowable slopes of 0.75H:1V, with no vertical cuts exceeding four-foot-vertical and
where groundwater seepage is not present. No groundwater seepage was observed during the site visit.
Though the temporary cuts were observed to be over-steepened per OSHA and WISHA guidelines, no
indication of soil instability was observed during the site visit. ESNW rep will continue daily observations
of the temporary excavation (when workers are working in or around the excavation) until final grade is
restored.
Tract 999 — Stormwater Detention Vault— Excavation Observations:
ESNW rep. observed the contractor begin Tract 999 Vault excavation. ESNW rep. observed the
contractor stockpiling the excavated material on-site. ESNW rep. was informed by the contractor that
continued vault excavation will occur the following week. See map for approximate location.
Report ID 9906.00 E 2024 0906 Page 2 of 2
r3�35:34,33: 32 .
oar wA(Xr,$wx` I
TRACT: TRACT 995 1
)96
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TRAC 994 ' fi
31 ;30; 29;28 7:26
Tract 996 Vault
Excavation Observation TRACT99s7 E�,
1
1
19 :20:21:22 23 :24:25 ; I
1
18 ;17;16:16 ;14 :13!12:11 10
_ Tract 999 Vault
-DRIVE Excavation
� ` 1
1 2:3:4: 8 6 :7:8.' 9
I_ -L1-1.__l__LJ_J
Earth Solutions NW, LLC
Earth Solutions NW«C
15365 NE 901h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 0909
Date Mon 9/9/2024 Weather 62°F, Cloudy
Arrival/Departure Time(s) 9:30 AM — 10:30 AM Travel Time(hr) 1.00
Project Name Allen Townhomes
Location 8927 — 127th St NE, Arlington
ESNW Rep.&Phone Wilson Rawlings, L.G. I Field Supervisor 206.945.3343
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC L4,(Z RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe the overall configuration and condition of Tract 996
stormwater detention vault temporary excavation. ESNW rep was also onsite to observe the overall
configuration and condition of Tract 999 stormwater detention vault temporary excavation, probe
stormwater detention vault subgrade and observe capillary break installation.
Tract 996 —Stormwater Detention Vault—Temporary Excavation Observations:
The temporary excavation was observed to be stable in the current configuration and condition. It is the
responsibility of the contractor to abide by all state and federal safety regulations.
Tract 999 — Stormwater Detention Vault—Temporary Excavation Observations:
ESNW rep observed the grading contractor complete excavating the temporary excavation for
construction of the stormwater detention vault. The temporary excavation was observed to have total
exposed heights of about 18 feet (or less). The temporary cuts consist of roughly 4 feet (or less) of
medium dense native tan silty sands with gravel (weathered glacial till), underlain by roughly 14 feet (or
less) of dense to very dense tan to gray silty sands with gravel (unweathered glacial till). Light
groundwater seepage was observed near the base of the south, east and west temporary cut slopes
during the site visit. Though considered over-steepened per OSHA and WISH guidelines, the temporary
excavation was observed to be stable in the current configuration and condition. It is the responsibility of
the contractor to abide by all state and federal safety regulations. Upon probing the excavation
subgrade with a half-inch diameter steel T-probe, firm, unyielding and stable soil conditions were
observed, suitable for the support of the proposed stormwater detention vault. The grading
contractor was observed placing at least 6 inches of 2-inch-clean crushed rock as capillary break. The
crushed rock was mechanically compacted via a small vibratory plate compactor, suitable for the support
of the proposed stormwater detention vault.
ESNW rep will return tomorrow to continue earthwork observations. Please see attached map and
images below.
Report ID 9906.00 E 2024 0909 Page 2 of 2
Stormwater Vault Excavation Area
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Stormwater Vault Excavation Area inmo fT Qff mosco odwkm wo
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Earth Solutions NW, LLC
Earth Solutions NW«C
15365 NE 901h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 0910
Date Tue 9/10/2024 Weather 63°F, Cloudy
Arrival/Departure Time(s) 10:30 AM - 12:30 PM Travel Time(hr) 0.50
Project Name Allen Townhomes
Location 8927 - 127th St NE, Arlington
ESNW Rep.&Phone Dmitri Chomica 1 (206) 823 - 4839
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC LAZ- RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work.Our services do not include supervision or direction of the contractor,their employees,or agents.Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate.The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our Feld representative.Jobsite safety,including compliance with all applicable state orfederal regulations,
is the sole responsibility of the contractor.The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe and test compaction of sewer main backfill and observe
the current condition and configuration of the stormwater detention vault Tract 996 and Tract 999
temporary excavations, in accordance with ESNW's letter dated September 9, 2024.
Sewer Installation / Backfill Observations:
ESNW rep. observed the contractor excavate a trench for the sewer. The trench subgrade was observed
to be firm and unyielding. ESNW rep. observed the contractor bed the sewer main in pea gravel. ESNW
rep. observed the contractor backfill the trench with native soil in even -12-inch lifts. Each lift was
compacted using a large vibrating hoe-pack. Soil density tests indicate adequate compaction of at least
95% of the maximum dry density at the tested locations. See map below for approximate test locations.
Tract 996- Stormwater Detention Vault-Temporary Excavation Observations:
The temporary excavation was observed to be stable in the current configuration and condition. It is the
responsibility of the contractor to abide by all state and federal safety regulations.
Tract 999 - Stormwater Detention Vault-Temporary Excavation Observations:
ESNW rep observed the grading contractor complete excavating the temporary excavation for
construction of the stormwater detention vault. The temporary excavation was observed to have total
exposed heights of about 18 feet (or less). The temporary cuts consist of roughly 4 feet (or less) of
medium dense native tan silty sands with gravel (weathered glacial till), underlain by roughly 14 feet (or
less) of dense to very dense tan to gray silty sands with gravel (unweathered glacial till). Light
groundwater seepage was observed near the base of the south, east and west temporary cut slopes
during the site visit. Though considered over-steepened per OSHA and WISH guidelines, the temporary
excavation was observed to be stable in the current configuration and condition. It is the responsibility of
the contractor to abide by all state and federal safety regulations.
Report ID 9906.00 E 2024 0910 Page 2 of 2
Maximum Test Test
Test Test Location Elevation Reference Dry Density Moisture Dry Density %of
Number Proctor (pcf) (%) (pcf) MDD
8 Sewer Main Backfill -3' 1 132.1 10.5 125.6 95
9 Sewer Main Backfill SG 1 132.1 10.2 126.9 96
10 Sewer Main Backfill -3' 1 132.1 9.9 126.2 96
11 Sewer Main Backfill SG 1 132.1 10.3 127.1 96
12 Sewer Main Backfill -3' 1 1 132.1 10.4 125.8 95
13 Sewer Main Backfill SG 1 132.1 10.6 125.4 95
Stormwater Vault
■� ` I' ;,F ' Excavation Area
9•V•p1i SYR / __ - _
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! J Storm Water Vault t?
I I "` Excavation Area
j _ `v
Earth Solutions NW, LLC
Earth Solutions NW«C
15365 NE 901h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 0911
Date Wed 9/11/2024 Weather 64°F, Cloudy
Arrival/Departure Time(s) 7:30 AM - 9:30 AM Travel Time(hr) 1.00
Project Name Allen Townhomes
Location 8927 - 127th St NE, Arlington
ESNW Rep.&Phone Dmitri Chomica 1206.823.4839
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC U Z-- RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe and test compaction of sewer main backfill and observe
the current condition and configuration of the stormwater detention vault Tract 996 and Tract 999
temporary excavations, in accordance with ESNW's letter dated September 9, 2024.
Sewer Installation / Backfill Observations:
ESNW rep. observed the contractor excavate a trench for the sewer. The trench subgrade was
observed to be firm and unyielding. ESNW rep. observed the contractor bed the sewer main in pea
gravel. ESNW rep. observed the contractor backfill the trench with native soil in even -12-inch lifts.
Each lift was compacted using a large vibrating hoe-pack. Soil density tests indicate adequate
compaction of at least 95% of the maximum dry density at the tested locations. See map below for
approximate test locations.
Tract 996 - Stormwater Detention Vault-Temporary Excavation Observations:
The temporary excavation was observed to be stable in the current configuration and condition. It is the
responsibility of the contractor to abide by all state and federal safety regulations.
Tract 999 - Stormwater Detention Vault-Temporary Excavation Observations:
ESNW rep observed the grading contractor complete excavating the temporary excavation for
construction of the stormwater detention vault. The temporary excavation was observed to have total
exposed heights of about 18 feet (or less). The temporary cuts consist of roughly 4 feet (or less) of
medium dense native tan silty sands with gravel (weathered glacial till), underlain by roughly 14 feet (or
less) of dense to very dense tan to gray silty sands with gravel (unweathered glacial till). Light
groundwater seepage was observed near the base of the south, east and west temporary cut slopes
during the site visit. Though considered over-steepened per OSHA and WISH guidelines, the temporary
excavation was observed to be stable in the current configuration and condition. It is the responsibility of
the contractor to abide by all state and federal safety regulations.
Report ID 9906.00 E 2024 0911 Page 2 of 2
Maximum Test Test
Test Test Location Elevation Reference Dry Density Moisture Dry Density %of
Number Proctor (pcf) (%) (Pcf) MDD
14 Sewer Main Backfill -3' 1 132.1 10.2 126.8 96
15 Sewer Main Backfill SG 1 132.1 10.5 125.3 95
16 Sewer Main Backfill -3' 1 132.1 10.3 125.8 95
17 Sewer Main Backfill SG 1 132.1 10.4 128.4 97
18 Sewer Main Backfill -3' 1 1 132.1 10.1 127.9 1 97
19 Sewer Main Backfill SG 1 132.1 9.9 127.2 96
X 35 34 33 32
Stormwater Vault
Excavation Area
arm
�1I•p1i SYR
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Stormwater Vault
Excavation Area
Earth Solutions NW, LLC
Earth Solutions NW«C
15365 NE 901h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 0912
Date Thu 9/12/2024 Weather 61°F, Cloudy
Arrival/Departure Time(s) 7:00 AM - 8:00 AM Travel Time(hr) 1.00
Project Name Allen Townhomes
Location 8927 - 127th St NE, Arlington
ESNW Rep.&Phone Dmitri Chomica 1 (206) 823-4839
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC LA _ RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe and test compaction of sewer main backfill and observe
the current condition and configuration of the stormwater detention vault Tract 996 and Tract 999
temporary excavations, in accordance with ESNW's letter dated September 9, 2024.
Sewer Installation / Backfill Observations:
ESNW rep. observed the contractor excavate a trench for the sewer. The trench subgrade was
observed to be firm and unyielding. ESNW rep. observed the contractor bed the sewer main in pea
gravel. ESNW rep. observed the contractor backfill the trench with native soil in even -12-inch lifts.
Each lift was compacted using a large vibrating hoe-pack. Soil density tests indicate adequate
compaction of at least 95% of the maximum dry density at the tested locations. See map below for
approximate test locations.
Tract 996 - Stormwater Detention Vault-Temporary Excavation Observations:
The temporary excavation was observed to be stable in the current configuration and condition. It is the
responsibility of the contractor to abide by all state and federal safety regulations.
Tract 999 - Stormwater Detention Vault-Temporary Excavation Observations:
ESNW rep observed the grading contractor complete excavating the temporary excavation for
construction of the stormwater detention vault. The temporary excavation was observed to have total
exposed heights of about 18 feet (or less). The temporary cuts consist of roughly 4 feet (or less) of
medium dense native tan silty sands with gravel (weathered glacial till), underlain by roughly 14 feet (or
less) of dense to very dense tan to gray silty sands with gravel (unweathered glacial till). Light
groundwater seepage was observed near the base of the south, east and west temporary cut slopes
during the site visit. Though considered over-steepened per OSHA and WISH guidelines, the temporary
excavation was observed to be stable in the current configuration and condition. It is the responsibility of
the contractor to abide by all state and federal safety regulations.
Report ID 9906.00 E 2024 0912 Page 2 of 2
Maximum Test Test
Test Test Location Elevation Reference Dry Density Moisture Dry Density %of
Number Proctor (pcf) (%) (pef) MDD
20 Sewer Main Backfill -3' 1 132.1 10.8 125.7 95
21 Sewer Main Backfill SG 1 132.1 10.4 126.3 96
22 Sewer Main Backfill -3' 1 132.1 10.2 126.8 96
23 Sewer Main Backfill SG 1 132.1 9.5 128.4 97
24 Sewer Main Backfill -4' 1 1 132.1 1 9.8 127.9 97
25 Sewer Main Backfill SG 1 132.1 9.4 127.1 96
Stormwater Vault
7WUCT11�
■� ` I' ,'F ' Excavation Area
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1 I . Stormwater Vault
I ` Excavation Area
Earth Solutions NW, LLC
Earth Solutions NW«C
15365 NE 901h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 0913
Date Fri 9/13/2024 Weather 66°F, Partly Cloudy
Arrival/Departure Time(s) 4:00 PM - 5:00 PM Travel Time(hr) 0.50
Project Name Allen Townhomes
Location 8927 - 127th St NE, Arlington
ESNW Rep.&Phone Dmitri Chomica 1 (206) 823-4839
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC LA2i RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe and test compaction of sewer backfill and observe the
current condition and configuration of the stormwater detention vault Tract 996 and Tract 999 temporary
excavations, in accordance with ESNW's letter dated September 9, 2024.
Sewer Installation / Backfill Observations:
ESNW rep. observed the contractor excavate a trench for the sewer. The trench subgrade was
observed to be firm and unyielding. ESNW rep. observed the contractor bed the sewer in pea gravel.
ESNW rep. observed the contractor backfill the trench with native soil in even -12-inch lifts. Each lift
was compacted using a large vibrating hoe-pack. Soil density tests indicate adequate compaction of at
least 95% of the maximum dry density at the tested locations. See map below for approximate test
locations.
Tract 996 - Stormwater Detention Vault-Temporary Excavation Observations:
The temporary excavation was observed to be stable in the current configuration and condition. It is the
responsibility of the contractor to abide by all state and federal safety regulations.
Tract 999 - Stormwater Detention Vault-Temporary Excavation Observations:
ESNW rep observed the grading contractor complete excavating the temporary excavation for
construction of the stormwater detention vault. The temporary excavation was observed to have total
exposed heights of about 18 feet (or less). The temporary cuts consist of roughly 4 feet (or less) of
medium dense native tan silty sands with gravel (weathered glacial till), underlain by roughly 14 feet (or
less) of dense to very dense tan to gray silty sands with gravel (unweathered glacial till). Light
groundwater seepage was observed near the base of the south, east and west temporary cut slopes
during the site visit. Though considered over-steepened per OSHA and WISH guidelines, the temporary
excavation was observed to be stable in the current configuration and condition. It is the responsibility of
the contractor to abide by all state and federal safety regulations.
Report ID 9906.00 E 2024 0913 Page 2 of 2
Maximum Test Test
Test Test Location Elevation Reference Dry Density Moisture Dry Density %of
Number Proctor (pcf) (%) (Pcf) MDD
26 Sewer Backfill -4' 1 132.1 10.6 126.5 96
27 Sewer Backfill SG 1 132.1 10.2 125.9 95
28 Sewer Backfill -4' 1 132.1 10.8 126.8 96
29 Sewer Backfill SG 1 132.1 10.3 125.8 95
30 Sewer Backfill -4' 1 132.1 10.8 127.5 97
31 Sewer Backfill SG 1 132.1 9.7 127.0 96
32 Sewer Backfill -4' 1 132.1 9.6 125.5 95
33 Sewer Backfill SG 1 132.1 9.9 126.3 96
34 Sewer Backfill -4' 1 132.1 10.5 129.5 98
35 Sewer Backfill SG 1 132.1 10.6 128.8 98
36 Sewer Backfill -4' 1 132.1 10.4 127.4 96
37 Sewer Backfill SG 1 132.1 10.7 127.6 97
I xlwlul» l�l
Stormwater Vault
Excavation Area
.4r1T
26-27 28-29 30-31
r
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it
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7 Y
32-33 34-35 36-37
f Maw1N<7UM4� � � S 1 17 15 15 1 I lx]i 11i10 I N , \
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aces unl'c
- - 1WOC'9A1 Z�-• ��
1 d_ Stormwater Vault
{ Excavation Area ;
Earth Solutions NW, LLC
Earth Solutions NW«C
15365 NE 901h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 0916
Date Mon 9/16/2024 Weather 65°F, Partly Cloudy
Arrival/Departure Time(s) 7:00 AM — 7:45 AM Travel Time(hr) 1.0
Project Name Allen Townhomes
Location 8927 — 127th St NE, Arlington
ESNW Rep.&Phone Dmitri Chomica 1 (206) 823-4839
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC LA2i RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe the current condition and configuration of the stormwater
detention vault Tract 996 and Tract 999 temporary excavations, in accordance with ESNW's letter dated
September 9, 2024
Tract 996 —Stormwater Detention Vault—Temporary Excavation Observations:
The temporary excavation was observed to be stable in the current configuration and condition. It is the
responsibility of the contractor to abide by all state and federal safety regulations.
Tract 999 —Stormwater Detention Vault—Temporary Excavation Observations:
ESNW rep observed the grading contractor complete excavating the temporary excavation for
construction of the stormwater detention vault. The temporary excavation was observed to have total
exposed heights of about 18 feet (or less). The temporary cuts consist of roughly 4 feet (or less) of
medium dense native tan silty sands with gravel (weathered glacial till), underlain by roughly 14 feet (or
less) of dense to very dense tan to gray silty sands with gravel (unweathered glacial till). Light
groundwater seepage was observed near the base of the south, east and west temporary cut slopes
during the site visit. Though considered over-steepened per OSHA and WISH guidelines, the temporary
excavation was observed to be stable in the current configuration and condition. It is the responsibility of
the contractor to abide by all state and federal safety regulations.
Report ID 9906.00 E 2024 0916 Page 2 of 2
31�IK'lu 33 32�
Storm water Vault
Excavation Area
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Excavation Area ;
•�•— - — �f /y �'� — it —r•�, ij — ` ~~
Earth Solutions NW, LLC
Earth Solutions NW«C
15365 NE 901h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 0917
Date Tue 9/17/2024 Weather 60°F, Partly Cloudy
Arrival/Departure Time(s) 7:00 AM — 7:30 AM Travel Time(hr) 1.0
Project Name Allen Townhomes
Location 8927 — 127th St NE, Arlington
ESNW Rep.&Phone Dmitri Chomica 1 (206) 823-4839
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC LAZ- RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe the current condition and configuration of the stormwater
detention vault Tract 996 and Tract 999 temporary excavations, in accordance with ESNW's letter dated
September 9, 2024
Tract 996 —Stormwater Detention Vault—Temporary Excavation Observations:
The temporary excavation was observed to be stable in the current configuration and condition. It is the
responsibility of the contractor to abide by all state and federal safety regulations.
Tract 999 —Stormwater Detention Vault—Temporary Excavation Observations:
ESNW rep observed the grading contractor complete excavating the temporary excavation for
construction of the stormwater detention vault. The temporary excavation was observed to have total
exposed heights of about 18 feet (or less). The temporary cuts consist of roughly 4 feet (or less) of
medium dense native tan silty sands with gravel (weathered glacial till), underlain by roughly 14 feet (or
less) of dense to very dense tan to gray silty sands with gravel (unweathered glacial till). Light
groundwater seepage was observed near the base of the south, east and west temporary cut slopes
during the site visit. Though considered over-steepened per OSHA and WISH guidelines, the temporary
excavation was observed to be stable in the current configuration and condition. It is the responsibility of
the contractor to abide by all state and federal safety regulations.
Report ID 9906.00 E 2024 0917 Page 2 of 2
31�IK'lu 33 32�
Storm water Vault
Excavation Area
Sn V•tC7i SYR _ -. F
� I i7r!w'o�atvfs 1
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J Stormwater Vault '
Excavation Area ;
•�•— - — �f /y �'� — it —r•�, ij — ` ~~
Earth Solutions NW, LLC
Earth Solutions NW«C
15365 NE 901h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 0918
Date Wed 9/18/2024 Weather 58°F, Partly Cloudy
Arrival/Departure Time(s) 7:00 AM — 7:30 AM Travel Time(hr) 1.0
Project Name Allen Townhomes
Location 8927 — 127th St NE, Arlington
ESNW Rep.&Phone Dmitri Chomica 1 (206) 823-4839
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC , ,q�J RAC
Field Supervisor InitiWls/D`attee Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe the current condition and configuration of the stormwater
detention vault Tract 996 and Tract 999 temporary excavations, in accordance with ESNW's letter dated
September 9, 2024
Tract 996 —Stormwater Detention Vault—Temporary Excavation Observations:
The temporary excavation was observed to be stable in the current configuration and condition. It is the
responsibility of the contractor to abide by all state and federal safety regulations.
Tract 999 —Stormwater Detention Vault—Temporary Excavation Observations:
ESNW rep observed the grading contractor complete excavating the temporary excavation for
construction of the stormwater detention vault. The temporary excavation was observed to have total
exposed heights of about 18 feet (or less). The temporary cuts consist of roughly 4 feet (or less) of
medium dense native tan silty sands with gravel (weathered glacial till), underlain by roughly 14 feet (or
less) of dense to very dense tan to gray silty sands with gravel (unweathered glacial till). Light
groundwater seepage was observed near the base of the south, east and west temporary cut slopes
during the site visit. Though considered over-steepened per OSHA and WISH guidelines, the temporary
excavation was observed to be stable in the current configuration and condition. It is the responsibility of
the contractor to abide by all state and federal safety regulations.
Report ID 9906.00 E 2024 0918 Page 2 of 2
31�IK'lu 33 32�
Storm water Vault
Excavation Area
Sn V•tC7i SYR _ -. F
� I i7r!w'o�atvfs 1
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I L.:
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J Stormwater Vault '
Excavation Area ;
•�•— - — �f /y �'� — it —r•�, ij — ` ~~
Earth Solutions NW, LLC
Earth Solutions NW«C
15365 NE 901h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 0919
Date Thu 9/19/2024 Weather 62°F, Partly Cloudy
Arrival/Departure Time(s) 12:30 —2:30 PM Travel Time(hr) 0.5
Project Name Allen Townhomes
Location 8927 — 127th St NE, Arlington
ESNW Rep.&Phone Dmitri Chomica 206.823.4839
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC 1.Z_ RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe the current condition and configuration of the stormwater
detention vault Tract 996 and Tract 999 temporary excavations, in accordance with ESNW's letter dated
September 9, 2024. ESNW rep. was also on-site to observe and test compaction of storm backfill.
Tract 996 —Stormwater Detention Vault—Temporary Excavation Observations:
The temporary excavation was observed to be stable in the current configuration and condition. It is the
responsibility of the contractor to abide by all state and federal safety regulations.
Tract 999 —Stormwater Detention Vault—Temporary Excavation Observations:
ESNW rep observed the grading contractor complete excavating the temporary excavation for
construction of the stormwater detention vault. The temporary excavation was observed to have total
exposed heights of about 18 feet (or less). The temporary cuts consist of roughly 4 feet (or less) of
medium dense native tan silty sands with gravel (weathered glacial till), underlain by roughly 14 feet (or
less) of dense to very dense tan to gray silty sands with gravel (unweathered glacial till). Light
groundwater seepage was observed near the base of the south, east and west temporary cut slopes
during the site visit. Though considered over-steepened per OSHA and WISH guidelines, the temporary
excavation was observed to be stable in the current configuration and condition. It is the responsibility of
the contractor to abide by all state and federal safety regulations.
Storm Installation / Backfill Observations:
ESNW rep. observed the contractor excavate a trench for the storm. The trench subgrade was observed
to be firm and unyielding. ESNW rep. observed the contractor bed the storm pipe in pea gravel. ESNW
rep. observed the contractor backfill the trench with native soil and then imported crushed rock in even
—1 2-inch lifts. Each lift was compacted using a large vibrating hoe-pack. Soil density tests indicate
adequate compaction of at least 95% of the maximum dry density at the tested locations. See map
below for approximate test locations.
Report ID 9906.00 E 2024 0919 Page 2 of 2
I � Stormwater Vault
11 ,y p, ,q • Excavation Area
I .. 38
lyh •. 1 _ _ r.,:.Of r+r .1111 ILc/:a• I i
I �-�owvwrla. l
�Nt1re, I 1
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w+o.:arvl I
I ter 81mil�UaoT�Ha I •~ i 31I�1'30t!e29138-39
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a 16 iT 16 <5 1a 1d I1: •1 I10
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42-43 44-45 Nllf ltt•1
_ s j "� —T; ,t
r Stormwater Vault
z I Excavation Area t '
Maximum Test Test
Test Test Location Elevation Reference Dry Density Moisture Dry Density of
Number Proctor (Pcfl fl M N (P� DD
38 Storm Backfill -4' 1 132.1 9.5 125.6 95
39 Storm Backfill SG 1 132.1 9.8 126.2 96
40 Storm Backfill -4' 1 132.1 8.6 125.8 95
41 Storm Backfill SG 1 132.1 8.4 124.9 95
42 Storm Backfill -2' 2 140.2 5.6 135.9 97
43 Storm Backfill SG 3 123.3 5.2 120.0 97
44 Storm Backfill -3' 2 140.2 5.4 133.6 95
45 Storm Backfill SG 3 123.3 5.9 119.6 97
Earth Solutions NW, LLC
Earth Solutions NW«C
15365 NE 901h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 0920
Date Fri 9/20/2024 Weather 65°F, Partly Cloudy
Arrival/Departure Time(s) 1:00 — 3:00 PM Travel Time(hr) 0.5
Project Name Allen Townhomes
Location 8927 — 127th St NE, Arlington
ESNW Rep.&Phone Dmitri Chomica 206.823.4839
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC LA Z_ RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe the current condition and configuration of the stormwater
detention vault Tract 996 and Tract 999 temporary excavations, in accordance with ESNW's letter dated
September 9, 2024. ESNW rep. was also on-site to observe and test compaction of storm backfill.
Tract 996 —Stormwater Detention Vault—Temporary Excavation Observations:
The temporary excavation was observed to be stable in the current configuration and condition. It is the
responsibility of the contractor to abide by all state and federal safety regulations.
Tract 999 —Stormwater Detention Vault—Temporary Excavation Observations:
ESNW rep observed the grading contractor complete excavating the temporary excavation for
construction of the stormwater detention vault. The temporary excavation was observed to have total
exposed heights of about 18 feet (or less). The temporary cuts consist of roughly 4 feet (or less) of
medium dense native tan silty sands with gravel (weathered glacial till), underlain by roughly 14 feet (or
less) of dense to very dense tan to gray silty sands with gravel (unweathered glacial till). Light
groundwater seepage was observed near the base of the south, east and west temporary cut slopes
during the site visit. Though considered over-steepened per OSHA and WISH guidelines, the temporary
excavation was observed to be stable in the current configuration and condition. It is the responsibility of
the contractor to abide by all state and federal safety regulations.
Storm Installation / Backfill Observations:
ESNW rep. observed the contractor excavate a trench for the storm. The trench subgrade was observed
to be firm and unyielding. ESNW rep. observed the contractor bed the storm pipe in pea gravel. ESNW
rep. observed the contractor backfill the trench with native soil and then imported crushed rock in even
—1 2-inch lifts. Each lift was compacted using a large vibrating hoe-pack. Soil density tests indicate
adequate compaction of at least 95% of the maximum dry density at the tested locations. See map
below for approximate test locations.
Report ID 9906.00 E 2024 0920 Page 2 of 2
Stormwater Vault
Excavation Area
r �
61wuwona
__ I 11 Gw'G..ILPII I 1
w �
� ,. ii�s I � T •! . 1. 1
I
.a V(1•JMi-
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,
i 50-51 52-53 1 ,t
Stormwater Vault
Excavation Area ,
i
L - I
Maximum Test Test
Test Test Location Elevation Reference Dry Density Moisture Dry Density of
Number Proctor (Pcfl fl M N (P� DD
46 Storm Backfill -4' 1 132.1 8.9 126.2 96
47 Storm Backfill SG 1 132.1 8.4 125.8 95
48 Storm Backfill -4' 1 132.1 8.9 125.9 95
49 Storm Backfill SG 1 132.1 9.6 126.9 96
50 Storm Backfill -4' 2 140.2 6.3 135.6 97
51 Storm Backfill SG 3 123.3 5.9 118.5 96
52 Storm Backfill -4' 2 140.2 5.4 132.6 95
53 Storm Backfill SG 3 123.3 5.6 117.6 95
Earth Solutions NW, LLC
Earth Solutions NW«C
15365 NE 901h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 0923
Date Mon 9/23/2024 Weather 66°F, Partly Cloudy
Arrival/Departure Time(s) 12:00 — 1:00 PM Travel Time(hr) 0.25
Project Name Allen Townhomes
Location 8927 — 127th St NE, Arlington
ESNW Rep.&Phone Dmitri Chomica 206.823.4839
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC UZ_ RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe the current condition and configuration of the stormwater
detention vault Tract 996 and Tract 999 temporary excavations, in accordance with ESNW's letter dated
September 9, 2024. ESNW rep. was also on-site to observe and test compaction of storm backfill.
Tract 996 —Stormwater Detention Vault—Temporary Excavation Observations:
The temporary excavation was observed to be stable in the current configuration and condition. It is the
responsibility of the contractor to abide by all state and federal safety regulations.
Tract 999 —Stormwater Detention Vault—Temporary Excavation Observations:
ESNW rep observed the grading contractor complete excavating the temporary excavation for
construction of the stormwater detention vault. The temporary excavation was observed to have total
exposed heights of about 18 feet (or less). The temporary cuts consist of roughly 4 feet (or less) of
medium dense native tan silty sands with gravel (weathered glacial till), underlain by roughly 14 feet (or
less) of dense to very dense tan to gray silty sands with gravel (unweathered glacial till). Light
groundwater seepage was observed near the base of the south, east and west temporary cut slopes
during the site visit. Though considered over-steepened per OSHA and WISH guidelines, the temporary
excavation was observed to be stable in the current configuration and condition. It is the responsibility of
the contractor to abide by all state and federal safety regulations.
Storm Installation / Backfill Observations:
ESNW rep. observed the contractor excavate a trench for the storm. The trench subgrade was observed
to be firm and unyielding. ESNW rep. observed the contractor bed the storm pipe in pea gravel. ESNW
rep. observed the contractor backfill the trench with native soil and then imported crushed rock in even
—1 2-inch lifts. Each lift was compacted using a large vibrating hoe-pack. Soil density tests indicate
adequate compaction of at least 95% of the maximum dry density at the tested locations. See map
below for approximate test locations.
Report ID 9906.00 E 2024 0923 Page 2 of 2
,.aouo
I ' � Stormwater Vault
oAYOGRIr6 1 -va,:.
Excavation Area
srsls.I,aaaa' ..-
t � LI ili i++i Y + .u,•nna +
w_♦o,.sue.: I' 'TT l I
I �-�owivwrta. l I
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w+o.:arvTOW
, I
t i almil0as� n•� tt=rsll .:e � a.liltl�IMsA ` � '1
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1
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jI
u l 4a II t I
all l?7!]YtC.•._._- I 1 • tlf 1a 1d �: ,1 ,p
54-55 56-57 58-59 _
• Stormwater Vault
Excavation Area t
Ilk
---
Maximum Test Test
Test Test Location Elevation Reference Dry Density Moisture Dry Density of
Number Proctor (Pcfl fl M N (P� DD
54 Storm Backfill -8' 2 140.2 4.8 136.2 97
55 Storm Backfill 4 2 140.2 5.6 134.2 96
56 Storm Backfill SG 3 123.3 5.1 120.6 98
57 Storm Backfill -8' 2 140.2 4.8 133.2 95
58 Storm Backfill 4 2 140.2 5.6 136.0 97
59 Storm Backfill SG 3 123.3 5.2 117.5 95
Earth Solutions NW, LLC
Earth Solutions NW«C
15365 NE 901h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 0924
Date Tue 9/24/2024 Weather 64°F, Partly Cloudy
Arrival/Departure Time(s) 10:30 - 11:30 AM 3:15-4:15 PM Travel Time(hr) 1.0
Project Name Allen Townhomes
Location 8927 - 127th St NE, Arlington
ESNW Rep.&Phone Dmitri Chomica 206.823.4839
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC X_ RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe the current condition and configuration of the stormwater
detention vault Tract 996 and Tract 999 temporary excavations, in accordance with ESNW's letter dated
September 9, 2024. ESNW rep. was also on-site to observe and test compaction of storm backfill.
Tract 996 -Stormwater Detention Vault-Temporary Excavation Observations:
The temporary excavation was observed to be stable in the current configuration and condition. It is the
responsibility of the contractor to abide by all state and federal safety regulations.
Tract 999 -Stormwater Detention Vault-Temporary Excavation Observations:
ESNW rep observed the grading contractor complete excavating the temporary excavation for
construction of the stormwater detention vault. The temporary excavation was observed to have total
exposed heights of about 18 feet (or less). The temporary cuts consist of roughly 4 feet (or less) of
medium dense native tan silty sands with gravel (weathered glacial till), underlain by roughly 14 feet (or
less) of dense to very dense tan to gray silty sands with gravel (unweathered glacial till). Light
groundwater seepage was observed near the base of the south, east and west temporary cut slopes
during the site visit. Though considered over-steepened per OSHA and WISH guidelines, the temporary
excavation was observed to be stable in the current configuration and condition. It is the responsibility of
the contractor to abide by all state and federal safety regulations.
Storm Installation / Backfill Observations:
ESNW rep. observed the contractor excavate a trench for the storm. The trench subgrade was observed
to be firm and unyielding. ESNW rep. observed the contractor bed the storm pipe in pea gravel. ESNW
rep. observed the contractor backfill the trench with native soil in even -12-inch lifts. Each lift was
compacted using a large vibrating hoe-pack. Soil density tests indicate adequate compaction of at least
95% of the maximum dry density at the tested locations. See map below for approximate test locations.
Report ID 9906.00 E 2024 0924 Page 2 of 2
Stormwater Vault
Excavation Area
..-
,. •: I III I.' '.' TRA,
I lyh � I _ _ y.:.�Irt.,.a ��� .uu LLc ri•- I
�NNYo I 1 7
1 i al�la®o®n ` ••� � i��i� .:, I >wl�lsr Is,� \ \ ��
uraoT ana4y l 31 Cso, 291
w ;.
60-61
1 b'z. 25
62-63
-
�
71 1d I:I •.1 Ito I I 1
M`"�ner
Stormwater Vault
Excavation Area t
-�_T�. —
Maximum Test Test
Test Test Location Elevation Reference Dry Density Moisture Dry Density of
Number Proctor (Pcfl fl M N (P� DD
60 Storm Backfill -41 1 132.1 8.6 126.2 96
61 Storm Backfill SG 1 132.1 9.6 126.9 96
62 Storm Backfill -41 1 132.1 9.2 125.4 95
63 Storm Backfill SG 1 132.1 9.5 129.6 98
Earth Solutions NW, LLC
Earth Solutions NW«C
15365 NE 901h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 0925
Date Wed 9/25/2024 Weather 58°F, Partly Cloudy
Arrival/Departure Time(s) 1:30 - 3:00 PM Travel Time(hr) 0.50
Project Name Allen Townhomes
Location 8927 - 127th St NE, Arlington
ESNW Rep.&Phone Dmitri Chomica 206.823.4839
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC X_ RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe the current condition and configuration of the stormwater
detention vault Tract 996 and Tract 999 temporary excavations, in accordance with ESNW's letter dated
September 9, 2024. ESNW rep. was also on-site to observe and test compaction of storm backfill.
Tract 996 -Stormwater Detention Vault-Temporary Excavation Observations:
The temporary excavation was observed to be stable in the current configuration and condition. It is the
responsibility of the contractor to abide by all state and federal safety regulations.
Tract 999 -Stormwater Detention Vault-Temporary Excavation Observations:
ESNW rep observed the grading contractor complete excavating the temporary excavation for
construction of the stormwater detention vault. The temporary excavation was observed to have total
exposed heights of about 18 feet (or less). The temporary cuts consist of roughly 4 feet (or less) of
medium dense native tan silty sands with gravel (weathered glacial till), underlain by roughly 14 feet (or
less) of dense to very dense tan to gray silty sands with gravel (unweathered glacial till). Light
groundwater seepage was observed near the base of the south, east and west temporary cut slopes
during the site visit. Though considered over-steepened per OSHA and WISH guidelines, the temporary
excavation was observed to be stable in the current configuration and condition. It is the responsibility of
the contractor to abide by all state and federal safety regulations.
Storm Installation / Backfill Observations:
ESNW rep. observed the contractor excavate a trench for the storm. The trench subgrade was observed
to be firm and unyielding. ESNW rep. observed the contractor bed the storm pipe in pea gravel. ESNW
rep. observed the contractor backfill the trench with native soil in even -12-inch lifts. Each lift was
compacted using a large vibrating hoe-pack. Soil density tests indicate adequate compaction of at least
95% of the maximum dry density at the tested locations. See map below for approximate test locations.
Report ID 9906.00 E 2024 0925 Page 2 of 2
nruo
`r Stormwater Vault
Excavation Area
ahs Il »,11 a:
I Tr •: I �I w I maT'
1 1 I Y + „u•nna
I IYaa , '-'Ili. ��li-- a.liac i.• i
68-69 I
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�. 17 Excavation Area t '
- . 1 \ l.117,. .._
Maximum Test Test
Test Test Location Elevation Reference Dry Density Moisture Dry Density of
Number Proctor (Pcfl fl M N (P� DD
64 Storm Backfill -2' 1 132.1 9.6 125.8 95
65 Storm Backfill SG 1 132.1 9.9 126.3 96
66 Storm Backfill -2' 1 132.1 9.5 125.8 95
67 Storm Backfill SG 1 132.1 9.8 128.6 97
68 Storm Backfill -2' 1 132.1 9.6 126.2 96
69 Storm Backfill SG 1 132.1 9.4 129.6 98
Earth Solutions NW, LLC
Earth Solutions NW«C
15365 NE 901h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 0926
Date Thu 9/26/2024 Weather 62°F, Partly Cloudy
Arrival/Departure Time(s) 10:45 - 11:45 AM Travel Time(hr) 0.75
Project Name Allen Townhomes
Location 8927 - 127th St NE, Arlington
ESNW Rep.&Phone Dmitri Chomica 206.823.4839
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC 11� RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe the current condition and configuration of the stormwater
detention vault Tract 996 and Tract 999 temporary excavations, in accordance with ESNW's letter dated
September 9, 2024. ESNW rep. was also on-site to observe and test compaction of storm backfill.
Tract 996 -Stormwater Detention Vault-Temporary Excavation Observations:
The temporary excavation was observed to be stable in the current configuration and condition. It is the
responsibility of the contractor to abide by all state and federal safety regulations.
Tract 999 -Stormwater Detention Vault-Temporary Excavation Observations:
ESNW rep observed the grading contractor complete excavating the temporary excavation for
construction of the stormwater detention vault. The temporary excavation was observed to have total
exposed heights of about 18 feet (or less). The temporary cuts consist of roughly 4 feet (or less) of
medium dense native tan silty sands with gravel (weathered glacial till), underlain by roughly 14 feet (or
less) of dense to very dense tan to gray silty sands with gravel (unweathered glacial till). Light
groundwater seepage was observed near the base of the south, east and west temporary cut slopes
during the site visit. Though considered over-steepened per OSHA and WISH guidelines, the temporary
excavation was observed to be stable in the current configuration and condition. It is the responsibility of
the contractor to abide by all state and federal safety regulations.
Storm Installation / Backfill Observations:
ESNW rep. observed the contractor excavate a trench for the storm. The trench subgrade was observed
to be firm and unyielding. ESNW rep. observed the contractor bed the storm pipe in pea gravel. ESNW
rep. observed the contractor backfill the trench with native soil in even -12-inch lifts. Each lift was
compacted using a large vibrating hoe-pack. Soil density tests indicate adequate compaction of at least
95% of the maximum dry density at the tested locations. See map below for approximate test locations.
Report ID 9906.00 E 2024 0926 Page 2 of 2
,n�ruo
1 •ancr••w��o � �';
�r Stormwater Vault
72-73 , I, r-- Excavation Area
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Stormwater Vault
�. 17 Excavation Area t '
Maximum Test Test
Test Test Location Elevation Reference Dry Density Moisture Dry Density of
Number Proctor (Pcfl fl M N (P� DD
70 Storm Backfill -41 1 132.1 9.2 125.8 95
71 Storm Backfill SG 1 132.1 9.6 125.9 95
72 Storm Backfill -41 1 132.1 9.8 126.3 96
73 Storm Backfill SG 1 132.1 9.7 126.9 96
Earth Solutions NW, LLC
Earth Solutions NW«C
15365 NE 901h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 0927
Date Fri 9/27/2024 Weather 52°F, Partly Cloudy
Arrival/Departure Time(s) 7:45 — 8:30 AM Travel Time(hr) 1.25
Project Name Allen Townhomes
Location 8927 — 127th St NE, Arlington
ESNW Rep.&Phone Dmitri Chomica 206.823.4839
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC Lr— RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe the current condition and configuration of the stormwater
detention vault Tract 996 and Tract 999 temporary excavations, in accordance with ESNW's letter dated
September 9, 2024.
Tract 996 —Stormwater Detention Vault—Temporary Excavation Observations:
The temporary excavation was observed to be stable in the current configuration and condition. It is the
responsibility of the contractor to abide by all state and federal safety regulations.
Tract 999 —Stormwater Detention Vault—Temporary Excavation Observations:
ESNW rep observed the grading contractor complete excavating the temporary excavation for
construction of the stormwater detention vault. The temporary excavation was observed to have total
exposed heights of about 18 feet (or less). The temporary cuts consist of roughly 4 feet (or less) of
medium dense native tan silty sands with gravel (weathered glacial till), underlain by roughly 14 feet (or
less) of dense to very dense tan to gray silty sands with gravel (unweathered glacial till). Light
groundwater seepage was observed near the base of the south, east and west temporary cut slopes
during the site visit. Though considered over-steepened per OSHA and WISH guidelines, the temporary
excavation was observed to be stable in the current configuration and condition. It is the responsibility of
the contractor to abide by all state and federal safety regulations.
Report ID 9906.00 E 2024 0927 Page 2 of 2
,.aouo
I .ecyee••ssy.v ` ��;
Stormwater Vault
OJYOGR�n6 IIjVL�,:� '_
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Stormwater Vault
Excavation Area t '
11Y�Y�K.V1 -
1
Earth Solutions NW, LLC
Earth Solutions NW«C
1 15365 NE 90`h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 0930
Date Mon 9/30/2024 Weather 55°F, Partly Cloudy
Arrival/Departure Time(s) 12:00 - 1:30 PM Travel Time(hr) 0.50
Project Name Allen Townhomes
Location 8927 - 127th St NE, Arlington
ESNW Rep.&Phone Dmitri Chomica 206.823.4839
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC LA'-'- RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe the current condition and configuration of the stormwater
detention vault Tract 996 and Tract 999 temporary excavations, in accordance with ESNW's letter dated
September 9, 2024. ESNW rep. was also onsite to observe and test compaction of vault backfill.
Tract 996 -Stormwater Detention Vault-Temporary Excavation Observations:
The temporary excavation was observed to be stable in the current configuration and condition. It is the
responsibility of the contractor to abide by all state and federal safety regulations.
Tract 999 - Stormwater Detention Vault-Temporary Excavation Observations:
The temporary excavation was observed to have total exposed heights of about 18 feet (or less). The
temporary cuts consist of roughly 4 feet (or less) of medium dense native tan silty sands with gravel
(weathered glacial till), underlain by roughly 14 feet (or less) of dense to very dense tan to gray silty
sands with gravel (unweathered glacial till). Light groundwater seepage was observed near the base of
the south, east and west temporary cut slopes during the site visit. Though considered over-steepened
per OSHA and WISH guidelines, the temporary excavation was observed to be stable in the current
configuration and condition. It is the responsibility of the contractor to abide by all state and federal safety
regulations.
Tract 999 Vault Excavation Backfill Observations:
ESNW rep. observed the contractor begin backfilling the vault excavation along the north, east and west
sides of the vault. ESNW rep. observed the contractor grade out -12-inch lifts of native soil along the
vault excavation and compact each lift using a large vibrating hoe-pack. Soil density tests indicate
adequate compaction of at least 95% of the maximum dry density at the tested locations. See map
below for approximate test locations.
Report ID 9906.00 E 2024 0930 Page 2 of 2
r Stormwater Vault
Excavation Area
76635 34 132,i i 22
, ux.as :n• I i ;� wiancra
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�1 .
98-99
TFa. ,•„ 102-103 x
Stormwater Vault
Excavation Area
Maximum Test Test
Test Test Location Elevation Reference Dry MDD
Number Proctor Density Moisture Dry Density(Pcf) N (Pcf)
98 Vault Excavation Backfill -10, 1 132.1 9.5 125.3 95
99 Vault Excavation Backfill -8' 1 132.1 9.8 125.6 95
100 Vault Excavation Backfill -10, 1 132.1 9.6 125.9 95
101 Vault Excavation Backfill -8' 1 132.1 9.7 126.9 96
102 Vault Excavation Backfill -10, 1 132.1 9.8 125.8 95
103 Vault Excavation Backfill -8' 1 132.1 9.4 125.0 95
Earth Solutions NW,LLC
Earth Solutions NW«C
1 15365 NE 90`h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 1001
Date Tue 10/1/2024 Weather 58°F, Partly Cloudy
Arrival/Departure Time(s) 9:45 - 10:45 AM Travel Time(hr) 0.75
Project Name Allen Townhomes
Location 8927 - 127th St NE, Arlington
ESNW Rep.&Phone Dmitri Chomica 206.823.4839
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC I,KZ_ RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe the current condition and configuration of the stormwater
detention vault Tract 996 and Tract 999 temporary excavations, in accordance with ESNW's letter dated
September 9, 2024. ESNW rep. was also onsite to observe and test compaction of sewer backfill.
Tract 996 -Stormwater Detention Vault-Temporary Excavation Observations:
The temporary excavation was observed to be stable in the current configuration and condition. It is the
responsibility of the contractor to abide by all state and federal safety regulations.
Tract 999 - Stormwater Detention Vault-Temporary Excavation Observations:
The temporary excavation was observed to have total exposed heights of about 18 feet (or less). The
temporary cuts consist of roughly 4 feet (or less) of medium dense native tan silty sands with gravel
(weathered glacial till), underlain by roughly 14 feet (or less) of dense to very dense tan to gray silty
sands with gravel (unweathered glacial till). Light groundwater seepage was observed near the base of
the south, east and west temporary cut slopes during the site visit. Though considered over-steepened
per OSHA and WISH guidelines, the temporary excavation was observed to be stable in the current
configuration and condition. It is the responsibility of the contractor to abide by all state and federal safety
regulations.
Sewer Installation / Backfill Observations:
ESNW rep. observed the contractor excavate a trench for the sewer. The trench subgrade was
observed to be firm and unyielding. ESNW rep. observed the contractor bed the sewer main in pea
gravel. ESNW rep. observed the contractor backfill the trench with native soil in even -12-inch lifts.
Each lift was compacted using a large vibrating hoe-pack. Soil density tests indicate adequate
compaction of at least 95% of the maximum dry density at the tested locations. See map below for
approximate test locations.
Report ID 9906.00 E 2024 1001 Page 2 of 2
Stormwater Vault
1y �31,1a ,,,,. Excavation Area
10.
I �2�•I�Lh�b'i n I l�
1�� wiets.M.w \
I 106-10 7FQ,Tw
'u 112� it Itol
104-105 108-109
�s
4I1211a i1f
Stormwater Vault
Excavation Area _ •� �_ _Y�����_ _ _, .
Maximum Test Test
Test Test Location Elevation Reference Dry Density Moisture Dry Density of
Number Proctor (pcfl (%) (pc� MDD
104 Sewer Backfill 4 1 132.1 9.9 126.9 96
105 Sewer Backfill SG 1 132.1 9.2 126.4 96
106 Sewer Backfill 4 1 132.1 9.5 128.5 97
107 Sewer Backfill SG 1 132.1 9.8 127.9 97
108 Sewer Backfill 4 1 132.1 1 9.6 1 125.8 1 95
109 Sewer Backfill SG 1 132.1 9.7 125.7 95
Earth Solutions NW,LLC
Earth Solutions NW«C
1 15365 NE 90`h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 1002
Date Wed 10/2/2024 Weather 57°F, Partly Cloudy
Arrival/Departure Time(s) 12:30 - 1:30 PM Travel Time(hr) 0.50
Project Name Allen Townhomes
Location 8927 - 127th St NE, Arlington
ESNW Rep.&Phone Dmitri Chomica 206.823.4839
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC LA2— RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe the current condition and configuration of the stormwater
detention vault Tract 996 and Tract 999 temporary excavations, in accordance with ESNW's letter dated
September 9, 2024. ESNW rep. was also onsite to observe and test compaction of sewer backfill.
Tract 996 -Stormwater Detention Vault-Temporary Excavation Observations:
The temporary excavation was observed to be stable in the current configuration and condition. It is the
responsibility of the contractor to abide by all state and federal safety regulations.
Tract 999 - Stormwater Detention Vault-Temporary Excavation Observations:
The temporary excavation was observed to have total exposed heights of about 18 feet (or less). The
temporary cuts consist of roughly 4 feet (or less) of medium dense native tan silty sands with gravel
(weathered glacial till), underlain by roughly 14 feet (or less) of dense to very dense tan to gray silty
sands with gravel (unweathered glacial till). Light groundwater seepage was observed near the base of
the south, east and west temporary cut slopes during the site visit. Though considered over-steepened
per OSHA and WISH guidelines, the temporary excavation was observed to be stable in the current
configuration and condition. It is the responsibility of the contractor to abide by all state and federal safety
regulations.
Sewer Installation / Backfill Observations:
ESNW rep. observed the contractor excavate a trench for the sewer. The trench subgrade was
observed to be firm and unyielding. ESNW rep. observed the contractor bed the sewer main in pea
gravel. ESNW rep. observed the contractor backfill the trench with native soil in even -12-inch lifts.
Each lift was compacted using a large vibrating hoe-pack. Soil density tests indicate adequate
compaction of at least 95% of the maximum dry density at the tested locations. See map below for
approximate test locations.
Report ID 9906.00 E 2024 1002 Page 2 of 2
Stormwater Vault
x1 1>r I>Mi >A In Excavation Area
i ,�
' ,�I - • - I.Lto � `,
100000100 I . � ,y
,rsns va..ee - OIMNt/I
I I lid Tlrl — irl -I ti Fy 7
I fj �Y 1 • � I
112-113
'u ,{9 11 11
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it I I it I, I I I i 1 \A ` z.•-w '
�..a. 110-111
:.
114-115
'il I '-� � I,i" I IT III I I• I i ' 1 I
.,.:r. 1 .e'I3I� 1'I5' 6-ilTla I!
Stormwater Vault -
Excavation Area
Maximum Test Test
Test Test Location Elevation Reference Dry Density Moisture Dry Density of
Number Proctor (Pcfl fl M N (P� DD
110 Sewer Backfill 4 1 132.1 10.0 125.8 95
111 Sewer Backfill SG 1 132.1 10.1 127.9 97
112 Sewer Backfill 4 1 132.1 9.5 126.9 96
113 Sewer Backfill SG 1 132.1 9.8 128.4 97
114 Sewer Backfill 4 1 132.1 1 10.8 1 127.4 1 96
115 Sewer Backfill SG 1 132.1 10.7 125.8 95
Earth Solutions NW,LLC
Earth Solutions NW«C
1 15365 NE 90`h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 1003
Date Thu 10/3/2024 Weather 56°F, Partly Cloudy
Arrival/Departure Time(s) 11:45 - 12:45 PM Travel Time(hr) 0.50
Project Name Allen Townhomes
Location 8927 - 127th St NE, Arlington
ESNW Rep.&Phone Dmitri Chomica 206.823.4839
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC Xv RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe the current condition and configuration of the stormwater
detention vault Tract 996 and Tract 999 temporary excavations, in accordance with ESNW's letter dated
September 9, 2024. ESNW rep. was also onsite to observe and test compaction of sewer backfill.
Tract 996 -Stormwater Detention Vault-Temporary Excavation Observations:
The temporary excavation was observed to be stable in the current configuration and condition. It is the
responsibility of the contractor to abide by all state and federal safety regulations.
Tract 999 - Stormwater Detention Vault-Temporary Excavation Observations:
The temporary excavation was observed to have total exposed heights of about 18 feet (or less). The
temporary cuts consist of roughly 4 feet (or less) of medium dense native tan silty sands with gravel
(weathered glacial till), underlain by roughly 14 feet (or less) of dense to very dense tan to gray silty
sands with gravel (unweathered glacial till). Light groundwater seepage was observed near the base of
the south, east and west temporary cut slopes during the site visit. Though considered over-steepened
per OSHA and WISH guidelines, the temporary excavation was observed to be stable in the current
configuration and condition. It is the responsibility of the contractor to abide by all state and federal safety
regulations.
Sewer Installation / Backfill Observations:
ESNW rep. observed the contractor excavate a trench for the sewer. The trench subgrade was
observed to be firm and unyielding. ESNW rep. observed the contractor bed the sewer main in pea
gravel. ESNW rep. observed the contractor backfill the trench with native soil in even -12-inch lifts.
Each lift was compacted using a large vibrating hoe-pack. Soil density tests indicate adequate
compaction of at least 95% of the maximum dry density at the tested locations. See map below for
approximate test locations.
Report ID 9906.00 E 2024 1003 Page 2 of 2
Stormwater Vault
x1 1>r I>Mi >W ' Excavation Area
i Y
11 ,�
100007100 I . � ,y
,
n c•rs{mv ` _
I 1
118-119 \
a n7�•
{r+w.n�oorpr � .. I I MI I.,f `1a}kill
q c TEE IIL_t•.{ f�i�!_!Isi.., i • " \ r
I �� ,i-- - r I i y. '
�""` I 116-117 1i1 120-121
7k .rgo*,"
T
iiu r•%•_ 1., 1S' 1i171i'1 19
Stormwater Vault
•- � 122-123 � __
Excavation Area _ -1 �� �r01 - `
Maximum Test Test
Test Test Location Elevation Reference Dry Density Moisture Dry Density of
Number Proctor (Pcfl fl M N (P� DD
116 Sewer Backfill -4' 1 132.1 9.5 125.8 95
117 Sewer Backfill SG 1 132.1 10.2 126.9 96
118 Sewer Backfill -4' 1 132.1 10.3 126.6 96
119 Sewer Backfill SG 1 132.1 9.7 126.0 95
120 Sewer Backfill -4' 1 132.1 9.4 125.9 95
121 Sewer Backfill SG 1 132.1 9.6 127.1 96
122 Sewer Backfill -4' 1 132.1 10.5 127.6 97
123 Sewer Backfill SG 1 132.1 10.2 127.4 96
Earth Solutions NW,LLC
Earth Solutions NW«C
1 15365 NE 90`h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 1004
Date Fri 10/4/2024 Weather 55°F, Partly Cloudy
Arrival/Departure Time(s) 10:30 - 11:30 AM Travel Time(hr) 0.50
Project Name Allen Townhomes
Location 8927 - 127th St NE, Arlington
ESNW Rep.&Phone Dmitri Chomica 206.823.4839
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC LIKZ_ RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe the current condition and configuration of the stormwater
detention vault Tract 996 and Tract 999 temporary excavations, in accordance with ESNW's letter dated
September 9, 2024. ESNW rep. was also onsite to observe and test compaction of storm backfill.
Tract 996 -Stormwater Detention Vault-Temporary Excavation Observations:
The temporary excavation was observed to be stable in the current configuration and condition. It is the
responsibility of the contractor to abide by all state and federal safety regulations.
Tract 999 - Stormwater Detention Vault-Temporary Excavation Observations:
The temporary excavation was observed to have total exposed heights of about 18 feet (or less). The
temporary cuts consist of roughly 4 feet (or less) of medium dense native tan silty sands with gravel
(weathered glacial till), underlain by roughly 14 feet (or less) of dense to very dense tan to gray silty
sands with gravel (unweathered glacial till). Light groundwater seepage was observed near the base of
the south, east and west temporary cut slopes during the site visit. Though considered over-steepened
per OSHA and WISH guidelines, the temporary excavation was observed to be stable in the current
configuration and condition. It is the responsibility of the contractor to abide by all state and federal safety
regulations.
Storm Installation / Backfill Observations:
ESNW rep. observed the contractor excavate a trench for the storm. The trench subgrade was observed
to be firm and unyielding. ESNW rep. observed the contractor bed the storm pipe in pea gravel. ESNW
rep. observed the contractor backfill the trench with native soil in even -12-inch lifts. Each lift was
compacted using a large vibrating hoe-pack. Soil density tests indicate adequate compaction of at least
95% of the maximum dry density at the tested locations. See map below for approximate test locations.
Report ID 9906.00 E 2024 1004 Page 2 of 2
.•MAN IPIl Irr••^r �� +r�won '
Stormwater Vault
sell Excavation Area
' sflll III 11�, �.
�1�.I
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av zacir
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•, I 1 ;ru'l 11,'a + Is I,o IIllt I
-
0 124 i ti
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wYuir Illr., i r... M1.
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Stormwater Vault
l-1. _ Excavation Area
J.
Maximum Test Test
Test Test Location Elevation Reference Dry Density Moisture Dry Density of
Number Proctor (Pcfl N (Pt) MDD
124 Storm Backfill SG 1 132.1 10.8 125.2 95
125 Storm Backfill SG 1 132.1 10.9 125.1 95
126 Storm Backfill SG 1 132.1 10.5 125.6 95
127 Storm Backfill SG 1 132.1 10.7 125.3 95
Earth Solutions NW,LLC
Earth Solutions NW«C
1 15365 NE 90`h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 1007
Date Mon 10/7/2024 Weather 76°F, Clear Skies
Arrival/Departure Time(s) 8:35 AM — 9:00 AM, 1:30 PM —2:00 PM Travel Time(hr) 1.00
Project Name Allen Townhomes
Location 8927 — 12711 St NE, Arlington
ESNW Rep.&Phone Wilson Rawlings, L.G. I Field Supervisor 206.945.3343
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC LK2— RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe and test density of water main backfill. ESNW rep was
also onsite to observe the configuration and overall condition of each of the respective Tract 996 and
Tract 999 stormwater detention vault temporary excavations.
Water Main Backfill —Observations & Soil Density Testing:
ESNW rep observed the grading contractor backfilling the installed sections of watermain with roughly 3
feet of native structural soil, capped with an at least 12-inch-thick section of 1 '/4-inch minus crushed
rock. Each roughly 12-inch-thick loose lift of watermain backfill was mechanically compacted via a large
hoe-pack. Soil density tests indicate adequate compaction of at least 95-percent of the maximum
dry density at tested locations.
Tract 996 & Tract 999 —Stormwater Detention Vaults —Temporary Excavation Observations:
ESNW rep observed each temporary excavation to be stable in the current configuration and condition. It
is the responsibility of the contractor to abide by all state and federal safety regulations.
ESNW rep will return tomorrow to continue watermain backfill density testing and temporary excavation
observations.
Report ID 9906.00 E 2024 1007 Page 2 of 2
Test Reference Maximum Test Test
Number Test Location Elevation proctor Dry Density Moisture Dry Density %of MDD
(pcf) (%) (pcf)
74 Watermain Backfill -11 1 132.1 10.0 128.9 98
75 Watermain Backfill -11 1 132.1 9.6 128.0 97
76 Watermain Backfill -11 1 132.1 9.9 129.9 98
77 Watermain Backfill SG 3 123.3 10.3 121.5 99
78 Watermain Backfill SG 3 123.3 10.5 120.2 97
79 Watermain Backfill SG 3 123.3 9.9 120.4 98
I Lno\
t M• "' � Temporary
Excavation Areas
Ik
...o.� l 4 w_uu•
I
mmm,m
I all';Ia'1a
I
Watermain Backfill Area 74 78 75 77
I
III iIt iIt I I
79 � e �76
1�
Earth Solutions NW,LLC
Earth Solutions NW«C
1 15365 NE 90`h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 1008
Date Tue 10/8/2024 Weather 55°F, Light Rain
Arrival/Departure Time(s) 12:45 PM —2:00 PM Travel Time(hr) 0.50
Project Name Allen Townhomes
Location 8927 — 12711 St NE, Arlington
ESNW Rep.&Phone Wilson Rawlings, L.G. I Field Supervisor 206.945.3343
Client Info/Contact Land Pro Group, Inc. I Shanon Jordan
Reviewed By LAC LAv RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe and test density of water main backfill. ESNW rep was
also onsite to observe the configuration and overall condition of each of the respective Tract 996 and
Tract 999 stormwater detention vault temporary excavations.
Water Main Backfill —Observations & Soil Density Testing:
ESNW rep observed the grading contractor bed the installed section of water main in roughly 12 inches
of clean coarse sand prior to being backfilled with roughly 3 feet of native structural soil. The trench was
then capped with an at least 12-inch-thick section of 1 '/4-inch minus crushed rock. Each roughly 12-inch-
thick loose lift of watermain backfill was mechanically compacted via a large hoe-pack. Soil density
tests indicate adequate compaction of at least 95-percent of the maximum dry density at tested
locations.
Tract 996 & Tract 999 —Stormwater Detention Vaults —Temporary Excavation Observations:
ESNW rep observed each temporary excavation to be stable in the current configuration and condition. It
is the responsibility of the contractor to abide by all state and federal safety regulations.
ESNW rep will return tomorrow to continue watermain backfill density testing and temporary excavation
observations. Please see attached map and images below.
Report ID 9906.00 E 2024 1008 Page 2 Of 2
e`'. Temporary
a._ Excavation Areas
Ik
I s
I i oom
lU l
Watermain Backfill Area
z � -
-_ 81, 84
I
'�— 80, 83 • —� 82, 85
Test Reference Maximum Test Test
Number Test Location Elevation proctor Dry Density Moisture Dry Density %of MDD
(Pcf) (%) (pcf)
80 Watermain Backfill -11 1 132.1 10.0 127.8 97
81 Watermain Backfill -11 1 132.1 10.6 126.8 96
83 Watermain Backfill SG 3 123.1 7.8 120.0 97
84 Watermain Backfill SG 3 123.1 9.2 119.5 97
85 Watermain Backfill SG 3 123.1 10.1 119.3 97
'Ilk K .
Earth Solutions NW,LLC
Earth Solutions NW«C
1 15365 NE 90`h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 2 Report ID 9906.00 E 2024 1009
Date Wed 10/9/2024 Weather 59°F, Partly Cloudy
Arrival/Departure Time(s) 1:15 PM — 2:45 PM Travel Time(hr) 1.50
Project Name Allen Townhomes
Location 8927 — 172nd St NE, Arlington
ESNW Rep.&Phone Emmi Reinleitner I Field Technician 206.867.8504
Client Info/Contact JM1 Holdings, LLC I Shanon Jordan
Reviewed By LAC LA2— RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe and test density of water main backfill. ESNW rep was
also onsite to observe the configuration and overall condition of each of the respective Tract 996 and
Tract 999 stormwater detention vault temporary excavations.
Water Main Backfill —Observations & Soil Density Testing:
ESNW rep observed the grading contractor bed the installed section of water main in roughly 12 inches
of clean coarse sand prior to being backfilled with roughly 3 feet of native structural soil. The trench was
then capped with an at least 12-inch-thick section of 1 '/4-inch minus crushed rock. Each roughly 12-inch-
thick loose lift of watermain backfill was mechanically compacted via a large hoe-pack. Soil density
tests indicate adequate compaction of at least 95-percent of the maximum dry density at tested
locations.
Tract 996 & Tract 999 —Stormwater Detention Vaults —Temporary Excavation Observations:
ESNW rep observed each temporary excavation to be stable in the current configuration and condition. It
is the responsibility of the contractor to abide by all state and federal safety regulations.
ESNW rep will return tomorrow to observe and test earthwork construction and to continue temporary
excavation observations. Please see attached map and images below.
Report ID 9906.00 E 2024 1009 Page 2 of 2
I � , YOilr
I I rsfrffu. � I i7.s1�1y alila- \ \l ---
I
I
" � Temporary
Excavation Areas
{ Ik,
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�amv
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m
�9 Watermain Backfill Area
Test Reference Maximum Test Test %of
Number Test Location Elevation proctor Dry Density Moisture Dry Density MDD
(Pcf) N (Pcf)
86 Watermain Backfill -1' 1 132.1 12.8 130.4 99
87 Watermain Backfill -1' 1 132.1 14.3 125.2 95
88 Watermain Backfill SG 3 123.1 7.5 118.6 96
89 Watermain Backfill SG 3 123.1 5.5 119.3 97
l rY ,.
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,
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Earth Solutions NW, LLC
Earth Solutions NW«C
1 15365 NE 90`h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 3 Report ID 9906.00 E 2024 1010
Date Thu 10/10/2024 Weather 57°F, Partly Cloudy
Arrival/Departure Time(s) 12:55 PM — 1:35 PM Travel Time(hr) 1.00
Project Name Allen Townhomes
Location 8927 — 172nd St NE, Arlington
ESNW Rep.&Phone Emmi Reinleitner I Field Technician 206.867.8504
Client Info/Contact JM1 Holdings, LLC I Shanon Jordan
Reviewed By LAC LA2— RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe and test density of storm backfill . ESNW rep was also
onsite to observe the configuration and overall condition of each of the respective Tract 996 and Tract
999 stormwater detention vault temporary excavations.
Water Main Backfill —Observations & Soil Density Testing:
ESNW rep observed the grading contractor bed the installed section of storm drain in roughly 12 inches
of pea gravel prior to being backfilled with roughly 4 feet of native structural soil. Each roughly 12-inch-
thick loose lift of storm drain backfill was mechanically compacted via a large hoe-pack. Soil density
tests indicate adequate compaction of at least 95-percent of the maximum dry density at tested
locations.
Tract 996 & Tract 999 —Stormwater Detention Vaults —Temporary Excavation Observations:
ESNW rep observed each temporary excavation to be stable in the current configuration and condition. It
is the responsibility of the contractor to abide by all state and federal safety regulations.
ESNW rep will return tomorrow to observe and test earthwork construction and to continue temporary
excavation observations. Please see attached map and images below.
Report ID 9906.00 E 2024 1010 Page 2 of 3
\ \\ 50'DISPERSION TRE`!C1
UB 51,LF I T SD�i 0.59% \
1 �PERKFILTER-2,TYPE 2490 OPEN Ac�7cAVA
f W'SOUR LID \ , —— TRACT
N=42312880.E=1328780.82 '
_ � \C&10,TYPE 1
WISOUD LID `
WI50 LEVEL SPREADER
• 458 \ N=423165,96,E=1328815.66
10'LANDSCAPE BUFFER 1 � B 53 LF 12'SD @ 321% .7_ 1
1 111 111 111 ' FALL PROTECTION FEIING • \
1 36 113511(3411133I1132 STUEDPENSPAC �v xtrue l
iAmivE oAEru sPr.,r \ 6LF12'SD@0,00% C A
( 9A TYPE 1 I WHEEL STOP,TYP I TRACT 996 \
STA 50+42.82,10.22 LT YD-9 1 1 11 I I I \- VAULT OUTLET-2
INSTALL LANDSCAPING HEDGE OR -- 10 FUE-f� 11_ STA 51+10.32.26,9E LT
BLOCK WAIL ALONG BACK OF r- �Y • \
I SIDEWALK ALONG LOT 36
-DRIVEWAY 11� _ _
CONCEPTUAL FUTf/RE CONNECTION `\p DRIVE C I M CB 11,TYPE 2 5Y0 W 1 1
w -W/SOLID UD 7
N _ i _ CONTROL STRUCTURE
+ /109 LF 1 SD@1,93% R55.50 Yl?7 1 I•STA51+1226,26.90 LT W 1
7 p IRfN 1 I I N1 1 I+ a y +
I R44.50 accEss 6vri S 126 LF iZ SO@2.94% B .-
31052400300000 PVM7 TRACT .. Yafi 'I' :t'I 15 `
281 I27 126 Bse Storm Line
25'RS'SIGHT DISTANCE 1 1 11130 1 28 1 1C'$i0RM DRAINAGE ESMi q y +
TRWNCLE,TYP Area +c
%+
-�0'
Backfill , ' -
rI
5 TEMPORARY GRADINGG ESMT DRIVEA
-7--�lt-o,i
D39.TYPE, 4
STA 34.61,48,10.22 LT 5'SIOEWALN \: 1
-y I CB-12.TYPE, i '. VD-6 \ NGPA SPLIT-RAIL FENCING
SD `
72 LF 12' @0.62% ''' 'T.A33+B7,01,10,22L1 YD-5 tG'PCi ��\ \ AND SIGNAGE -
1 p 1 19 11 201121 1�22 231�124'1 25
p.1 ENANCE ESMT. S
TYP 1 ILGUEST PARKING y a
STALLS TYP
4CTNE OP 1.SPACE
TRAC I
CBA,TYPE I '
5'SIDEW T997
THRUL INLET 1 \ a
3 STA 12 .93.9.5W FIT 1 IY PUE I +
n(" 90 1 1 t-- 1 1 1 PVIJ
NT \ '
S � \
Temporary 1 18 1i71 46' 1 s I
60 LF 12'SD@0.67% 1 I I 14 1.131 2111 I10 \ 1
Excavation O3z RA YDJ {CM.TYPE BC YDa III \
Areas TYPE 1 1 DEDICATION S7A 40-36 9 939'L` LA 12 57..^ 91 \ CBGA.T+PE
R s1a, - 37 1e.21e
o sr +50,9.22 R1 a 1 L I \
W nl 1 PVMT - I
1
AO27LF1r SD@ — Q \
DRIVE B D RRTES 42_00 A t 9 \ 1
VAULT INLET-2 WHttLbIU�1
STA 40 t 36.39,17.50 FIT ]Yr` I'V
VAULT INLET-1 1 _ __ it YD-1 _
N=422711.32,E=1328706.69 STORM �Er1IcN VAULT OUTLET-1 I 1
1 :Iy ACrlv_cPEkSPACE N-422711.11,E-1328722.87111 1 YD4 92 II
22 LF 12'SO @ 15.915 M TRACT 999 I
1 12 13 14 1115 1 6 1 cPossa,ALk A
,nL'.TA . I I II nICPL:;
CROSSWALK AND STOP BAR I 6LF'.2SD@0.00% A i l 11 11 ��\ 1 NEIPILL>-15,'r
STRIPING PER WSDOT STD
DETAIL M 9-15AM2 r --- _ _-_ 5 SIDEWALK
SD[A 1,15% 291 LF 12 SO@0.72% �I 11 - 1`A' q _ 10,5°;V,DEDICATION \
._ CB-a,TIPE 1 .... rll............. ...... I CWB3.TYPE 2 48 V -sA..,.W ....l... .......��.i
$TA 72+01,45,18.91'LT + .. SAWCLIT LINE, 3�UJ FVC C'v'E?
-i-I ———22 LF 1T SO;d 0,,M, N=422705.11.E=1328722.79
Test Reference Maximum Test Test %of
Number Test Location Elevation Proctor Dry Density Moisture Dry Density MDD
(Pcfl N (Pcfl
90 Storm Backfill -31 1 132.1 12.0 125.9 95
91 Storm Backfill -31 1 132.1 12.4 126.2 96
92 Storm Backfill -31 1 132.1 11.6 125.8 95
Earth Solutions NW,LLC
Report ID 9906.00 E 2024 1010 Page 3 of 3
VINE
.., ?
T l'
ti
Earth Solutions NW,LLC
Earth Solutions NW«C
1 15365 NE 90`h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 5 Report ID 9906.00 E 2024 1014
Date Mon 10/14/2024 Weather 61°F, Rainy
Arrival/Departure Time(s) 1:55 PM — 2:55 PM Travel Time(hr) 1.00
Project Name Allen Townhomes
Location 8927 — 172nd St NE, Arlington
ESNW Rep.&Phone Emmi Reinleitner I Field Technician 206.867.8504
Client Info/Contact JM1 Holdings, LLC I Shanon Jordan
Reviewed By LAC Uz- RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe and test density of water main backfill on the southern
side of site. ESNW rep was also onsite to observe the configuration and overall condition of each of the
respective Tract 996 and Tract 999 stormwater detention vault temporary excavations.
Water Main Backfill —Observations & Soil Density Testing:
ESNW rep observed the contractor had previously excavated an approximately 4-foot-deep trench for
the water main on the southern side of the site. ESNW rep observed the contractor to have bedded the
sections of water main in clean sands before backfilling with native soils. ESNW rep observed the
contractor backfilling the water main with 12-inch-thick loose lifts of structural soil. ESNW rep observed
the contractor use a mechanical hoe pack to compact each loose lift of soil before placing subsequent
lifts. Density tests indicate adequate compaction of at least 95-percent of the maximum dry
density at tested locations. Please see attached images and map below
Tract 996 & Tract 999 —Stormwater Detention Vaults —Temporary Excavation Observations:
ESNW rep observed tract 999 to have been backfilled to the top of the sides of the stormwater vault
previously and compacted with a large vibratory drum roller. ESNW rep was informed by the contractor
that similar methods used for the water main backfill were used for the vault excavation backfill. ESNW
rep observed tract 996 to have not been backfilled entirely as of yet and ESNW rep observed temporary
excavation to be stable in the current configuration and condition. It is the responsibility of the contractor
to abide by all state and federal safety regulations.
ESNW rep will return tomorrow to observe and test earthwork construction and to continue temporary
excavation observations. Please see attached map and images below.
Report ID 9906.00 E 2024 1014 Page 2 of 5
� 51 LF 1�SD@m 0.59%
/PERIMLTER2,TYPE 24Bp v OPEN SPAEICAPA
I / wi soup uD TRACT 9% 1
\ / N=423128,8D,E=1328780.82 \ \ _ M10,TYPE 1 ' I
\ wrsououD
W150 LEVEL SPREADER 4. 5
4
5,663
8 12- D@321%
1WNDSCAPEBUFFER I I I III III III ' FALL PROTECTIONF*NG Y 11
I 36 136 1"4 1 ` �EOMNS,PACE \ 6LF12'SD@O,OD% C \\ � +ACTUN •\ '
I C&94 TYPE 1 I I 11�-WHEEL STOP,TYP I TRACT 996 =Q \
I STA 5Q+e2.82,10.22 LT �� I I I I I I \ VAULT OUTLET-2
IIF`--` INS TALL LANDSCAPING HEDGE OR I' _ _ ,STA 51+10.32,26.9E LT
-BLOCK WALL ALONG BACK OF 'T 4JL"t� 'I
f— --SIDEWALK ALONG LOT 36 — I SIC-�VfLk. 1
DRIVEWAY
comapnw�Y/TUREC ffiECT/ON VDRIVEC" 'IM I C&11,TYPE 254'0 WISOUDUD y 1
CONTROL STRUCTURE _
r-- - - +„ / R55.50 YD71 1, 1.STA51+1226,26.96LT
109 LF 17 SD @ 1.93% I` R50 ACC S&iJ I I 126 LF 12 50 @ 2.94% B I 1
I 31052400300800 PvM7 TRACT .., Yo-9 28III27 fI26
25k25'SIGHT DISTANCE I 4 1 11130 II 29 I ,I, �., . . Water Main
TRIANGLE TYP I I I I I 1C.S'ORM DRAINAGE ESMT -
....10'PJE \ Area
CI I I + Backfilled \ .I
5 TEMPORARY GRADING ESME DRIVE A
'X
C".TYPE 1
STA 34+61,48,11122 LT I TSIG!S'SPI+ ,\ °
CB-12.TYPE' , ', Y0.6 \ s,;;pA SPLIT-RAIL FENCING
721E 175D @ 0.62% '#' Y0.5
I STA 33+87,0:.10,27,1 10'Pli= ��\ \ AVD SIGNAGE
I I p 119 III 201I 2111 22 23 1124 i 125
1 TI " .
I CI I I I 1 54W4dNTENANCE ESMT TYP 1 9x-d GUEST PARKING
STALLS TrP
I III I I I ACTNE OPEN SPACE
CD4,TYPE 1 5'PLANTER _ tRACT 997
I THRU-C LET
Q STA 12- .93.9.54'RT 96 0 FkX l 20'
`Z II,:
IL LF 17 SD@0,61%
TemporaryI 18 111171j 16 Is 14 I .131I 211,1111I10 \\ I 1
I
67 LF 1r SD@0,67% \ 1
1 Excavation y R'4V I YDA STA40-PE248C I III III g \ c06A,T PE1
I B-7,TYPE 1 I DEDICAT:'0 STA 40-36.39 9.39' 97 7 LP 12 S74d 4.87% - \\ \.
Areas $TA31+43,37.10,22'Li
S 1+50.9.2r FIT tO POE20
1 I FOOT 1 `J S'II1—P;AI
I AQ 27 LF 1r SO@ ,1
CCESS 8 UTILJTIES
VAULT INLET-2 I - VJFEEL STOP TYPE TRACT 998
STA 40+36.39,17.50 RT .
8 I
VAULT INLET-1
N=412711,32,E=732B706.� I I —.HIA C-E4lG, VAULT OUTLET-1
it $ P:ThT CPEr,E,rAC=� V -22i11,1TE-1328722.871I I YD-2
22LF 12'SD@15.91% TRACT999 CROSSWALK
CROSSWALK AND STOP 64R I "i,_T< 1 112 I113 14 III,5 1 6 I7 18 1 9 > 1 STFANNG PER
LF'2 S6@0,00% A I I I I41 ' DETAILNI-15,1
STRIPING PERWSDOTSTD
DETAILM45.10
3 SIDEWALK
MI If 12-SO@0,72%
Wi SOLID UO LINE, x
I ` .•. -
"{+. 18.91'LT yy TYP o 1LJ-VD C'dE?
'7 J:1 LT - --—22 LF tr 50@0.50°. N=422705.1t,E=132877170
Maximum Test Test
Test Test Location Elevation Reference Dry Density Moisture Dry Density of
Number Proctor (Pcfl ("/o) (Pcfl MDD
96 Watermain Backfill SG 1 132.1 9.8 125.6 95
97 Watermain Backfill SG 1 132.1 9.6 126.1 95
Earth Solutions NW,LLC
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Report ID 9906.00 E 2024 1014 4 of 5
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Earth Solutions NW«C
15365 NE 901h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 3 Report ID 9906.00 E 2024 1015
Date Tue 10/15/2024 Weather 59°F, Rainy
Arrival/Departure Time(s) 1:30 PM — 3:05 PM Travel Time(hr) 1.00
Project Name Allen Townhomes
Location 8927 — 172nd St NE, Arlington
ESNW Rep.&Phone Emmi Reinleitner I Field Technician 206.867.8504
Client Info/Contact JM1 Holdings, LLC I Shanon Jordan
Reviewed By LAC UU RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe and test density of water main backfill. ESNW rep was
also onsite to observe the configuration and overall condition of the Tract 996 stormwater detention vault
temporary excavation.
Water Main Backfill —Observations, Soil Density Testing & Recommendations:
ESNW rep observed the grading contractor had previously excavated an approximately 4-foot-deep
trench for the water main on the southern side of the site. ESNW rep observed the contractor to have
bedded the sections of water main in approximately 12-inches of clean sands before backfilling with
native soils. ESNW rep observed the contractor backfilling the water main with approximately 12-inch-
thick loose lifts of structural soil. ESNW rep observed the contractor use a large hoe-pack to compact
each loose lift of soil before placing subsequent lifts. Soil density tests indicate soils to be 6-8 percent
over optimum moisture levels at roughly 18-percent moisture and have not attained at least 95-percent
compaction of the maximum dry density at this time. ESNW rep notified ESNW project manager, Ray
Coglas, that minimum soil density requirements were not achieved due to relatively wet soil
conditions from inclement weather. After a brief discussion with the grading contractor, ESNW
rep recommended retesting backfill at a later date, prior to fine road grading/paving.
Tract 996— Stormwater Detention Vaults —Temporary Excavation Observations:
ESNW rep observed Tract 996 temporary excavation to be stable in the current configuration and
condition. It is the responsibility of the contractor to abide by all state and federal safety regulations.
Please reference ESNW temporary excavation letter, dated September 10, 2024.
ESNW rep will return tomorrow to continue to observe earthwork and associated soil density testing.
Please see attached map and images below.
9906.00 E 2024 1015 2 of 3
OB 5':E!'J SC.0 0.59%
PEAKFILTER-2,TYPE 2481B \\\ aPEN SPACE-CAPA
r W+SOLD LID - - TRACT 9% -
`.\' N=42312680,E=1328780.82 \i CB-10,TYPE 1 i
WISOLD LID .
- , -W/50 LEVEL SPREADER I
450. * \ \ N=4231659Q E=1328815.65
B 53LF12'SD@321%
W'LANDSCAPE BUFFER i I I III III III ! /VAULTB FALL PROTECTI
36 135 134 1 33 1 32 �E OPEN SP�t \ 6 LF 12'SD @ f
MA TYPE I I jL-11 II Temporary
STA 50+42.82.10.22 LT i YD-9 I YAEI STOP,TYP I TRACT 996
1 I 1I1 I I ` Excavation
INSTALL LANDSCAPING HEDGE OR '- - 'tl PJE-t�fl--h- ,STA 51+18.32.7r,
_ —BLOCK LK LONG LOT 36 OF
--- --SIDEWALK ALONG LOT 36
DRNEWAY _ 1
CONCEPTUAL FUTURECO_NNECTION �'! _ I CB-,,,ttPE25a•0
-
! T'w;soup u0
I �� I I CONTROL STRUCNRE + + _
R5550 I,$TA 51+1226,28,9E LT
09 LF 12'SO@1.93% .�, 1 RI ACC &uTuinEs I I 126 LF12"50@2.94% B
31052400300800 ATr TRACT 994 �B •I' 'Y I i ,s
28 11127 26 1
25525'SIGHT DISTANCE ' I, 31 I1I30 1I 29 1 `/
TRIANGLE.TYP -_1V STOR 11M DRAINAGE ESMT
8 TEMPORARY GRADING ESMT DRIVE A
u=a,
9.
I - - �
ISSTA34 6.48,10.22 LT , 5'SIDEWALK Water Main Backfill
72 LF 12'SD@0.82% CB-12.TYPE, Y Area -:-:-11T-RAIL FENCING
I �RI STA 33+87,01,, YP5 - L;VAGE _
19 1 r 23 1124 125
5W
I 'I I ES 1
I 1 I I 12111 4 ,I,MT TYP ?M GUEST PARKING
1 1 1 NTENANCE Siwu�TYP IF-
1 III I/ I I AgNE OPBI SPACE
T PL '
CM,TYPE 1 ANTER TRACT 997
I THRU-CURBINLET 5'SII§WALK _
3 STA 12-09.93 9.54 RT I 1U PUE L - - 20'PVMT
\ \ \ \ ( y W
ll � 33 LF t7 c] 0.61%
O I 18 117' 116 115 I I 1 I _
►. 60LF12$D@0.67% I I I 14 1,131 12.1 11'1 10 �\ \
� I '37 RNV YDA C".TYPE 4.0.
80 YDJ III
C&T,TYPE, I OICATION STA a0-36,1 .0.-LT 199 o 17 SO 4,87% °VA A \: CB4A,TYPE 1 - -
- [o STA31+43.37,102V LT
C STA 11+50.9.221RT 20
ttl PUE I __ IIII _— -'yti 1
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AO 27 LF 12'SO@3.33% --- __
- DRIVE B ACCESS a UTILITIES
VAULTINLET-2 I _ WHEELSTOP 1YP� TRACT 9918-
STA 40+36.39.17.Stl FITI P
VAULT INLET-1 1 b _ _I_7c�UE i YD-1
N=422711.32,E=,328706.69 I STORM DETENn VAULT OUTLET-1 I YD-2 1
`IP ACTPF_1EN SP N=422711.11,E=1328722.87 III I I I 11
22LF12•SD@15.91% M TRACT 999 I I I I RCSSJPALKA
,AJLTA 1 1 112 11I3 1I4 1115 1 6 17 IA I g 1 STRIPING PEq
CROSSWALK AND STOP BAR I - ELF'2 SO@0.00% A 1 I I I ,' 1 UEIAIL 1,1-15,!
STRIPING PER WSDOT STD _ S PLANTER
,
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- -' -
r m 5'SIXsAALK
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I A
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- - STA 72+01,45.18.9P1" %SOLD LD SAWCUT LINE,TYP 3,917 A.NO C7E°,
.,12,000- --—22LF12'SD@0.50% --- N=422705.,1.E=1328722.79 -- --
Earth Solutions NW, LLC
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Earth Solutions NW«C
15365 NE 901h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 3 Report ID 9906.00 E 2024 1016
Date Wed 10/16/2024 Weather 54°F, Partly Cloudy
Arrival/Departure Time(s) 1:10 PM — 2:15 PM Travel Time(hr) 0.25
Project Name Allen Townhomes
Location 8927 — 172nd St NE, Arlington
ESNW Rep.&Phone Emmi Reinleitner I Field Technician 206.867.8504
Client Info/Contact JM1 Holdings, LLC I Shanon Jordan
Reviewed By LAC U(Z RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe and test density of water main backfill. ESNW rep was
also onsite to observe the configuration and overall condition of the Tract 996 stormwater detention vault
temporary excavation.
Water Main Backfill —Observations, Soil Density Testing & Recommendations:
ESNW rep observed the grading contractor had previously excavated an approximately 4-foot-deep
trench for the water main along the intersection of Road A and Drive A. ESNW rep observed the
contractor to have bedded the sections of water main in approximately 12-inches of clean sands before
backfilling with native soils. ESNW rep observed the contractor backfilling the water main with
approximately 12-inch-thick loose lifts of structural soil. ESNW rep observed the contractor use a large
hoe-pack to compact each loose lift of soil before placing subsequent lifts. Soil density tests indicate
soils to be 8-10 percent over optimum moisture levels at roughly 20-percent moisture and have not
attained at least 95-percent compaction of the maximum dry density at this time. ESNW rep notified
ESNW project manager, Ray Coglas, that minimum soil density requirements were not achieved
due to relatively wet soil conditions from inclement weather. After a brief discussion with the
grading contractor, ESNW rep recommended retesting backfill at a later date, prior to fine road
grading/paving.
Tract 996— Stormwater Detention Vault—Temporary Excavation Observations:
ESNW rep observed Tract 996 temporary excavation to be stable in the current configuration and
condition. It is the responsibility of the contractor to abide by all state and federal safety regulations.
Please reference ESNW temporary excavation letter, dated September 10, 2024.
ESNW rep will return tomorrow to continue to observe earthwork and associated soil density testing.
Please see attached map and images below.
9906.00 E 2024 1016 2 of 3
\
17 SC.0 0.59%
1 PEAKFILTER-2.TYPE 2481) \\ acEr+SPacLcarA
r W+SOLD LID — — - TRACT 9% -
' N=42312880,E=1328780.82 '
\ \\ \1 CB-10,TYPE 1 I
\ �- WfSOUD LID
- , Wf 50 LEVEL SPREADER I
Temporary \ N=423165,96 E=1328815.66
1 53LFT2SD@321% --
LANDSCAPEBUFFER II I 1 I /VAULTS FALL PROTECTION FE1j 1 1 1 1
Excavation II I II II STORYOEIENIKW \ \
1 32 Ac VEWNS',C[ \ ATruN \
Area , 1 �1 w,#EL STOP,TYP I 991i 6LF,2'SD@0.0055_CQ +
42.82,10.22 LT YDJB I I 1 I I I \ VAULT OUTIET-2 ,.
INSTALL LANDSCAPING HEDGE OR , IIJE-t�tt- -F- STA 51+1B.32,26.9A LT \ Q
—BLOCK WALL ALONG BACK OF __ _ pSIC_�W:ILh.. 1 DRIVE-SIDEWALK ALONG LOT 36 - 1
—DRIVEWAY � �•
CONCEPTUAL FUTURE CONNECTION 1• DRIVE C" ' l ' I CR-11,TYPE 2 54'0 I 1 r-
1 Wi SOLID UD
CONTROL STRUCTURE
R5550 I YD-7 ;.1 I,STA51+1226,26,9BLT I -
- '09 LF 1 SO @ 1934b qN.�, AccElssa u1lunEs I 126 LF 12"SD @ 2.94°6 B
31052400300800 Wnr7 TRACT 994 Y69 28 I1127!Y I 1 15
25525'SIGHT DISTANCE 1 31 1I301I291 ,1 1 ISSDL
TRIANGLE.TYP
1 I I Water Main Backfill' 'I -
1 I t .�
@TEMPORARi GRADING ESMT Area� -,`
I o
I CB�J.IYPE 1 ' - d y
STA 34+61,48,10.22 LT I � 5'SIL'E'1iFLv: -�
-CB-12.TYPE 1 1 ', YD-6 \ NGPA SPLIT-RAIL FENCING
72 LF 12'SO@0. STA 33+07,01,1022 L1 YD5 I 101PUE� �\ \ AND SIGNAGE
119 11120112111 22? 23 I112411 25
54HWINTENANCE ESMT TYP 1 11 ALLS EST PARKING
STALIS,ESP "GF ,
I III I/ 1 I ACNE CIA.SPACE
CH,TYPE 1 w_ T PLANTLR TRACT 997 `'-.--\.'
I THRU-CURB IN 5'SIOE'AALK _ I 1\
3 STA 12-09.93 9.54 RT 1 `✓ 1a PUE 20'
n1 I I l I I I I 1. .----1 ... PVMT \ \ \
ll 33 LF 17 c1a 0.61%
O 1►� 1 I
18 I 117'I 116 115 14 1.I131 I I _I 1
60LF12'SD@0.67% 21 10
�\ \
I {37 RNV YDI CB6.TYPE 2460 YDJ
C17,TYPE 1 I DEDICATM1DN STA 40-36,39 9,39'LT 199 1 G 17 SO 4,879; °VA A \: CABA,TYPE 1 - -
- ,[o STA31+43.37,1022'LT
C STA 11+50.9.2P FIT 10?PUE
w I 1n2.'S -- - 9 SIOENALP I , 1
AO 27 LF 12'SD@3.33% --- __
1 r_ DRIVE B accEss a UTILTT
VAULTINILT-2 I _ WHEEL STOP TYPE TRACT 998 \'`\,\
STA 40+36.39.17.50 RT �I �
VAULT INLET-1 YD,
N=422711.32,E=1328706.69 I sroRMOETExnOw VAULT OUTLET-1 I YD,2 I I I I
`?n Pc7m=_aPEB SP N=422711.11,E=1328722.87 III I
22 LF12'SD@15.91% M TRACT 999 I I I RCSaVALKA
k LTA 1 1 112 11I3 1I4 1115 1 6 17 I6 I g 1 SIAPYNG PLq
CROSSWALK AND STOP BAR I - ELF'2 SO@O.OD% A I I I I ,' 1 LEIFIL 1,f15,1
STRIPING PER WSDOT STD g PLA I'iER '
DETAIL M-15.10-02 - -- 1 J - - -' -
15% I� r m _3SI7EtnWlK
291 LF t2 SO@0.72% �"I � 46A q t0s?',Y CE7ICArIorJ \
rl�. _ .p/_ . . _^�t0._-• ,L 1-_ iO4
cBo,TYPE 1 CM,TYPE z ae'O •_. w� \..__._I._._._.._......
- - STA 72+01,45.18.9P1" %SOUR UD SA'ACUT LINE,TYP 3-IN7-.VDC7E°,
12.00 LT- --—22 LF 12'SD @ 0.50% --- N=472705.11.E=1328722.79 -- --
Earth Solutions NW, LLC
9906.00 E 2024 1016 Page 3 of 3
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Earth Solutions INK LLC
Earth Solutions NW«C
15365 NE 901h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 3 Report ID 9906.00 E 2024 1017
Date Thu 10/17/2024 Weather 52°F, Partly Cloudy
Arrival/Departure Time(s) 2:05 PM —4:05 PM Travel Time(hr) 1.00
Project Name Allen Townhomes
Location 8927 — 172nd St NE, Arlington
ESNW Rep.&Phone Emmi Reinleitner I Field Technician 206.867.8504
Client Info/Contact JM1 Holdings, LLC I Shanon Jordan
Reviewed By LAC LA2— RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe and test density of water main backfill. ESNW rep was
also onsite to observe the configuration and overall condition of the Tract 996 stormwater detention vault
temporary excavation and test density of vault backfill.
Water Main Backfill —Observations, Soil Density Testing & Recommendations:
ESNW rep observed the grading contractor had previously excavated an approximately 4-foot-deep
trench for the water main along Drive A. ESNW rep observed the contractor to have bedded the sections
of water main in approximately 12-inches of clean sands before backfilling with native soils. ESNW rep
observed the contractor backfilling the water main with approximately 12-inch-thick loose lifts of structural
soil. ESNW rep observed the contractor use a large hoe-pack to compact each loose lift of soil before
placing subsequent lifts. Soil density tests indicate soils to be 6-8 percent over optimum moisture levels
at roughly 18-percent moisture and have not attained at least 95-percent compaction of the maximum dry
density at this time. ESNW rep notified ESNW project manager, Ray Coglas, that minimum soil
density requirements were not achieved due to relatively wet soil conditions. After a brief
discussion with the grading contractor, ESNW rep recommended retesting backfill at a later date,
prior to fine road grading/paving.
Tract 996— Stormwater Detention Vault—Temporary Excavation & Backfill Observations:
ESNW rep observed the grading contractor begin to backfill the stormwater detention vault with structural
soil. Each roughly 12-inch-thick loose lift of structural soil was mechanically compacted via a large hoe-
pack. Soil density tests indicate soils to be 6-8 percent over optimum moisture levels at roughly 18-
percent moisture and have not attained at least 95-percent compaction of the maximum dry density at
this time. ESNW rep notified ESNW project manager, Ray Coglas, that minimum soil density
requirements were not achieved due to relatively wet soil conditions. After a brief discussion with
the grading contractor, ESNW rep recommended retesting backfill at a later date, prior to final
landscaping and/or vertical construction within structural areas.
The temporary excavation was backfilled and is no longer over-steepened per OSHA and WISHA
regulations. Please reference ESNW temporary excavation letter, dated September 10, 2024.
Report ID 9906.00 E 2024 1017 Page 2 of 3
ESNW rep will return tomorrow to continue to observe earthwork and associated soil density testing.
Please see attached map and images below.
\ \\ 50'DISPERSION TRENC,\
PEPoffILTER-2,TYPE 24M \\\ - _ - OPEN sraLFlcAPA\ y \
Temporary N=4231DUD \ � - TRACT9r% \- 1
p Y 1 N=42312&B0,E=1328780.82 \; CB-10,TYPE 1 1
Excavation �,\ WISOUD LID
' —4. \ Wl50 LEVEL SPREADER
Area - _ l - N=423165,96,E=1328815.66
591E1250@321%
'!nG_T E FALL PROTECTION F ING
Backfilled EP 1 I 1
STORM OE TEh'K�`! \
36I1i3511�341113 1 I Acn:EoxasP e \ 6LF12sD@B.0vw CQ \ xTANW �\
casA rYPE 1 1 wHEEL STOP,TYP I T 996 \
STA 50+42.82,10.22 LT YD 9 I I 111 I ( \
VAULT OUTLET-2 \ 1
INSTALL LANDSCAPING HEDGE OR -- - '3P.JE-tlttfl- -1- STA 51+10.32.26.90 LT
BLOCK WALL ALONG BACK CF �'tiIC_;YALv. 1 \ 1
I SIDEWALK ALONG LOT 36
I DRIVEWAY
Y T \ •••FFF----9.- 11
CONCEPTUAL FUTURE CO_NNECAON I DRIV�C ' l CB-11 TYPE 25a•0 t y I
yr SOLID LID +1 I I CONTROLSTRUCNRE _ _I
R55.50 - - YD-7 I STA 51+1226,26,9E LT 1 I +
1 109LF1?SD@1.93% �� R44.50 AccElSSA n0ES I 1 126 LF 12'SO@2.94% B
I 31052400300800 Pvn4T TRACT 994 �6 28 I I27t126 1 15
25N25'SIGHT DISTANCE I 31 I1I301I 29 1 I, I, 1Bs&
1 C'S10RM DRAINAGE E
TRLANGLE,TYP SMT
1 I I I I 1a�FUE ' 1
f I I + Water Main Backfill
I ,
9 TEMPORARY GRADING ESMT DRIVE A vs Ar a
I CM.TYPE 1 F �, -- �•i 6
STA 34-61.48.10.22 LT
72 LF 17 SD 0.62% ,R M12 T,' I ', YD-6 \ NGPA SPIIT-RAIL FENCING
I @ ,1 STA 33 r 87....7_I Y0.5 IC'PU= ANDSIGNAGE -
I c 1;19111201121'i 22 23111241125 I
I
I RI I 11 I 5'MAINTENANCE MT T7 1 STALLS TYP PARKNG I ;, '
1 I CBS,TYPE 1 _ 5' ER -1 I TRACT 997 \ '\
M�SPACE
THRU-0URBINLET _ 5'SI�'W�
C STA 12-09.93-9.54'RT t0 PUE ' 1 _ 20' 11 \
nI I I 1 33 LF 12 SD 50.61%1 I I I 11 ---I. I I T VMT \
O 1 16� 117 .,16' 115 I I131121II1 1 I I ` 1
00 LF 1rs0@0.67% 1 11I I 14 1, 11 1 10 \
Z !R 7' YD-4 1 C8-6 TYPE 248'0 Yp-0 III III III \\ 1
C&7,TYPE1 I 0.PICATCrt.• STA40-36,399.39'LT t99LF17SD�'�a,87% °�\\` \ CB{A.T•PEI
CB-7, 50.9.22 flT '7 PJE `Lb STA31-4-,"m,a.'L" 1
o I 14-- 1
W I , I PVMT - I -- - IDEA-AL \ 1
A027 LF 12'SO@3.33% ' 1 1
DRIVE B ACCESS&LITIUTIES
VAULTINLET-2 I WHEEL STOP TYP' TRACT 998- t�141
STA40+36.39,17S0 RT I *
VAULT INLET-1 1 I _ _1_In PUt_ 'I Y0.1 T_ _ 1 I `4 `3
N=422711.32,E=1328706.69 I STORM OETEMnow VAULTWILET-1 II
ds YD,2
ACTI�OPENSPACE N-422711.11,E=1328722.87 I11 I III III 1
22 LF 12•SO@15.91% M TRACT 999 1 I ' :'RCSaVALKA
AuITA 1 112 1113 14 11I5 1 6 1 I I i I I 7 I6 1 9 1 STRIPING PEA
CROSSWALK AND STOP BAR ,l - eLF'2 SO 0O.00% A I �1 ' 1 DETAL 1,f15,'
STRIPING PER WSDOT STD
DETAILM45.10-02 _-
SO@1.15% 291 lF 17 SO@0.72% , sFA A 10,9?'N CC7ICALIOI'J
, \
. . — .'i�"_ . . — .I. — . . _;,ix_ . . — .•I. _ . . / '.I: _ .p/----:_�T1�co_. / \� � ,11� - x�a I -.
......
CB-4,TYPE 1 CB-3 TYPE 2 48'0 �...,.w�y �.._._._J—_..._._.._,.........
STA 72+01.45.18b1'LT V1 - 31IND'.ND C'VE
Wi SOLID LID SAWCUT LINE,7YP
—22 LF 12•SD@0.50% N=42M.11.E=1328722.79
Earth Solutions NW, LLC
Report ID 9906.00 E 2024 1017 Page 3 of 3
411
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Earth Solutions NW, LLC
Earth Solutions NW«C
15365 NE 901h Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 3 Report ID 9906.00 E 2024 1021
Date Mon 10/21/2024 Weather 54°F, Partly Cloudy
Arrival/Departure Time(s) 12:30 PM — 1:20 PM Travel Time(hr) 0.75
Project Name Allen Townhomes
Location 8927 — 172nd St NE, Arlington
ESNW Rep.&Phone Emmi Reinleitner I Field Technician 206.867.8504
Client Info/Contact JM1 Holdings, LLC I Shanon Jordan
Reviewed By LAC LIV— RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our Feld representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe and test lot grading of lots 10-16. The following was
observed:
Lot Grading Lots 10-16: Observations & Testing:
ESNW rep observed the contractor grading lots 10 to 16 using a large excavator. ESNW rep was
informed no extra topsoil would be imported at this time. ESNW rep used a '/2-inch diameter steel T-
probe to probe locations of lot subgrades, and found the soils to be firm and unyielding, and
suitable for the support of the proposed structures. ESNW rep was informed that the contractor will
use a medium sized vibratory single drum roller to compact the lot subgrades after completing the
grading.
ESNW rep will return tomorrow to observe and test earthwork construction. Please see attached map
and images below.
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Report ID 9906.00 E 2024 1021 Page 2 of 3
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I 1 15365 N E 90"Street,Suite 100 FIELD REPORT
Redmond,WA 98052
Office(425)449-4704 1 esnw.com
Branch Office:Pasco, WA
Project No. 9906.00 Page 1 of 7 Report ID 9906.00 E 2024 1022
Date Tue 10/22/2024 Weather 54°F, Partly Cloudy
Arrival/Departure Time(s) 11:55 AM — 2:35 PM Travel Time(hr) 0.25
Project Name Allen Townhomes
Location 8927 — 172nd St NE, Arlington
ESNW Rep.&Phone Emmi Reinleitner I Field Technician 206.867.8504
Client Info/Contact JM1 Holdings, LLC I Shanon Jordan
Reviewed By LAC f ¢ram RAC
Field Supervisor Initials/Date Project Manager Initials/Date
Limitations:The presence of our field representative at the site is to provide our client with a source of professional advice,opinions,and recommendations based upon the field representative's
observations and testing of the contractor's work. Our services do not include supervision or direction of the contractor,their employees,or agents. Geotechnical recommendations for
obtaining project objectives may be made by our representatives;however,direction of the actual work should come from the owner or contractor,as appropriate. The contractor is responsible
for complying with the contract documents at all times,regardless of the presence of our field representative.Jobsite safety,including compliance with all applicable state or federal regulations,
is the sole responsibility of the contractor. The observations,recommendations,and conclusions provided in this field report are preliminary until reviewed by the ESNW project manager.
As requested, ESNW rep was onsite to observe and test lot grading of lots 17 & 18, keyway subgrade for
walls on the north side and east side of site, as well as to observe yard drain construction. The following
was observed:
Lot Grading Lots 17 & 18: Observations & Testing:
ESNW rep observed the contractor to have previously graded lots 17 & 18 using a large excavator.
ESNW rep was informed no extra topsoil would be imported at this time. ESNW rep used a %-inch
diameter steel T-probe to probe locations of lot subgrades, and found the soils to be firm and
unyielding, and suitable for the support of the proposed structures. ESNW rep observed the
contractor to have previously used a medium sized vibratory single drum roller to compact the lot
subgrades after completing the grading.
Keyway Subgrade — Observations & Testing:
ESNW rep observed the contractor excavating an approximately 2-foot-deep keyway into native soils on
the north side of site. ESNW rep observed the contractor excavating unsuitable soils and backfilling with
approximately 12 inches of structural native sands, compacting the loose lift with a hoe pack. ESNW rep
used a '/2-inch diameter steel T-probe to probe locations of the keyway subgrade and found the
soils to be firm, and suitable for the support of the proposed structure. ESNW rep observed the
contractor placing an approximately 6-inch loose lift of 5/8-inch minus crushed rock as a leveling course.
ESNW rep observed the contractor compacting the leveling course of crushed rock with a vibratory plate
compactor.
Yard Drains — Observations:
ESNW rep observed the contractor excavating an approximately 6-foot-deep trench on the northern side
of the site for the purpose of constructing yard drains. ESNW rep observed the drains to have been
bedded in approximately 6-inches of pea gravel. ESNW rep was informed backfill would take place later
in the day.
ESNW rep will return tomorrow to observe and test earthwork construction. Please see attached map
and images below.
Report ID 9906.00 E 2024 1022 Page 2 of 7
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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: 24-570A
Building Official
City of Arlington Building Department
238 North Olympic Avenue
Arlington, WA 98223
Subject: Final Report
Allen Townhomes Detention Vault A
8927 172nd St NE
Arlington
Permit No. BLD5912
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 President
cc: Shanon Jordan <sjordan@landprogrp.com>; Mark Villwock <mvillwock@landprogrp.com>
77659a56-38bd-423a-8f06-fc591818c686
�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
NCK091224D
CLIENT INFORMATION PROJECT INFORMATION
Contact Project No. 24-570A
Company Land Pro Group Project Name Allen Townhomes Detention Vault A
Address 10515 20th St SE #202 Address 8927 172nd St NE
City Lake Stevens City Arlington
Contractor Omni Permit No. BLD5912
INSPECTION TYPE(S) STRUCTURE(S) / LOCATION(S)
O Reinforcing Steel Detention Vault A - 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 A- 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
1976CC4C-E862-49EB-A6BF-07299B70D900
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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
NCK091224D
To
Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date
Nathan Kingsbury 09/16/2024 Signature Teajalam (TJ) 09/17/2024
Gounden
1976CC4C-E862-49EB-A6BF-07299B70D900
�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
BL091324B
CLIENT INFORMATION PROJECT INFORMATION
Contact Project No. 24-570A
Company Land Pro Group Project Name Allen Townhomes Detention Vault A
Address 10515 20th St SE #202 Address 8927 172nd St NE
City Lake Stevens City Arlington
Contractor Permit No. BLD5912
INSPECTION TYPE(S) STRUCTURE(S) / LOCATION(S)
O Concrete Placement Building A vault footing
Weather Temperature (OF) Start Time End Time
Cloudy 60 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.
A continuous placement from Building B vault footing. No samples were made due to the same mix, #55420C. The contractor placed concrete
for Building A vault footing. Stanwood Redi-Mix supplied 62 yards of concrete.
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
340285a40a907273-1726258557808
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
BL091324B
PHOTOS
CONCRETE
CONCRETE REQUIREMENTS:
--
- - _ --
LOCATION �,, --�p,„-,e-�---
STRENGTH MAX W/C RATIO I ;,
WALLS 6 CIP LID AREAS 4000PSI @ 28 DAYS 0.50 jo
FTGS & GRADE SLAB 4000PSI @ 56 DAYS 0.53 T k'
PLANK VOID FILL TG MEET PLANK MFGR'S REQUIREMENTS* ' ,� -- - --I
�x ----- - ------- - - ,►_ ------- -
PLANKJOINT GROUT 70 MEET PLANK MFGR'S REQUIREMENTS+
---- -- ------ - ------ - ------------ s
MINIMUM STRENGTH SHALL BE 3000PSI @ 28 DAYS.
aria
AIR CONTENT:
CONC, EXPOSED TO WEATHER SHALL CONTAIN 5X, +/-1% ENTRAINED AIR, III
DESIGN: • � .
SHALL BE BASED ON FIELD EXPERIENCE OR TRIAL MIXTU®ES�IN
CONFORMANCE WITH THE SPECIFICATIONS. u _
-
Specifications
VAULT - A FOUNDATION PLAN
Drawings
-T--.I- „fir
.� �.•'�—..•t'.'_ t-`�—rn . gyp.� ..� , 1 i;rr�sa'l iY,iy C"k�i}y 1 .• 2 f
1-14
+ Empty building a vault footing
•'MF• �^' VAULT.A VAULT•A
.4.k.':ok O TYi WALL 5ECT:31 (1 Tt'P WALL SECTION
Drawings
Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date
Bobby Luke 09/13/2024 Signature Teajalam (TJ) 09/14/2024
�-
Gounden
340285a4Oa907273-1726258557808
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
BL091324B
411
t t .�_ i F
Pouring of building a vault footing Pouring of building a vault footing
.All
f
Ok
1 -E 1 •a
J Fes-
Pl
�{ .. Pouring of building a vault footing
Pouring of building a 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
340285a40a907273-1726258557808
�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
AS091924A
CLIENT INFORMATION PROJECT INFORMATION
Contact Project No. 24-570A
Company Land Pro Group Project Name Allen Townhomes Detention Vault A
Address 10515 20th St SE #202 Address 8927 172nd St NE
City Lake Stevens City Arlington
Contractor Omni Permit No. BLD5912
INSPECTION TYPE(S) STRUCTURE(S) / LOCATION(S)
O Reinforcing Steel Interior and exterior walls - Detention Vault A
Weather Temperature (OF) Start Time End Time
Foggy 50 07:00 AM 08:00 AM
DRAWINGS/ DOCUMENTS REFERENCED
Approved project drawings: S1, S2, S4 and S5
INSPECTION OBSERVATION / REMARKS
As requested, I was on site and performed the following inspection:
Reinforcing Steel Placement
Approved project drawings: S1, S2, S4 and S5
Location: Exterior and interior walls - Detention vault A
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
5B4D40F2-B4B8-4A8C-B869-7BE56837034F
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
AS091924A
PHOTOS
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
5B4D40F2-B4B8-4A8C-B869-7BE56837034F
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
AS091924A
i gg
off `
i
TV
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
Gounden
5B4D40F2-B4B8-4A8C-B869-7BE56837034F
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
AS091924A
' f
4
Reinforcing
Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date
Arash Sadoghi 09/19/2024 Signature Teajalam (TJ) 09/22/2024
Gounden
5B4D40F2-B4B8-4A8C-B869-7BE56837034F
�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
NCK092424B
CLIENT INFORMATION PROJECT INFORMATION
Contact Project No. 24-570A
Company Land Pro Group Project Name Allen Townhomes Detention Vault A
Address 10515 20th St SE #202 Address 8927 172nd St NE
City Lake Stevens City Arlington
Contractor Omni Contracting Solutions Permit No. BLD5912
INSPECTION TYPE(S) STRUCTURE(S) / LOCATION(S)
O Concrete Placement Detention Vault (South) - Walls
Weather Temperature (OF) Start Time End Time
Overcast 59 09:00 PM
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 (South) at the above referenced locations. Stanwood Redi-Mix supplied 94 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: #217,Ticket Number: #231343, Mix #: 55420C,Temperature: 74F, Slump: 6.0", and Air Content: 1.4%.
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
D4221CB3-B977-42FC-8BF3-3774C62C2D1A
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
NCK092424B
PHOTOS
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Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date
Nathan Kingsbury 09/25/2024 Signature Teajalam (TJ) 09/28/2024
Gounden
D4221CB3-B977-42FC-8BF3-3774C62C2D1A
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
NCK092424B
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Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date
Nathan Kingsbury 09/25/2024 Signature Teajalam (TJ) 09/28/2024
Gounden
D4221CB3-B977-42FC-8BF3-3774C62C2D1A
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
NCK092424B
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Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date
Nathan Kingsbury 09/25/2024 Signature Teajala m (TJ) 09/28/2024
Gounden
D4221CB3-B977-42FC-8BF3-3774C62C2D1A
�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
AS100924C
CLIENT INFORMATION PROJECT INFORMATION
Contact Project No. 24-570A
Company Land Pro Group Project Name Allen Townhomes Detention Vault A
Address 10515 20th St SE #202 Address 8927 172nd St NE
City Lake Stevens City Arlington
Contractor Omni Permit No. BLD5912
INSPECTION TYPE(S) STRUCTURE(S) / LOCATION(S)
O Reinforcing Steel Perimeter side wall around, wall for opening pedestrian grate and manhole opening for
detention vault lid - Detention Vault A
Weather Temperature (OF) Start Time End Time
Sunny 56 11:00 AM
DRAWINGS/ DOCUMENTS REFERENCED
Approved project drawings: S1, S2, 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, S2, S4 and S5
Location: Perimeter side wall around, wall for opening pedestrian grate and manhole opening for detection vault lid - Detention Vault A
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
OOC49047-2408-4F99-B788-A896A71BEAA8
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
AS100924C
PHOTOS
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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
OOC49047-2408-4F99-B788-A896A71BEAA8
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
AS100924C
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Reinforcing Reinforcing
Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date
Arash Sadoghi 10/09/2024 Signature Teajalam (TJ) 10/11/2024
Gounden
OOC49047-2408-4F99-B788-A896A71BEAA8
�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
DTG100924D
CLIENT INFORMATION PROJECT INFORMATION
Contact Project No. 24-570A
Company Land Pro Group Project Name Allen Townhomes Detention Vault A
Address 10515 20th St SE #202 Address 8927 172nd St NE
City Lake Stevens City Arlington
Contractor Permit No. BLD5912
INSPECTION TYPE(S) STRUCTURE(S) / LOCATION(S)
O Concrete Placement Vault A&B lid closures
Weather Temperature (OF) Start Time End Time
Overcast 11:30 AM
DRAWINGS/ DOCUMENTS REFERENCED
Approved site plans and batch ticket#231921
INSPECTION OBSERVATION / REMARKS
As requested, I was on site for concrete placement observation, sampling and testing.
The contractor placed concrete for vault lid closure at the above referenced locations. Stanwood Redi-Mix supplied 52 cubic yards of concrete,
mix #55421c Concrete 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 concrete from the first truck. I performed temperature, slump testing on the fresh concrete. Additionally, I
cast one set of 5 - 4x8 cylinder specimens of concrete for compressive strength testing at 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.
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
B5DED577-BE40-4A9D-A158-94EC70C727FC
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
DTG100924D
PHOTOS
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Inspectors Signature Inspectors Name Report Date Reviewers Reviewed By Reviewed Date
Del Green 10/14/2024 Signature Teajalam (TJ) 10/16/2024
Gounden
B5DED577-BE40-4A9D-A158-94EC70C727FC
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. NCK092424B3
Redmond,WA 98052
425-881-5812 Inspectors Name Nathan Kingsbury
CLIENT INFORMATION PROJECT INFORMATION
Contact Project No. 24-570A
Company Land Pro Group Project Name Allen Townhomes Detention Vault A
Address 10515 20th St SE#202 Address 8927 172nd St NE
City Lake Stevens City Arlington
Contractor Omni Contracting Solutions LLC Permit No. BLD5912
Weather Clear
Location Detention Vault(South)-Walls
Gridlines
Field Remarks
FIELD TEST DATA STRENGTH REQUIREMENTS
Supplier Stanwood Redi-Mix Mix Design Strength 4000
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. 217 Total Yardage 94
Ticket No. 231343 Ambient Temp.('F) 66 REPORTED BATCH WEIGHTS PER CUBIC YARD
Load Site 12 Concrete Temp.(`F) 74 Product Info. Design Target Actual
Air Spec.(%) Air Content(%) 1.4 Cement
Slump Spec.(in.) 4 Slump(in.) 5 Slag/Fly Ash
Curing Method Cure box Min.Temp.('F) Sand
Nominal Size(In.) 4X8 Max Temp.('F) Aggregate
Batch Time 08:59 AM Sample Time 10:29 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 [=er
ater(Gal) 20.87yWhm Brian 1
C1621 C1758 T22 (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.)
C18396 A 9/27/2024 3 4.00 8.00 1.00 12.56 32,610 2,600 1 Stu Swenson
C-1231
C18396 B 30/1/2024 7 4.00 8.00 1.00 12.56 39,170 3,120 2 Stu Swenson
C18396 C 10/22/2024 28 4.00 8.00 1.00 12.56 59,730 4,760 1 Brandon Romero Compressive
Strength
C18396 D 10/22/2024 28 4.00 8.00 1.00 12.56 58,880 4,690 1 Brandon Romero Method
C18396 E 10/22/2024 28 4.00 8.00 1.00 12.56 59,770 4,760 1 Brandon Romero
C-39
C18396 F H
Other
Average Strength 4,740
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. DTG100924C1
Redmond,WA 98052
425-881-5812 Inspectors Name Del Green
CLIENT INFORMATION PROJECT INFORMATION
Contact Project No. 24-570A
Company Land Pro Group Project Name Allen Townhomes Detention Vault A
Address 10515 20th St SE#202 Address 8927 172nd St NE
City Lake Stevens City Arlington
Contractor Permit No. BLD5912
Weather Overcast
Location Vault &B lid closure
Gridlines
Field Remarks As requested,I was on site for concrete placement observation,sampling and testing.
The contractor placed concrete for vault lid closure at the above referenced locations.Stanwood redimix supplied 52 cubic yards of concrete,mix Jt55421c Concrete 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. 55421C Sample Yardage 12 Mix Design Approved
Truck No. 215 Total Yardage 52
Ticket No. 231921 Ambient Temp.('F) 58 REPORTED BATCH WEIGHTS PER CUBIC YARD
Load Size 12 Concrete Temp.(`F) 72 Product Info. Design Target Actual
Air Spec.(%) Air Content(%) Cement
Slump Spec.(in.) 5 Slump(in.) 6 Slag/Fly Ash
Curing Method Min.Temp.('F) Sand
Nominal Size(In.) 4X8 Max Temp.('F) Aggregate
Batch Time 11:43 AM Sample Time 12:30 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) 19.3
By Whom Contractor
C1621 C1758 T22 Added Water(Gal) 10
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.)
C18559 A 10/16/2024 7 4.00 8.00 1.00 12.56 51,640 4,110 2 Brandon Romero
C-1231
C38559 B 11/6/2024 28 4.00 8.00 1.00 12.56 68,260 5,430 2 Brandon Romero
C18559 C 11/6/2024 28 4.00 8.00 1.00 12.56 66,370 5,280 2 Brandon Romero Compressive
Strength
C18559 D 11/6/2024 28 4.00 8.00 1.00 12.56 65,650 5,230 2 Brandon Romero Method
C18559 E H
C-39
Other
Average Strength 5,310
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.