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HomeMy WebLinkAboutRS_Technical_Information_Report_260416_v2 PRELIMINARY TECHNICAL INFORMATION REPORT (FULL DRAINAGE REVIEW) 4612 NE 1st St Renton Parcel Number: #1523059115 February 2026 For Submittal to City of Renton Public Works Department Owner: ATTN: Amani Ewig CERTIFICATE OF ENGINEER The technical material and data contained within this report has been prepared by or under the direction of the following registered professional engineer(s), licensed in accordance with the laws of the State of Washington to practice in the State of Washington. Digitally signed by Ryan Yokum Date: 2026.04.14 14:51:25 - 07'00' QUICK REFERENCE PROJECT INFORMATION General Project Information Project Description Short Plat – divide single lot into 4 total lots Parcel # 1523059115 Project Address 4612 NE 1st St Parcel Size 34,174 SF (0.78 ac.) Project Size 27,400 SF (0.63 ac.) Owner/Developer ATTN: Amani Ewig Consulting Engineer Facet Ryan Yokum, PE 31620 23rd Ave S, STE 307 Federal Way, WA 98003 Phone: (206) 523-0024 Drainage Site Characteristics Urban site (over 22,000 SF and located inside the UGA according to King County iMAP) Study Area The project parcels and downstream drainage system. Drainage Requirements Full drainage review per 2022 City of Renton Surface Water Design Manual which requires compliance with the following: • Core Requirements 1-9 • Special Requirements 1-5 Project Land Cover Summary Existing Conditions: Impervious Surface = 4,989 SF Pervious Surface = 29,185 SF PGIS = 1,615 SF Total = 34,174 SF Developed Conditions: Total Impervious (including permeable pavement) = 12,300 SF Landscape Surface = 12,214 SF PGIS (Permeable Pavement) = 6,680 SF Undisturbed Area = 6,980 SF ROW Dedication = 2,680 SF Total = 34,174 SF Soils Soils consisted of approximately 6 to 12 inches of organic topsoil overlying approximately 1-3 feet of medium dense material consisting of sand with silt and gravel. See Geotechnical Report in Appendix A for more information. Proposed Drainage System The proposed drainage system consists of stormwater infiltrating via permeable pavement surfaces, stormwater routed to gravel filled infiltration trenches, and stormwater routed directly to the public drainage system. Flow Control BMPs Permeable Pavement and gravel filled infiltration trenches. ESC Measures ESC measures per Full Drainage Requirements including a stabilized construction entrance, straw wattles, high visibility fence, inlet protection at catch basins, sediment pond, interceptor swales. TABLE OF CONTENTS 1. Project Overview ...................................................................................................... 1-2 1.1 General Description of Proposal ............................................................................... 1-3 1.2 Pre-Developed Site Conditions ................................................................................. 1-3 1.3 Developed Site Conditions........................................................................................ 1-3 1.4 Site Area and Size of Improvements ......................................................................... 1-3 1.5 Disposition of Stormwater before Project.................................................................. 1-4 1.6 Disposition of Stormwater after Project .................................................................... 1-6 1.7 Site Soils and Geotechnical Study ............................................................................. 1-6 2. Conditions and Requirements Summary ................................................................... 2-7 2.1 Core Requirement #1: Discharge at the Natural Location .......................................... 2-7 2.2 Core Requirement #2: Offsite Analysis ..................................................................... 2-7 2.3 Core Requirement #3: Flow Control ......................................................................... 2-7 Core Requirement #4: Conveyance System ....................................................................... 2-7 2.4 Core Requirement #5: Construction Stormwater Pollution Prevention (CSWPP) ...... 2-7 2.5 Core Requirement #6: Maintenance and Operations .................................................. 2-8 2.6 Core Requirement #7: Financial Guarantees and Liability......................................... 2-8 2.7 Core Requirement #8: Water Quality ........................................................................ 2-8 2.8 Core Requirement #9: Flow Control BMPs ............................................................... 2-8 2.9 Special Requirement #1: Other Adopted Area-Specific Requirements ...................... 2-8 2.10 Special Requirement #2: Flood Hazard Area Delineation .......................................... 2-9 2.11 Special Requirement #3: Flood Protection Facilities ................................................. 2-9 2.12 Special Requirement #4: Source Control ................................................................... 2-9 2.13 Special Requirement #5: Oil Control ........................................................................ 2-9 2.14 Special Requirement #6: Aquifer Protection Area ..................................................... 2-9 3. Offsite Analysis ...................................................................................................... 3-10 4. Flow Control, LID, and Water Quality Facility Analysis and Design ...................... 4-12 4.1 Existing Site Hydrology .......................................................................................... 4-12 4.2 Developed Site Hydrology ...................................................................................... 4-12 4.3 Performance Standards ........................................................................................... 4-12 4.4 Flow Control System .............................................................................................. 4-12 4.5 Water Quality System ............................................................................................. 4-12 5. Conveyance System Analysis and Design ............................................................... 5-13 6. Special Reports and Studies ...................................................................................... 6-1 7. Other Permits............................................................................................................ 7-1 8. Construction Stormwater Pollution Prevention Plan Analysis and Design ................. 8-2 9. Bond Quantities, Facility Summaries, and Declaration of Covenant .......................... 9-1 10. Operations and Maintenance Manual ...................................................................... 10-1 APPENDICES APPENDIX A Geotechnical Report APPENDIX B WWHM Calculations LIST OF TABLES TABLE 1 Project Site Area and Size of Improvements ..................................................... 1-4 LIST OF FIGURES FIGURE 1 TIR Worksheet ................................................................................................. 1-1 FIGURE 2 Site Location .................................................................................................... 1-2 FIGURE 3 Developed Conditions ...................................................................................... 1-5 K I N G C O U N T Y , W A S H I N G T O N , S U R F A C E W A T E R D E S I G N M A N U A L TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 20 21 Surface Water Design Man ual (Amen ded 20 24) 1 1 /1 4/20 24 1 Pa rt 1 PROJECT OWNER AND PROJECT ENGINEER Pa rt 2 PROJECT LOCATION AND DESCRIPTION Proje ct Own e r ___________________________ Phon e _________________________________ Addre ss _______________________________ _______________________________________ Proje ct En g in e e r _________________________ Comp a n y ______________________________ Phon e _________________________________ Proje ct Na me _________________________ DLS-Pe rmittin g Pe rmit # ________________________ Loca tion Town ship ______________ Ra n g e ________________ Se ction ________________ Site Addre ss __________________________ _____________________________________ Pa rt 3 TYPE OF PERMIT APPLICATION Pa rt 4 OTHER REVIEWS AND PERMITS1 ❑ La n d use (e .g .,Subdivision / Short Subd. / UPD) ❑ Buildin g (e .g .,M/F / Comme rcia l / SFR) ❑ Cle a rin g a n d Gra din g ❑ Rig ht-of-Wa y Use ❑ Othe r _______________________ ❑ DFW HPA ❑ COE CWA 40 4 ❑ ECY Da m Sa fe ty ❑ FEMA Floodp la in ❑ COE We tla n ds ❑ Othe r ________ ❑ Shore lin e Ma n a g e me n t ❑ Structura l Rocke ry/Va ult/_____ ❑ ESA Se ction 7 Pa rt 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Typ e of Dra in a g e Re vie w (che ck on e ): Da te (in clude re vision da te s): Da te of Fin a l: ❑ Full ❑ Ta rg e te d ❑ Simp lifie d ❑ La rg e Proje ct ❑ Dire cte d __________________ __________________ __________________ Pla n Typ e (che ck on e ): Da te (in clude re vision da te s): Da te of Fin a l: ❑ Full ❑ Modifie d ❑ Simp lifie d __________________ __________________ __________________ Pa rt 6 SWDM ADJUSTMENT APPROVALS Typ e (circle on e ): Sta n da rd / Exp e rime n ta l / Bla n ke t De scrip tion : (in clude con dition s in TIR Se ction 2 ) ____________________________________________________________________________________ ____________________________________________________________________________________ ____________________________________________________________________________________ Ap p rove d Adjustme n t No. ______________________ Da te of Ap p rova l: ______________________ 1 DFW: WA Sta te De p t. of Fish a n d Wildlife . HPA: hydra ulic p roje ct a p p rova l. COE: (Army) Corp s of En g in e e rs. CWA: Cle a n Wa te r Act. ECY: WA Sta te De p t. of Ecolog y. FEMA: Fe de ra l Eme rg e n cy Ma n a g e me n t Ag e n cy. ESA: En da n g e re d Sp e cie s Act. K I N G C O U N T Y , W A S H I N G T O N , S U R F A C E W A T E R D E S I G N M A N U A L TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 20 21 Surface Water Design Man ual (Amen ded 20 24) 1 1 /1 4/20 24 2 Pa rt 7 MONITORING REQUIREMENTS Mon itorin g Re q uire d: Ye s / No Sta rt Da te : _______________________ Comp le tion Da te : _______________________ De scribe : _________________________________ _________________________________________ _________________________________________ Re : KCSWDM Adjustme n t No. ________________ Pa rt 8 SITE COMMUNITY AND DRAINAGE BASIN Commun ity Pla n : ____________________________________________________________________ Sp e cia l District Ove rla ys: ______________________________________________________________ Dra in a g e Ba sin : _____________________________________________________________________ Stormwa te r Re q uire me n ts: ____________________________________________________________ Pa rt 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ Rive r/Stre a m ________________________ ❑ La ke ______________________________ ❑ We tla n ds ____________________________ ❑ Close d De p re ssion ____________________ ❑ Floodp la in ___________________________ ❑ Othe r _______________________________ _______________________________ ❑ Ste e p Slop e __________________________ ❑ Erosion Ha za rd _______________________ ❑ La n dslide Ha za rd ______________________ ❑ Coa l Min e Ha za rd ______________________ ❑ Se ismic Ha za rd _______________________ ❑ Ha bita t Prote ction ______________________ ❑ _____________________________________ Pa rt 1 0 SOILS Soil Typ e _________________ _________________ _________________ _________________ Slop e s _________________ _________________ _________________ _________________ Erosion Pote n tia l _________________ _________________ _________________ _________________ ❑ Hig h Groun dwa te r Ta ble (within 5 fe e t) ❑ Othe r ________________________________ ❑ Sole Source Aq uife r ❑ Se e p s/Sp rin g s ❑ Addition a l She e ts Atta che d K I N G C O U N T Y , W A S H I N G T O N , S U R F A C E W A T E R D E S I G N M A N U A L TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 20 21 Surface Water Design Man ual (Amen ded 20 24) 1 1 /1 4/20 24 3 Pa rt 1 1 DRAINAGE DESIGN LIMITATIONS REFERENCE ❑ Core 2 – Offsite An a lysis_________________ ❑ Se n sitive /Critica l Are a s__________________ ❑ SEPA________________________________ ❑ LID In fe a sibility________________________ ❑ Othe r________________________________ ❑ _____________________________________ LIMITATION / SITE CONSTRAINT _______________________________________ _______________________________________ _______________________________________ _______________________________________ _______________________________________ _______________________________________ ❑ Addition a l She e ts Atta che d Pa rt 1 2 TIR SUMMARY SHEET (p rovide on e TIR Summa ry She e t p e r Thre shold Discha rg e Are a ) Threshold Discharge Area: (n a me or de scrip tion ) Core Requirements (all 8 apply): 1 . Discha rg e a t Na tura l Loca tion Numbe r of Na tura l Discha rg e Loca tion s: 2 . Offsite An a lysis Le ve l: 1 / 2 / 3 da te d:__________________ 3. Flow Con trol (in clude fa cility summa ry she e t) Le ve l: 1 / 2 / 3 or Exe mp tion Numbe r ____________ Flow Con trol BMPs _______________________________ 4. Con ve ya n ce Syste m Sp ill con ta in me n t loca te d a t: _________________________ 5 . Erosion a n d Se dime n t Con trol / Con struction Stormwa te r Pollution Pre ve n tion CSWPP/CESCL/ESC Site Sup e rvisor: _____________________ Con ta ct Phon e : _________________________ Afte r Hours Phon e : _________________________ 6. Ma in te n a n ce a n d Op e ra tion Re sp on sibility (circle on e ): Priva te / Public If Priva te , Ma in te n a n ce Log Re q uire d: Ye s / No 7. Fin a n cia l Gua ra n te e s a n d Lia bility Provide d: Ye s / No 8. Wa te r Qua lity (in clude fa cility summa ry she e t) Typ e (circle on e ): Ba sic / Se n s. La ke / En ha n ce d Ba sic / Bog or Exe mp tion No. ______________________ La n dsca p e Ma n a g e me n t Pla n : Ye s / No For En tire Proje ct: % of Ta rg e t Imp e rvious tha t ha d a fe a sible FCBMP imp le me n te d_______________ Tota l Re p la ce d Imp e rvious surfa ce s on the site _____________ Tota l Ne w Pe rvious Surfa ce s on the site ___________________ Re p l. Imp . on site mitig a te d w/flow con trol fa cility____________ Re p l. Imp . on site mitig a te d w/wa te r q ua lity fa cility___________ Re p l. Imp . on site mitig a te d with FCBMP __________________ K I N G C O U N T Y , W A S H I N G T O N , S U R F A C E W A T E R D E S I G N M A N U A L TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 20 21 Surface Water Design Man ual (Amen ded 20 24) 1 1 /1 4/20 24 4 Pa rt 1 2 TIR SUMMARY SHEET (p rovide on e TIR Summa ry She e t p e r Thre shold Discha rg e Are a ) Special Requirements (as applicable): 9. Are a Sp e cific Dra in a g e Re q uire me n ts Typ e : CDA / SDO / MDP / BP / LMP / Sha re d Fa c. / Non e Na me : ________________________ 1 . Floodp la in /Floodwa y De lin e a tion Typ e (circle on e ): Ma jor / Min or / Exe mp tion / Non e 1 0 0 -ye a r Ba se Flood Ele va tion (or ra n g e ): ______________ Da tum: 2 . Flood Prote ction Fa cilitie s De scribe : 3. Source Con trol (comme rcia l / in dustria l la n d use ) De scribe la n d use : De scribe a n y structura l con trols: 4. Oil Con trol Hig h-use Site : Ye s / No Tre a tme n t BMP: ________________________________ Ma in te n a n ce Ag re e me n t: Ye s / No with whom? ____________________________________ Other Drainage Structures De scribe : Pa rt 1 3 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION ❑ Cle a rin g Limits ❑ Cove r Me a sure s ❑ Pe rime te r Prote ction ❑ Tra ffic Are a Sta biliza tion ❑ Se dime n t Re te n tion ❑ Surfa ce Wa te r Colle ction ❑ De wa te rin g Con trol ❑ Dust Con trol ❑ Flow Con trol ❑ Prote ction of Flow Con trol BMP Fa cilitie s (e xistin g a n d p rop ose d) ❑ Ma in ta in BMPs / Ma n a g e Proje ct MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION ❑ Sta bilize e xp ose d surfa ce s ❑ Re move a n d re store Te mp ora ry ESC Fa cilitie s ❑ Cle a n a n d re move a ll silt a n d de bris, e n sure op e ra tion of Pe rma n e n t Fa cilitie s, re store op e ra tion of Flow Con trol BMP Fa cilitie s a s n e ce ssa ry ❑ Fla g limits of SAO a n d op e n sp a ce p re se rva tion a re a s ❑ Othe r ______________________ K I N G C O U N T Y , W A S H I N G T O N , S U R F A C E W A T E R D E S I G N M A N U A L TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 20 21 Surface Water Design Man ual (Amen ded 20 24) 1 1 /1 4/20 24 5 Pa rt 1 4 STORMWATER FACILITY DESCRIPTIONS (Note : In clude Fa cility Summa ry a n d Ske tch) Flow Con trol Typ e /De scrip tion Wa te r Qua lity Typ e /De scrip tion ❑ De te n tion ❑ In filtra tion ❑ Re g ion a l Fa cility ❑ Sha re d Fa cility ❑ Flow Con trol BMPs ❑ Othe r ________________ ________________ ________________ ________________ ________________ ________________ ❑ Ve g e ta te d Flowp a th ❑ We tp ool ❑ Filtra tion ❑ Oil Con trol ❑ Sp ill Con trol ❑ Flow Con trol BMPs ❑ Othe r ________________ ________________ ________________ ________________ ________________ ________________ ________________ Pa rt 1 5 EASEMENTS/TRACTS Pa rt 1 6 STRUCTURAL ANALYSIS ❑ Dra in a g e Ea se me n t ❑ Cove n a n t ❑ Na tive Growth Prote ction Cove n a n t ❑ Tra ct ❑ Othe r ___________________________ ❑ Ca st in Pla ce Va ult ❑ Re ta in in g Wa ll ❑ Rockery > 4’ High ❑ Structura l on Ste e p Slop e ❑ Othe r ______________________________ Pa rt 1 7 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil e n g in e e r un de r my sup e rvision , ha ve visite d the site . Actua l site con dition s a s obse rve d we re in corp ora te d in to this workshe e t a n d the a tta che d Te chn ica l In forma tion Re p ort. To the be st of my kn owle dg e the in forma tion p rovide d he re is a ccura te . Signe d/Date 〲⼱㌯㈰㈵ Facet. 20260414_4612 NE 1st St_Preliminary TIR Page 1-2 1. PROJECT OVERVIEW This report follows the Technical Information Report (TIR) requirements for Full Drainage Review. The project involves the subdivision of Parcel # 1523059115 within the City of Renton at 4612 NE 1st St. (see FIGURE 2). The total project site area is 27,400 SF (0.63 acres). The project site currently has an existing single-family home and associated hardscape. The project involves the subdivision of the parcel into 4 total lots with the construction of 3 new single-family homes, 2 new DADUs, an associated shared driveway, and landscaping. The existing single-family home on the southeast portion of the parcel will remain. FIGURE 2 Site Location Facet. 20260414_4612 NE 1st St_Preliminary TIR Page 1-3 The parcel is bounded to the north, east, and west by single family homes, and to the south by NE 1st St. This report has been prepared to adhere to the City of Renton 2022 Surface Water Design Manual which is hereafter referred to as “The Manual”. Specific page and section references will refer to this manual. The project will result in creation of greater than 2,000 square feet of new and/or replaced impervious surfaces but does not meet any of the criteria that would result in a Large Project Drainage Review as shown in Figure 1.1.2.A of The Manual. Therefore, this project is subject to Full Drainage Review. The requirements for a Full Drainage Review are noted in The Manual Section 1.1.2.4 and include compliance with all nine core requirements listed in Section 1.2 and all five special requirements listed in Section 1.3. The engineering plans and calculations submitted to demonstrate compliance with the above requirements are included in this report. The report and supporting information has been stamped by a civil engineer licensed in the State of Washington. 1.1 General Description of Proposal The project involves the subdivision of a parcel to construct single family homes, DADUs, an associated shared driveway, and associated drainage and utility infrastructure. 1.2 Pre-Developed Site Conditions The existing site is accessed via one driveway, off NE 1st St. The existing conditions include a single family home, associated asphalt driveway, and landscaping. TABLE 1 summarizes the existing project site conditions and land cover. 1.3 Developed Site Conditions The developed project site conditions, shown on the site improvement plans, will consist of the new three single family residences, two DADUs, an access road, new driveway, frontage improvements, associated utility improvements, and site grading. TABLE 1 summarizes the developed project site land cover. 1.4 Site Area and Size of Improvements The total site area is 0.78 acres while the developed area only consists of 0.63 acres. The site areas are shown in the preliminary civil plans and summarized in TABLE 1 of this report. The drainage system improvements are summarized in Section 4. Facet. 20260414_4612 NE 1st St_Preliminary TIR Page 1-4 TABLE 1 Project Site Area and Size of Improvements Project Site Areas Existing Developed SF Acres SF Acres Impervious Areas: Ex Buildings Roof 3,374 0.08 - - Ex Driveway & Parking 1,615 0.04 - - Prop Buildings Roof - - 5,620 0.13 Prop Driveway & Parking - - 6,680 0.15 Total Impervious Surface 4,989 0.11 12,300 0.28 Total New/Replaced Impervious Surface: - - 12,300 0.28 Total Pollution Generating Impervious Surface: 1,615 0.04 6,680 0.15 Total New/Replaced Pollution Generating Impervious Surface: - - 6,680 0.15 Pervious Areas: - - - - Landscaping 29,185 0.67 12,214 0.28 Total Pervious Surface 29,185 0.67 12,214 0.28 Total ROW Dedication - - 2,680 0.07 Total Project Site Area 34,174 0.78 34,174 0.63 1.5 Disposition of Stormwater before Project Stormwater runoff from at grade hard surfaces are sheet flowing over existing grass to the southwest. Stormwater runoff from roof areas discharge to grade and sheet flow over grass to the southwest. Any stormwater that doesn’t infiltrate into the existing soil on-site will sheet flow onto NE 1st St. where it will be collected by a catch basin and routed to an existing stormwater pond south of the site. x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S SS SS SS SS SS SS SS SS SS SD SD SD SD SD SD SD W W W W W W W W W W W W W W W W W SD SD S D S D S D S D S D S D S D S D S D SD SD BRK. PARC E L # SQ F T ACR E ( S ) 1523 0 5 9 1 1 5 34,1 7 3 0.78 HOUSE NO. FOOTPRINT= SF 4612 1,595 GARAGE FOOTPRINT= SF881 FF EL=396.4' FF EL=398.3' FF EL=401.1' FP MB P RO O F E L = 4 0 8 . 7 ' RO O F E L = 4 1 8 . 0 ' WM =31°59'09"R=39.00'L=21.77' ROCKERY ROCKERY ROCKERY ROCKERY ROCKERY CONC. C O N C . CONC. CONC. CONC. ASPH. ASPH. ASPH. ASPH. ASPH. DECK RE T . W A L L RET. WALL EAVE EAVE EAVE EA V E EAVE EA V E EAVE EA V E EA V E EAVE EA V E EAVE EA V E EDGE O F A S P H A L T ED G E O F A S P H A L T CURB CURB C U R B C U R B NE 1ST ST B R E M E R T O N A V E N E 8" S S 8"SS 18"SD 18 " S D 12 " S D 12" S D EAVE ASPH. RE T . W A L L EAVE ED G E O F A S P H A L T PAR C E L # SQ F T ACR E ( S ) 1523 0 5 9 1 1 5 34,1 7 3 0.78 CONC STEPS CB (TYPE 1) RIM=390.31' IE(S) 12"CPP =375.16' CB (TYPE 1) RIM=385.21' IE(NE) 12"CPP=381.81' IE(NW) 18"CPP=381.26' IE(SE) 18"CPP=381.21' CB (TYPE II) RIM=390.43' IE(N) 12"CPP=378.61' IE(E) 18"CPP=378.03' IE(SE) 24"CPP=377.87' IE(NW) 18"CPP=378.08' CB (FL THRU) RIM=385.17' IE(SW) 12"CPP =384.22' FOUND MON IN CASE BRASS DISK, DOWN 0.45' FOUND MON IN CASE BRASS DISK, DOWN 0.55' SSMH RIM=389.09' IE(NW/E) 8"CONC =380.28'(C.C.) SSMH RIM=388.32' IE(N/SE/SW) 8"CONC =379.06'(C.C.) SET REBAR/CAP 3.O0'S FROM PROP COR SET REBAR/CAP 3.00'S FROM PROP COR SET REBAR/CAP 3.00'W FROM PROP COR SITE TBM PK NAIL W/ RED WASHER ELEV=390.06' N 88°22'42" W 1.89' N 00°38'00" E 9.00' FOUND TACK LEAD LS# 31555 OF LINE & 5.34'S FROM PROP COR SET PK NAIL W/ WASHER 11.00'S FROM PROP COR S E T P K N A I L W/ W A S H E R A T P R O P C O R SET PK NAIL W/ WASHER AT PROP COR SET PK NAIL W/ WASHER AT PROP COR FOUND PK NAIL LS# 37555 0.08'W & 0.06'N FROM PROP COR SHED FENCE LINE ± ALONG PROP LINE FENCE LINE ± ALONG PROP LINE FENCE LINE ± ALONG PROP LINE FENCE COR 0.3'N OF LINE & 0.5'W FROM PROP COR FENCE COR 0.2'N OF LINE & 0.2'W FROM PROP COR FENCE COR 0.9'W OF LINE & 0.1'N FROM PROP COR APPROX. LOCATION PER RECORDS (TYP) N 88°22'42" W 332.31' R1 (332.34' MEAS.) BASIS OF BEARINGS 72.26' N 0 0 ° 3 8 ' 0 0 " E 30 . 0 0 ' N 0 0 ° 3 8 ' 0 3 " E 20 4 . 6 5 ' N 88°19'28" W 70.01' 13 . 4 3 ' N 0 0 ° 3 8 ' 0 0 " E N 89°15'29" W 97.54' N 0 0 ° 4 4 ' 3 1 " E 17 2 . 0 9 ' N 5 6 ° 2 3 ' 3 3 " W 8 9 . 9 0 ' N 88°22'42" W 70.01' EC O B L O C K LOT 5 9 LOT 5 8 LOT 5 7 LOT 5 9 N 0 0 ° 3 8 ' 0 3 " E 20 4 . 6 5 ' N 0 0 ° 4 4 ' 3 1 " E 17 2 . 0 9 ' 4 0 4 404 4 0 2 4 0 2 400 4 0 0 400 400 4 0 0 40 0 398 398 3 9 8 3 9 8 3 9 8 398 39 8 39 8 3 9 6 3 9 6 3 9 6 3 9 6 396 3 9 6 39 4 3 9 4 394 39 4 3 9 4 3 9 4 3 9 4 39 2 39 2 3 9 2 3 9 2 3 9 0 3 9 0 3 9 0 388 3 8 8 38 8 38 6 38 6 3 8 6 12"EVG 12"EVG 12"EVG 21 ' RO W 3 0 ' R O W 7.1' 10.1' 9. 3 ' 33 . 0 ' 45. 7 ' FENCE 1.5'W FENCE 0.1'W FENCE 0.1'W FENCE 0.2'W FENCE 0.6'W FENCE 0.1'W FENCE 0.2'W FENCE 0.2'W FENCE 0.2'W FENCE 0.1'W FE N C E 0. 3 ' N FE N C E 0. 2 ' N FE N C E 0. 3 ' N FE N C E 0. 4 ' N FENCE 0.3'W FENCE 0.1'E FENCE 0.1'E FENCE 0.4'E FENCE 0.3'E WALL 0.5'E FENCE 0.5'W WALL 0.6'E WALL 0.6'E WALL 1.0'E FENCE 0.1'E ROCKERY 0.4'E ROCKERY 1.4'E 105.6' ROCKERY 0.1'S RO C K E R Y 0. 2 ' N FE N C E 0. 1 ' N SFR DRN DRN DR N DR N DR N DRNDRN DR N DR N DR N DR N DR N DRN DRN DRN DR N DR N DRNDRNDRN LOT 1 LOT 3 LOT 4 SD SD SD SD S D EX FF 396.40 DR N DRNDRN DR N DRN DRN DADU DR N DRNDRN DR N DRN DRN DR N DR N DR N DRN DRN DR N DR N DR N DRNDRNDRN LOT 2 SFR SFR DADU SD SD 5.0' 6.0' FF 397.50 FF 399.50 FF 403.00 FF 403.75 FF 401.25 8. 0 ' 5.0' 5.0' 8. 8 ' 5. 0 ' 5.0' 5. 0 ' 5.0 ' W W W W W W W W W W W W W W W W SS S SS S SS S SS S SS S SS S SS S SS S SS S SS S SS S SS S SS S SS S WW WW W W WW SSS SSS SSS SSS SSS FIRE FIRE FIRE FIRE FIRE TRACT A LEGEND: PERMEABLE ASPHALT PAVEMENT, DETAIL 7/SHEET C08. SAND LAYER IS REQUIRED CEMENT CONC. PAVEMENT LANDSCAPING TRACT A PROPERTY LINE LOT LINE STORM DRAIN LINE SANITARY SIDE SEWER WATER LINE FIRE SERVICE WATER METER GRAVEL FILLED INFILTRATION TRENCH TYPE 1 CATCH BASIN YARD DRAIN SANITARY SEWER MANHOLE SD SD WW FIREFIRE SSSSSS FI L E L O C A T I O N : Z: \ S H A R E D \ P R O J E C T S \ A C T I V E \ 2 0 2 5 \ 0 9 \ 2 5 0 9 . 0 4 6 2 _ A M A N I I M R A N - 4 6 1 2 N E 1 S T - R E N T O N \ D R A W I N G S \ C A D - R E V I T \ A C T I V E F I L E \ 4 6 1 2 N E 1 S T S T R E N T O N - C I V I L P L A N S . D W G - O R I G I N A L S H E E T S I Z E : AR C H F U L L B L E E D D ( 3 6 . 0 0 X 2 4 . 0 0 I N C H E S ) - L A S T M O D I F I E D B Y : MI C H A E L P E R N A DRAINAGE AND UTILITY PLAN C07 7 KEY NOTES: KEY DETAIL/ SHEET 48" SANITARY SEWER MANHOLE RIM 402.70 8" (S) IE 395.00 4/C09 227 LF 8" SANITARY SEWER @ 2.00% MIN 5/C09 4" SIDE SEWER W/ CLEANOUT AND 6"x4" REDUCER (TYPE OF ALL SIDE SEWERS)5/C09 CONNECT TO EX 8" PUBLIC SANITARY SEWER MAIN 8" (N) IE 381.17 EX 8" (E) IE 380.50± - CONNECT TO EX PUBLIC WATER MAIN - WATER METER AND DOMESTIC SERVICE LATERAL 2/C09 FIRE SERVICE LATERAL - DOWNSPOUT (TYP)- 497 SF SURFACE AREA x 2' DEPTH GRAVEL FILLED INFILTRATION TRENCH AND ASSOCIATED YARD DRAIN TOP OF INFILTRATION TRENCH SHALL BE PLACED 6" BELOW THE LOWEST AREA OF FINISHED GRADE 6/C08 4" PVC FOOTING DRAIN ENVELOPED IN WASHED 1/2-3/4 INCH GRAVEL SIZED DRAINAGE AGGREGATE (TYP) SEE GEOTECH REPORT 8" YARD DRAIN RIM 399.25 4" IE 395.50 - 16 LF 4" SD @ 1.00%- 6" SDCO RIM TO FG 4" IE 395.30 - 560 SF SURFACE AREA x 2' DEPTH GRAVEL FILLED INFILTRATION TRENCH AND ASSOCIATED YARD DRAIN TOP OF INFILTRATION TRENCH SHALL BE PLACED 6" BELOW THE LOWEST AREA OF FINISHED GRADE 6/C08 180 SF SURFACE AREA x 2' DEPTH GRAVEL FILLED INFILTRATION TRENCH AND ASSOCIATED YARD DRAIN TOP OF INFILTRATION TRENCH SHALL BE PLACED 6" BELOW THE LOWEST AREA OF FINISHED GRADE 6/C08 200 SF SURFACE AREA x 2' DEPTH GRAVEL FILLED INFILTRATION TRENCH AND ASSOCIATED YARD DRAIN TOP OF INFILTRATION TRENCH SHALL BE PLACED 6" BELOW THE LOWEST AREA OF FINISHED GRADE 6/C08 REMOVE EX ROCKERY - 8" DI WATER MAIN - TYPE 1 CB RIM 389.00 6" (SE) IE 386.00 3,4,5/C08 29 LF 6" SD @ 1.00% MIN - CONNECT TO EX PUBLIC CATCH BASIN EX RIM 390.31 EX 12" (S) IE 375.16 6" (NW) IE 384.00 - ROUTE DOWNSPOUT LINES TO PROPOSED YARD DRAIN (TYP OF LOTS 2, 3 AND 4)- EXISTING BUILDING AND ASSOCIATED HARDSCAPE TO REMAIN UNLESS OTHERWISE NOTED - 20' TRACT - 320 SF SURFACE AREA x 2' DEPTH GRAVEL FILLED INFILTRATION TRENCH AND ASSOCIATED YARD DRAIN TOP OF INFILTRATION TRENCH SHALL BE PLACED 6" BELOW THE LOWEST AREA OF FINISHED GRADE 6/C08 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 SCALE IN FEET 402001020 GENERAL NOTES: 1.CONTRACTOR SHALL INSTALL CHECK DAMS UNDER PERMEABLE ASPHALT PAVEMENT SURFACING WHERE SLOPE EXCEEDS 5% PER DETAIL 8/SHEET C07. 2.ALL PERMEABLE ASPHALT PAVEMENT SHALL BE REQUIRED TO HAVE A 6" SAND LAYER PER DETAIL 7/SHEET C07 FOR STORMWATER TREATMENT. 3.ALL STORM PIPE MATERIAL SHALL BE PVC SDR-35. 4.ALL SANITARY SEWER PIPE MATERIAL SHALL BE PVC SDR-35. 5.ALL PROPOSED LANDSCAPED AREAS SHALL RECEIVE SOIL AMENDMENT PER DETAIL 1/SHEET C08. 6.SEE DETAIL 2/SHEET C07 FOR UTILITY TRENCHING. 7.INSTALLATION OF A 1-INCH WATER SERVICE AND DOMESTIC WATER METER IS REQUIRED FOR EACH SINGLE-FAMILY RESIDENCE. A 3 4" WATER METER IN A 1" METER SETTER AND 1" SERVICE SHALL BE INSTALLED FOR EACH DADU. 31 6 2 0 2 3 r d A v e S , Su i t e 3 0 7 Fe d e r a l W a y , W A 9 8 0 0 3 P: 2 5 3 . 2 3 7 . 7 7 7 0 ww w . f a c e t n w . c o m FE D E R A L W A Y | K I R K L A N D | B U R L I N G T O N | S E A T T L E | S P O K A N E | W H I D B E Y I S L A N D DATE: DR A W N B Y : DE S I G N E D B Y : PR O J E C T M A N A G E R : PR I N C I P A L : NO . DA T E BY RE V I S I O N PLAN NUMBER: CH E C K E D B Y : 46 1 2 N E 1 S T S T RE N T O N , W A 9 8 0 5 9 PR O J E C T N U M B E R : 2 5 0 9 . 0 4 6 2 PERMIT PLAN 4/14/2026 9 ES RY RY RY ES SHEET _____ OF _____ BA S E M A P / T O P O G R A P H Y P R O V I D E D B Y O T H E R S . F A C E T C A N N O T B E H E L D L I A B L E F O R A C C U R A C Y . CO N T R A C T O R S H A L L F I E L D V E R I F Y G R A D E S , U T I L I T I E S , A N D A L L O T H E R E X I S T I N G F E A T U R E S A N D CO N D I T I O N S . I F C O N D I T I O N S A R E N O T A S S H O W N A N D / O R P L A N S C A N N O T B E C O N S T R U C T E D A S SH O W N , C O N T A C T F A C E T P R I O R T O C O N S T R U C T I O N . CALL 811 2 BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROX.) A B C D E F G H A B C D E F G H 1 2 3 4 5 6 1 2 3 4 5 6 P R O F E SSIONA L E N G I N EER R EGIST E R E D22036 R Y A N YOKU M ST A T E O F WASHIN G T O N 7 8 1 1 6 23 4 5 EXISTING SITE AREAS DESCRIPTION AREA (SF) ROOF 3,374 ROAD 1,615 LANDSCAPE 29,185 TOTAL 34,174 DEVELOPED SITE AREAS (LOT 1) DESCRIPTION AREA (SF) ROOF 0 ROAD 220 LANDSCAPED 540 UNDISTURBED 6,980 TOTAL 7,740 DEVELOPED SITE AREAS (LOT 2) DESCRIPTION AREA (SF) ROOF 1,720 ROAD 310 LANDSCAPED 3,110 UNDISTURBED 0 TOTAL 5,140 DEVELOPED SITE AREAS (LOT 3) DESCRIPTION AREA (SF) ROOF 1,950 ROAD 1,650 LANDSCAPED 4,160 UNDISTURBED 0 TOTAL 7,760 DEVELOPED SITE AREAS (LOT 4) DESCRIPTION AREA (SF) ROOF 1,950 ROAD 300 LANDSCAPED 4,510 UNDISTURBED 0 TOTAL 6,760 2 3 7 8 9 10 1112 13 19 20 21 22 18 11.0 3 3 3 3 7 6 6 7 6 7 7 6 14 15 16 17 24 25 20' TRACT (SEE KEYNOTE 24 ON THIS SHEET) DESCRIPTION AREA (SF) ROOF 0 ROAD 4,270 LANDSCAPED 0 UNDISTURBED 0 TOTAL 4,270 Facet. 20260414_4612 NE 1st St_Preliminary TIR Page 1-6 1.6 Disposition of Stormwater after Project Roof drainage will be collected via downspouts and routed to a gravel filled infiltration trench for full infiltration. Stormwater runoff from at-grade hard surfaces will percolate into the soil via permeable pavement. 1.7 Site Soils and Geotechnical Study A geotechnical investigation was conducted by Terra Associates, Inc. and is summarized in a report dated January 6, 2026. See APPENDIX A for the full geotechnical report. Facet. 20260414_4612 NE 1st St_Preliminary TIR Page 2-7 2. CONDITIONS AND REQUIREMENTS SUMMARY Since the proposed project will add or replace more than 2,000 SF of impervious surface and does not meet any of the thresholds triggering Large Project Drainage Review as specified in Figure 1.1.2.A of The Manual, Full Drainage Review is required. The project will comply with all nine Core Requirements as well as all five Special Requirements. The following sections address The Manual’s core and special requirements. 2.1 Core Requirement #1: Discharge at the Natural Location There is no natural discharge location on the site. The site proposes to either infiltrate or directly route stormwater runoff to the city’s public drainage system in the ROW. 2.2 Core Requirement #2: Offsite Analysis A level 1 downstream analysis has been performed for the site and been determined that there are no downstream drainage problems. 2.3 Core Requirement #3: Flow Control The project proposes in excess of 5,000 SF of new plus replaced impervious surfaces, which triggers flow control evaluation. As the site is in a duration flow control standard area from the City of Renton Flow Control Map v2, the site is required to evaluate flow control for the site that meets The Manual’s flow control duration standard matching forested conditions per Table 1.2.3.A. From The Manual: The facility requirement in Flow Control Duration Standard Matching Forested Site Conditions Areas is waived for any threshold discharge area in which there is no more than a 0.15-cfs difference (when modeled using 15 minute time steps) in the sum of developed 100-year peak flows for those target surfaces subject to this requirement and the sum of forested ( historical) site conditions 100- year peak flows (modeled using same time step unit (e.g., 15 minute) used to calculate the developed flow) for the same surface areas. Note: for the purposes of this calculation, target surfaces served by on-site BMPs per Appendix C may be modeled in accordance with the on-site BMP sizing credits in Core Requirement # 9, Table 1.2.9.A. This project proposes flow control BMPs to stay under a 0.15 CFS increase mentioned above. Therefore, flow control is not required. See Appendix B for WWHM calculations. Core Requirement #4: Conveyance System Conveyance in compliance with the requirements detailed in Section 1.2.4.1 of The Manual will be provided with final engineering. 2.4 Core Requirement #5: Construction Stormwater Pollution Prevention (CSWPP) A TESC plan is not required for the Short Plat submittal. A Construction Stormwater Pollution Prevention Plan (CSWPPP) will be provided with final engineering. Facet. 20260414_4612 NE 1st St_Preliminary TIR Page 2-8 2.5 Core Requirement #6: Maintenance and Operations A Operation and Maintenance Manual will be provided with final engineering. 2.6 Core Requirement #7: Financial Guarantees and Liability The owner will arrange for any financial guarantees and liabilities required by the permit. 2.7 Core Requirement #8: Water Quality This project will result in greater than 5,000 SF of new plus replaced pollution -generating impervious surface and is therefore required to implement Water Quality measures. Basic treatment is required for all PGIS which includes all on-site asphalt pavement. All on-site asphalt pavement will be permeable with a sand layer included to meet the requirements of Core Requirement #8. 2.8 Core Requirement #9: Flow Control BMPs This project is required to utilize flow control BMPs to the maximum extent feasible. As the site is greater than 22,000 SF and is not a large rural lot, BMPs from Section C.1.3.2 of The Manual are required to be evaluated. See below for a feasibility analysis: - Full Dispersion: - Infeasible as the site does not meet the flow path requirement and does not have any native vegetation. - Full Infiltration for all roof runoff: Full infiltration of roof runoff has been implemented for all newly created lots. - Limited Infiltration: Infeasible as the boring lots in the Geotech report do not support infiltration for the remaining two lots. - Bioretention: Infeasible as the boring lots in the Geotech report do not support infiltration for the remaining two lots. - Permeable Pavement: Permeable pavement has been implemented for all at-grade hard surfaces. BMPs must be implemented, at a minimum, for an impervious area equal to at least 20% of the target impervious surfaces or to an impervious area equal to 10% of the site/lot, whichever is less. The project proposes implementing BMPs for a total of 12,300 SF of target impervious surfaces which is equal to 36% of the site. Therefore, this project meets this minimum criteria. 2.9 Special Requirement #1: Other Adopted Area-Specific Requirements • Critical Drainage Area: N/A • Master Drainage Plan: N/A • Basin Plan: N/A • Lake Management Plan: N/A • Shared Facility Drainage Plan: N/A Facet. 20260414_4612 NE 1st St_Preliminary TIR Page 2-9 2.10 Special Requirement #2: Flood Hazard Area Delineation N/A. The project does not contain and is not located adjacent to a flood hazard area for a river, stream, lake, wetland, closed depression, marine shoreline, or a King County -mapped channel migration zone. 2.11 Special Requirement #3: Flood Protection Facilities N/A. There are no existing flood protection facilities, such as a levee or revetment, on or adjacent to the project site and the proposed project will not be constructing a new one. 2.12 Special Requirement #4: Source Control This project is a single-family residential development; therefore, this requirement is not applicable. 2.13 Special Requirement #5: Oil Control This project is not considered a high-use site and, therefore, does not require oil control. 2.14 Special Requirement #6: Aquifer Protection Area The site is not located within an Aquifer Protection Area. Facet. 20260414_4612 NE 1st St_Preliminary TIR Page 3-10 3. OFFSITE ANALYSIS A Level 1 Downstream analysis has been conducted per the requirements in Section 1.2.2.1 of The Manual. See Tasks 1 through 4 below for a summary of the results. Task 1: Define and Map the Study Area The area of analysis extends from the site discharge point (south of parcel) to approximately a quarter-mile downstream. A Downstream Map is shown below. Facet. 20260414_4612 NE 1st St_Preliminary TIR Page 3-11 Task 2: Review All Available Information on the Study Area Per King County resources, there have been no significant drainage complaints within a quarter mile downstream of the site. Task 3: Field Inspect the Study Area A field inspection was performed by Facet. Task 4: Describe the drainage system, and its existing and predicted drainage and water quality problems. Any existing drainage from the site that does not infiltrate into the existing soil will sheet flow onto NE 1st St. Stormwater will then be routed to an existing stormwater pond just south of the site. Stormwater overflow from the pond then enters Maplewood Creek. There are no existing or predicted drainage and water quality problems Facet. 20260414_4612 NE 1st St_Preliminary TIR Page 4-12 4. FLOW CONTROL, LID, AND WATER QUALITY FACILITY ANALYSIS AND DESIGN The following sections summarize the stormwater flow control and water quality facility analysis and design. 4.1 Existing Site Hydrology The existing conditions of the project site are explained in Section 1.5. The site is not expected to receive offsite flow and stormwater entering the site is likely negligible. Stormwater runoff generated onsite will either percolate into the existing soil or get routed to the City’s public drainage system. 4.2 Developed Site Hydrology The developed project site is shown in the preliminary civil plans. 4.3 Performance Standards The performance standards and project requirements are provided in section 2 of this report. 4.4 Flow Control System As described in Section 2.3 of this report, the project is exempt from flow control requirements as it will discharge less than a 0.15 CFS increase from that of the site’s forested conditions to the developed conditions. Inputs into WWHM for this calculation are summarized below: Disturbed Area: 0.63 Acres Areas with full stormwater infiltration (3 parcels, 5,620 SF of roof area): 0.13 Acres (can be subtracted according to Table 1.2.9.A in The Manual) New Disturbed Area: 0.50 Acres Total remaining hard surfaces: Permeable pavement: 0.153 Acres Remaining landscaped area is Type A, B Lawn due to the amended on-site soils. See Appendix B for the WWHM calculations. 4.5 Water Quality System On-Site: As described in Section 2.7 of this report, the project is required to provide BMP(s) to provide basic water quality treatment for stormwater runoff from pollution generating impervious surfaces. This will be achieved via permeable asphalt pavement with a sand layer. The permeable asphalt will be designed in accordance with Section C.2.7 of the 2022 Renton Surface Water Design Manual, detail 7 on sheet C08 of the civil plans and APWA standards. The permeable asphalt will have a 6” permeable pavement section (conform to APWA GSP 4-SA2) followed by the 2” choker course (shall conform to APWA GSP 4-04.2(9-03.9(2)).OPT2) and a 6” aggregate base (shall conform to APWA GSP 4-04.2(9-03.9(2)).OPT1). A 6” sand layer is required underneath the aggregate base layer of the permeable pavement since the native soil onsite does Facet. 20260414_4612 NE 1st St_Preliminary TIR Page 5-13 not have a minimum organic matter content of 1.0% and a minimum cation exchange capacity of 5 milliequivalents per 100 grams. 5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN A conveyance system analysis will be provided with final engineering. Facet. 20260414_4612 NE 1st St_Preliminary TIR Page 6-1 6. SPECIAL REPORTS AND STUDIES The following reports and studies have been conducted related to this project: Geotechnical Report: A geotechnical investigation was conducted by Terra Associates, Inc. and is summarized in a report dated January 6, 2026. See APPENDIX A for the full geotechnical report. Facet. 20260414_4612 NE 1st St_Preliminary TIR Page 7-1 7. OTHER PERMITS The following additional permits are required for this project: • Civil Construction Permit • Building Permits • Right-of-Way Use Permit Facet. 20260414_4612 NE 1st St_Preliminary TIR Page 8-2 8. CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN ANALYSIS AND DESIGN A CSWPPP will be provided with final engineering. Facet. 20260414_4612 NE 1st St_Preliminary TIR Page 9-1 9. BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT Bond Quantities, Facility Summary, and Declaration of Covenant will be provided with final engineering. Facet. 20260414_4612 NE 1st St_Preliminary TIR Page 10-1 10. OPERATIONS AND MAINTENANCE MANUAL An Operation and Maintenance Manual will be provided with final engineering. Facet 20260227a_4612 NE 1st St_Preliminary TIR APPENDIX A Geotechnical Report GEOTECHNICAL REPORT NE 1st Subdivision 4612 Northeast 1st Street Renton, Washington Project No. T-9277 Prepared For: Mr. Amani Imran Renton, Washington January 6, 2026 TABLE OF CONTENTS Page No. 1.0 Project Description ........................................................................................................... 1 2.0 Scope of Work ................................................................................................................. 1 3.0 Site Conditions ................................................................................................................. 2 3.1 Surface ................................................................................................................ 2 3.2 Soils ..................................................................................................................... 2 3.3 Groundwater ....................................................................................................... 2 3.4 Geologic Hazards ................................................................................................ 3 3.4.1 Landslide Hazard Areas ............................................................................ 3 3.4.2 Erosion Hazard Areas ............................................................................... 3 3.4.3 Seismic Hazard Areas ............................................................................... 4 3.4.3 Coal Mine Hazard Areas ........................................................................... 4 3.5 Seismic Site Class ............................................................................................... 5 4.0 Discussion and Recommendations ................................................................................... 5 4.1 General ................................................................................................................ 5 4.2 Site Preparation and Grading .............................................................................. 5 4.3 Excavations ......................................................................................................... 6 4.4 Foundations ......................................................................................................... 7 4.5 Slab-on-Grade Floors .......................................................................................... 8 4.6 Infiltration Feasibility ......................................................................................... 8 4.7 Utilities ................................................................................................................ 9 4.8 Drainage .............................................................................................................. 9 4.9 Pavements ........................................................................................................... 9 5.0 Additional Services ........................................................................................................ 10 6.0 Limitations ..................................................................................................................... 10 Figures Vicinity Map ......................................................................................................................... Figure 1 Exploration Location Plan .................................................................................................... Figure 2 Appendix Field Exploration and Laboratory Testing ....................................................................... Appendix A Geotechnical Report NE 1st Subdivision 4612 Northeast 1st Street Renton, Washington 1.0 PROJECT DESCRIPTION The project consists of developing the site with six residential building lots along with associated access and utilities. Grading and development plans were not available at the time of this report. Based on the existing topography, we expect cuts and fills to achieve building lot and roadway grades will range from one to five feet. Structural loading for the residential structures is expected to be light with bearing walls carrying loads of 1 to 3 kips per foot and isolated columns carrying maximum loads of 30 to 40 kips. The recommendations in the following sections of this report are based on our understanding of the preceding design features. We should review design drawings as they become available to verify our recommendations have been properly interpreted and to supplement them, if required. 2.0 SCOPE OF WORK Our work was completed in accordance with our authorized proposal dated November 21, 2025. Accordingly, on December 2, 2025, we explored subsurface conditions at the site at three test pits excavated with a mini track- mounted excavator to maximum depths of approximately six to eight-and-one-half feet below existing site grades. Using the results of our subsurface exploration and laboratory testing, analyses were undertaken to develop geotechnical recommendations for project design and construction. Specifically, this report addresses the following:  Soil and groundwater conditions.  Seismic criteria per the 2021 International Building Code (IBC).  Geologic Hazards per City of Renton Municipal Code.  Site preparation and grading.  Excavations.  Foundations.  Slab-on-grade floors.  Infiltration Feasibility.  Utilities.  Drainage.  Pavements. January 6, 2026 Project No. T-9277 Page No. 2 It should be noted, recommendations outlined in this report regarding drainage are associated with soil strength, design earth pressures, erosion, and stability. Design and performance issues with respect to moisture as it relates to the structure environment are beyond Terra Associates, Inc.’s purview. A building envelope specialist or contactor should be consulted to address these issues, as needed. 3.0 SITE CONDITIONS 3.1 Surface The project site consists of a single tax parcel totaling approximately 0.78 acres of land located at 4612 Northeast 1st Street in Renton, Washington. The site location is shown on Figure 1. The site is currently developed with a single-family home, detached garage, grass lawn, and ornamental trees. Site topography consists of a relatively flat area in the north that transitions to a slight slope that descends from the north to the south with an overall relief of approximately 15 feet. 3.2 Soils The soils observed in the test pits generally consisted of approximately 6 to 12 inches of organic topsoil overlying approximately 1 to 3 feet of medium dense possible fill material consisting of sand with silt and gravel over approximately 2 to 5 feet of medium dense to dense sand with gravel overlying very dense silty sand with gravel to the termination of the test pits. The Geologic Map of the Renton Quadrangle, King County, Washington: U.S. by D.R. Mullineaux (1965) shows site geology mapped as Vashon Stade ground moraine deposits (Qgt). The soils observed onsite are consistent with the glacial till mapped description. Detailed descriptions of the subsurface conditions we observed in the test pits are presented on the Test Pit Logs in Appendix A. The approximate test pit locations are shown on Figure 2. 3.3 Groundwater We observed minor groundwater seepage at approximately seven feet below current site grades in Test Pit TP-3 and mottled material in the other two test pits. We would expect that shallow groundwater seepage develops during the normally wet winter months along the contact between the upper less dense layers and underlying very dense material. The occurrence of perched groundwater is typical for sites underlain by fine-grained soils. We expect perched groundwater levels and flow rates will fluctuate seasonally and will typically reach their highest levels during and shortly following the wet winter months (November through May). Given the time of year our field work was completed and our experience with groundwater conditions in the area, the groundwater levels observed likely represent between the seasonal low and seasonal high levels. January 6, 2026 Project No. T-9277 Page No. 3 3.4 Geologic Hazards Section 4-3-050G.5 of the City of Renton Municipal Code (RMC) defines geologic hazards as areas susceptible to steep slopes and landslides, erosion, seismic, and coal mines. We have evaluated the site for erosion, landslide, and seismic hazards with related discussions in the sections below. 3.4.1 Landslide Hazard Areas Section 4-3-050G.5.b of the RMC defines landslide hazard areas as the following: (i)“Low Landslide Hazard (LL): Areas with slopes less than fifteen percent (15%). (ii)Medium Landslide Hazard (LM): Areas with slopes between fifteen percent (15%) and forty percent (40%) and underlain by soils that consist largely of sand, gravel or glacial till. (iii)High Landslide Hazards (LH): Areas with slopes greater than forty percent (40%), and areas with slopes between fifteen percent (15%) and forty percent (40%) and underlain by soils consisting largely of silt and clay. (iv)Very High Landslide Hazards (LV): Areas of known mapped or identified landslide deposits.” No significant sloping of over fifteen percent was observed at the site. Additionally, the site is underlain by dense to very dense glacially deposited materials that pose little to no risk of mass movement. Therefore, it is our opinion that this site would be described as a Low Landslide Hazard Area by the RMC. 3.4.2 Erosion Hazard Areas Section 4-3-050G.5.c of the RMC defines erosion hazard areas as the following: (i)“Low Erosion Hazard (EL): Areas with soils characterized by the Natural Resource Conservation Service (formerly U.S. Soil Conservation Service) as having slight or moderate erosion potential, and a slope less than fifteen percent (15%). (ii)High Erosion Hazard (EH): Areas with soils characterized by the Natural Resource Conservation Service (formerly U.S. Soil Conservation Service) as having severe or very severe erosion potential, and a slope more than fifteen percent (15%).” The site soils are mapped as Alderwood gravelly sandy loam, 8 to 15 percent slopes, by the USDA NRCS Web Soil Survey. Over the site with existing slope gradients, these soils will have a moderate potential for erosion when exposed. Therefore, in our opinion, the site would be classified as a Low Erosion Hazard by the RMC. We did not observe any indications of significant active erosion at the site. However, the potential for soil erosion will increase during construction. In our opinion, proper implementation and maintenance of Best Management Practices (BMPs) for erosion prevention and sediment control, in conjunction with appropriate site drainage, will adequately mitigate the erosion potential in the planned development area. Erosion protection measures as required by the City of Renton will need to be in place prior to and during grading activities at the site. January 6, 2026 Project No. T-9277 Page No. 4 3.4.3 Seismic Hazard Areas Section 4-3-050G.5.d of the RMC defines seismic hazard areas as the following: (i)“Low Seismic Hazard (SL): Areas underlain by dense soils or bedrock. These soils generally have site classifications of A through D, as defined in the International Building Code, 2012. (ii)High Seismic Hazard (SH): Areas underlain by soft or loose, saturated soils. These soils generally have site classifications E or F, as defined in the International Building Code, 2012.” A review of a map titled Faults and Earthquakes in Washington State, dated 2014, by Jessica L. Czajkowski and Jeffrey D. Bowman shows the closest fault to the site, the southern portion of the Seattle Fault Zone, is mapped approximately 1.5 miles north of the site. Quaternary-age activity of the fault (rupture within the last two million years) is predicted to have occurred in the Pre-Quaternary Period, or at least 11,700 years ago. Accordingly, during a seismic event, the risk of ground rupture along a fault line at the site is low. Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in water pressure induced by vibrations. Liquefaction mainly affects geologically recent deposits of fine-grained sands underlying the groundwater table. Soils of this nature derive their strength from intergranular friction. The generated water pressure or pore pressure essentially separates the soil grains and eliminates this intergranular friction, thus eliminating the soil’s strength. The site is currently mapped on the Washington State DNR’s Natural Hazards Single-Topic Map as having very low liquefaction potential. Based on the soil and groundwater conditions we observed, it is our opinion that the risk for soil liquefaction occurring at the site is negligible due to the relative density of the soils and amount of cohesive material that would be sufficient to resist the cyclical loading of a seismic event. Therefore, in our opinion, the site would be considered a Low Seismic Hazard as defined by the RMC. 3.4.4 Coal Mine Hazard Areas Section 4-3-050G.5.c of the RMC defines coal mine hazard areas as the following: (i)“Low Coal Mine Hazards (CL): Areas with no known mine workings and no predicted subsidence. While no mines are known in these areas, undocumented mining is known to have occurred. (ii)Medium Coal Mine Hazards (CM): Areas where mine workings are deeper than two hundred feet (200') for steeply dipping seams, or deeper than fifteen (15) times the thickness of the seam or workings for gently dipping seams. These areas may be affected by subsidence. (iii)High Coal Mine Hazard (CH): Areas with abandoned and improperly sealed mine openings and areas underlain by mine workings shallower than two hundred feet (200') in depth for steeply dipping seams, or shallower than fifteen (15) times the thickness of the seam or workings for gently dipping seams. These areas may be affected by collapse or other subsidence.” January 6, 2026 Project No. T-9277 Page No. 5 No coal mines are recorded in the area. Therefore, in our opinion, the site would be considered a Low Coal Mine Hazard as defined by the RMC. 3.5 Seismic Site Class Based on the site soil conditions and our knowledge of the area geology, per the 2021 International Building Code (IBC), site class “C” should be used in structural design. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 General Based on our study, there are no geotechnical considerations that would preclude development of the site, as currently planned. Residential buildings can be supported on conventional spread footings bearing on inorganic competent native soils, competent existing fill soils, or on structural fill placed and compacted above competent inorganic soils. Pavement and floor slabs can be similarly supported. The native soils observed at the site contain a sufficient amount of soil fines that will make them difficult to compact as structural fill when too wet or too dry. The ability to use existing soils from site excavations as structural fill will depend upon its moisture content and the prevailing weather conditions at the time of construction. If grading activities take place during winter, the owner should be prepared to import clean granular material for use as structural fill and backfill. Detailed recommendations regarding these issues and other geotechnical design considerations are provided in the following sections of this report. These preliminary recommendations should be incorporated into the final design drawings and construction specifications. 4.2 Site Preparation and Grading To prepare the site for construction, all vegetation, organic surface soils, and other deleterious material should be stripped and removed from the site. Surface stripping depths of approximately 6 to 12 inches should be expected to remove the organic surface soils and vegetation. Demolition of existing structures should include removal of foundations and abandonment of underground septic systems and other buried utilities. Abandoned utility pipes that fall outside of new building areas can be left in place provided they are sealed to prevent intrusion of groundwater seepage and soil. Organic topsoil will not be suitable for use as structural fill but may be used for limited depths in nonstructural areas. Once clearing and stripping operations are complete, cut and fill operations can be initiated to establish desired grades. Prior to placing fill, all exposed bearing surfaces should be observed by a representative of Terra Associates to verify soil conditions are as expected and suitable for support of new fill. Our representative may request a proofroll using heavy rubber-tired equipment to determine if any isolated soft and yielding areas are present. If excessively yielding areas are observed, and they cannot be stabilized in place by compaction, the affected soils should be excavated and removed to firm bearing and grade restored with new structural fill. January 6, 2026 Project No. T-9277 Page No. 6 Beneath pavement subgrades, if the depth of excavation to remove unstable soils is excessive, the use of geotextile fabrics, such as Mirafi 500X, or an equivalent fabric, can be used in conjunction with clean granular structural fill. Our experience has shown that, in general, a minimum of 18 inches of a clean, granular structural fill placed and compacted over the geotextile fabric should establish a stable bearing surface. Our study indicates that the native soils encountered at the site contain a sufficient amount of soil fines that will make them difficult to compact as structural fill when too wet or too dry. The ability to use native soils from site excavations as structural fill will depend upon its moisture content, the prevailing weather conditions at the time of construction and the contractor’s ability to compact the native soils. If wet soils are encountered, the contractor will need to try the soils by aeration during dry weather conditions. Alternatively, the use of an additive, such as Portland cement, cement kiln dust (CKD), or line to stabilize the soil moisture can be considered. If the soil is amended, additional Best Management Practices (BMPs) addressing the potential for elevated pH levels will need to be included in the Stormwater Pollution Prevention program (SWPPP) prepared with the Temporary Erosion and Sediment Control (TESC) plan. If grading activities are planned during the wet winter months, or if they extend into fall and winter, the owner should be prepared to import wet weather structural fill. For this purpose, we recommend importing a granular soil that meets the following grading requirements: U.S. Sieve Size Percent Passing 6 inches 100 No. 4 75 maximum No. 200 5 maximum* *Based on the 3/4-inch fraction. Prior to use, Terra Associates, Inc. should examine and test all materials planned to be imported to the site for use as structural fill. Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soil’s maximum dry density, as determined by American Society for Testing and Materials (ASTM) Test Designation D-1557 (Modified Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this ASTM standard. In nonstructural areas, the degree of compaction may be reduced to 90 percent. 4.3 Excavations All excavations at the site associated with confined spaces, such as utility trenches, must be completed in accordance with local, state, or federal requirements. Based on current Washington Industrial Safety and Health Act (WISHA) regulations, the medium dense soils would be classified as Type C soils. The very dense native soils would be classified as Type A soils. January 6, 2026 Project No. T-9277 Page No. 7 Accordingly, temporary excavations in Type C soils should have their slopes laid back at an inclination of 1.5:1 (Horizontal: Vertical) or flatter, from the toe to the crest of the slope. Side slopes in Type A soils can be laid back at a slope inclination of 0.75:1 or flatter. For temporary excavation slopes less than 8 feet in height in Type A soils, the lower 3.5 feet can be cut to a vertical condition, with a 0.75:1 slope graded above. For temporary excavation slopes greater than 8 feet in height up to a maximum height of 12 feet, the slope above the 3.5-foot vertical portion will need to be laid back at a minimum slope inclination of 1:1. No vertical cut with a backslope immediately above is allowed for excavation depths that exceed 12 feet. In this case, a four-foot vertical cut with an equivalent horizontal bench to the cut slope toe is required. All exposed temporary slope faces that will remain open for an extended period of time should be covered with a durable reinforced plastic membrane during construction to prevent slope raveling and rutting during periods of precipitation. Based on our subsurface explorations, perched groundwater seepage should be anticipated within excavations during the wet winter months. We expect that the volume of water and rate of flow into the excavation should be relatively minor and would not be expected to impact the stability of the excavations when completed as described above. In general, conventional sump pumping procedures along with a system of collection trenches, if necessary, should be capable of maintaining a relatively dry excavation for construction purposes. This information is provided solely for the benefit of the owner and other design consultants and should not be construed to imply that Terra Associates, Inc. assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. 4.4 Foundations The structures may be supported on conventional spread footing foundations bearing on competent native soils, competent existing fill soils, or on structural fill placed above the competent soils. Foundation subgrades should be prepared as recommended in Section 4.2 of this report. Perimeter foundations exposed to the weather should bear at a minimum depth of 1.5 feet below final exterior grades for frost protection. Interior foundations can be constructed at any convenient depth below the floor slab. The native and existing fill soils will be easily disturbed by normal construction activity particularly when wet. Care will need to be exercised during construction to avoid excessively disturbing the subgrade. If disturbed, the material should be removed and footings lowered to undisturbed material or grade restored with structural fill. During wet-weather conditions, to avoid disturbance, consideration should be given to protecting the fill foundation subgrade with a four-inch layer of crushed rock or lean mix concrete. We recommend designing foundations bearing on competent material for a net allowable bearing capacity of 2,500 pounds per square foot (psf). For short-term loads, such as wind and seismic, a one-third increase in this allowable capacity can be used in design. With the anticipated loads and this bearing stress applied, building settlements should be less than one inch total and one-half inch differential. January 6, 2026 Project No. T-9277 Page No. 8 For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth pressure acting on the sides of the footings may also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 350 pounds per cubic foot (pcf). We recommend not including the upper 12 inches of soil in this computation because they can be affected by weather or disturbed by future grading activity. This value assumes the foundations will be constructed neat against competent native soil or the excavations are backfilled with structural fill, as described in Section 4.2 of this report. The recommended passive and friction values include a safety factor of 1.5. 4.5 Slab-on-Grade Floors Slab-on-grade floors may be supported on subgrade prepared as recommended in Section 4.2 of this report. Immediately below the floor slabs, we recommend placing a four-inch-thick capillary break layer of clean, free- draining, coarse sand or fine gravel that has less than five percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slabs. The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a durable plastic membrane on the capillary break layer, then cover the membrane with a layer of clean sand or fine gravel to protect it from damage during construction and aid in uniform curing of the concrete slab. It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it will be ineffective in assisting in uniform curing of the slab and can actually serve as a water supply for moisture transmission through the slab and affecting floor coverings. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided if floor slab construction occurs during the wet winter months and the layer cannot be effectively drained. We recommend floor designers and contractors refer to the current American Concrete Institute (ACI) Manual of Concrete Practice for further information regarding vapor barrier installation below slab-on-grade floors. 4.6 Infiltration Feasibility The native soils observed at depth consist of very dense silty sand with gravel which characteristically exhibits low permeabilities and would not be a suitable receptor soil for discharge of development stormwater using infiltration/retention basins. Even low impact development (LID) techniques would likely fill up and overtop during rain events and causing minor local flooding. The upper shallow sand with gravel material would be suitable for some LID techniques provided the sand material remains in place and the facilities are located directly on top of the formation. The sand material is relatively shallow in thickness and therefore should only be used to support shallow LID facilities. On a preliminary basis we recommend using a long term design infiltration rate of 0.5 inches per hour to size the facilities. January 6, 2026 Project No. T-9277 Page No. 9 4.7 Utilities Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA) or local jurisdictional requirements. As a minimum, trench backfill should be placed and compacted as structural fill, as described in Section 4.2 of this report. As noted, depending upon the soil moisture when excavated most inorganic native soils on the site should be suitable for use as backfill material during dry weather conditions. However, if utility construction takes place during the wet winter months, it will likely be necessary to import suitable wet weather fill for utility trench backfilling. 4.8 Drainage Surface Final exterior grades should promote free and positive drainage away from the site at all times. Water must not be allowed to pond or collect adjacent to foundations or within the immediate building areas. We recommend providing a positive drainage gradient away from the building perimeter. If a positive gradient cannot be provided, provisions for collection and disposal of surface water adjacent to the structure should be provided. Subsurface We recommend installing a continuous drain along the outside lower edge of the perimeter building foundations. The drains can be laid to grade at an invert elevation equivalent to the bottom of footing grade. The drains can consist of four-inch diameter perforated PVC pipe that is enveloped in washed ½- to ¾-inch gravel-sized drainage aggregate. The aggregate should extend six inches above and to the sides of the pipe. The foundation drains and roof downspouts should be tightlined separately to an approved point of controlled discharge. All drains should be provided with cleanouts at easily accessible locations. These cleanouts should be serviced at least once each year. 4.9 Pavements Pavement subgrades should be prepared as described in Section 4.2 of this report. Regardless of the degree of relative compaction achieved, the subgrade must be firm and relatively unyielding before paving. The subgrade should be proofrolled with heavy construction equipment to verify this condition. The pavement design section is dependent upon the supporting capability of the subgrade soils and the traffic conditions to which it will be subjected. We expect traffic for the development will consist mainly of cars and light trucks, with occasional heavy traffic in the form of moving trucks and trash/recycle vehicles. With a stable subgrade prepared as recommended, we recommend the following pavement sections: Two inches of hot mix asphalt (HMA) over four inches of crushed rock base (CRB). Three and one-half inches of full depth HMA. January 6, 2026 Project No. T-9277 Page No. 10 The paving materials used should conform to the current Washington State Department of Transportation (WSDOT) specifications for ½-inch hot mix asphalt HMA and CRB. Long-term pavement performance will depend on surface drainage. A poorly drained pavement section will be subject to premature failure as a result of surface water infiltrating the subgrade soils and reducing their supporting capability. For optimum performance, we recommend surface drainage gradients of at least two percent. Some degree of longitudinal and transverse cracking of the pavement surface should be expected over time. Regular maintenance should be planned to seal cracks as they occur. 5.0 ADDITIONAL SERVICES Terra Associates, Inc., should review the final designs and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and implemented in project design. We should also provide geotechnical services during construction in order to observe compliance with our design concepts, specifications, and recommendations. This will allow for design changes if subsurface conditions differ from those anticipated prior to the start of construction. 6.0 LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. This report is the copyrighted property of Terra Associates, Inc. and is intended for specific application to the NE 1st Subdivision project in Renton, Washington. This report is for the exclusive use of Mr. Amani Imran and their authorized representatives. No other warranty, expressed or implied, is made. The analyses and recommendations presented in this report are based on data obtained from our subsurface explorations. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, Terra Associates, Inc. should be requested to reevaluate the recommendations in this report prior to proceeding with construction. © 2025 Microsoft Corporation © 2025 TomTom © 2025 Zenrin SITE Environmental Earth Sciences Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and Figure 1 VICINITY MAP 0 500 1000 APPROXIMATE SCALE IN FEET REFERENCE: https://www.bing.com/maps ACCESSED 2025 Proj.No. T-9277 Date: JAN 2026 RENTON, WASHINGTON NE 1ST SUBDIVISION © 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS © 2025 TMAP MOBILITY Earthstar Geographics SIO © 2025 TomTom © 2025 Zenrin TP-1 TP-2 TP-3 REFERENCE: REFERENCE ONLY AND SHOULD NOT BE USED FOR DESIGN OR CONSTRUCTION PURPOSES. DIMENSIONS ARE APPROXIMATE. IT IS INTENDED FOR NOTE: THIS SITE PLAN IS SCHEMATIC. ALL LOCATIONS AND LEGEND: 0 50 100 APPROXIMATE SCALE IN FEET SITE PLAN PROVIDED BY BING MAPS. APPROXIMATE TEST PIT LOCATION Environmental Earth Sciences Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and EXPLORATION LOCATION PLAN Figure 2Proj.No. T-9277 Date: JAN 2026 RENTON, WASHINGTON NE 1ST SUBDIVISION 12" COMPACTED STRUCTURAL FILL EXCAVATED SLOPE (SEE REPORT TEXT FOR APPROPRIATE INCLINATIONS) SLOPE TO DRAIN 12" MINIMUM 3/4" MINUS WASHED GRAVEL 3" BELOW PIPE 12" OVER PIPE 4" DIAMETER PERFORATED PVC PIPE SEE NOTE 6"(MIN.) NOT TO SCALE NOTE: MIRADRAIN G100N PREFABRICATED DRAINAGE PANELS OR SIMILAR PRODUCT CAN BE SUBSTITUTED FOR THE 12-INCH WIDE GRAVEL DRAIN BEHIND WALL. DRAINAGE PANELS SHOULD EXTEND A MINIMUM OF SIX INCHES INTO 12-INCH THICK DRAINAGE GRAVEL LAYER OVER PERFORATED DRAIN PIPE. Environmental Earth Sciences Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and TYPICAL WALL DRAINAGE DETAIL Figure 3Proj.No. T-9277 Date: JAN 2026 RENTON, WASHINGTON NE 1ST SUBDIVISION Project No. T-9277 APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING NE 1st Subdivision Renton, Washington On December 2, 2025, we investigated subsurface conditions at the site by excavating three test pits with a track- mounted excavator to maximum depths ranging from approximately six to eight-and-one-half feet below existing site grades. The test pit locations were approximately determined using GPS coordinates obtained from Google Earth. The approximate test pit locations are shown on Figure 2. The Test Pit Logs are presented as Figures A-2 through A-4. A geologist from our office conducted the field exploration. Our representative classified the soil conditions encountered, maintained a log of each test pit, obtained representative soil samples, and recorded water levels observed during excavation. All soil samples were visually classified in accordance with the Unified Soil Classification System (USCS) described on Figure A-1. Representative soil samples obtained from the test pits were placed in sealed containers and taken to our laboratory for further examination and testing. Laboratory testing included determining the moisture content of all soil samples, and grain size distributions on three of the samples. The soil moisture contents are reported on the Test Pit Logs. The results of the grain size analysis are shown on Figures A-5. Environmental Earth Sciences Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and MAJOR DIVISIONS LETTER SYMBOL TYPICAL DESCRIPTION GRAVELS More than 50% of coarse fraction is larger than No. 4 sieve Clean Gravels (less than 5% fines) GW Well-graded gravels, gravel-sand mixtures, little or no fines. GP Poorly-graded gravels, gravel-sand mixtures, little or no fines. Gravels with fines GM Silty gravels, gravel-sand-silt mixtures, non-plastic fines. GC Clayey gravels, gravel-sand-clay mixtures, plastic fines. SANDS More than 50% of coarse fraction is smaller than No. 4 sieve Clean Sands (less than 5% fines) SW Well-graded sands, sands with gravel, little or no fines. SP Poorly-graded sands, sands with gravel, little or no fines. Sands with fines SM Silty sands, sand-silt mixtures, non-plastic fines. SC Clayey sands, sand-clay mixtures, plastic fines. SILTS AND CLAYS Liquid Limit is less than 50% ML Inorganic silts, rock flour, clayey silts with slight plasticity. CL Inorganic clays of low to medium plasticity. (Lean clay) OL Organic silts and organic clays of low plasticity. SILTS AND CLAYS Liquid Limit is greater than 50% MH Inorganic silts, elastic. CH Inorganic clays of high plasticity. (Fat clay) OH Organic clays of high plasticity. HIGHLY ORGANIC SOILS PT Peat. CO A R S E G R A I N E D S O I L S Mo r e t h a n 5 0 % m a t e r i a l l a r g e r th a n N o . 2 0 0 s i e v e s i z e FI N E G R A I N E D S O I L S Mo r e t h a n 5 0 % m a t e r i a l s m a l l e r th a n N o . 2 0 0 s i e v e s i z e DEFINITION OF TERMS AND SYMBOLS CO H E S I O N L E S S CO H E S I V E Standard Penetration Density Resistance in Blows/Foot Very Loose 0-4 Loose 4-10 Medium Dense 10-30 Dense 30-50 Very Dense >50 Standard Penetration Consistancy Resistance in Blows/Foot Very Soft 0-2 Soft 2-4 Medium Stiff 4-8 Stiff 8-16 Very Stiff 16-32 Hard >32 2" OUTSIDE DIAMETER SPILT SPOON SAMPLER 2.4" INSIDE DIAMETER RING SAMPLER OR SHELBY TUBE SAMPLER WATER LEVEL (Date) Tr TORVANE READINGS, tsf Pp PENETROMETER READING, tsf DD DRY DENSITY, pounds per cubic foot LL LIQUID LIMIT, percent PI PLASTIC INDEX N STANDARD PENETRATION, blows per foot UNIFIED SOIL CLASSIFICATION SYSTEM Figure A-1Proj.No. T-9277 Date: JAN 2026 RENTON, WASHINGTON NE 1ST SUBDIVISION Sa m p l e N o . De p t h ( f t ) PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W ( % ) interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 A-2 T-9277 KGL Renton, Washington Grass Lawn December 2, 2025 NE 1st Subdivision LOG OF TEST PIT NO. TP-1 NA NA NA 11.2 4.2 5.5 Medium Dense to Dense Very Dense (8-inches TOPSOIL) FILL?: Brown SAND with gravel, fine to coarse sand, fine to coarse gravel, moist, trace silt, trace organic inclusions. (SP) Red to brown gravelly SAND, medium to coarse sand, fine to coarse gravel, moist. (SP) Gray silty SAND with gravel, fine to coarse sand, fine to coarse gravel, moist. (SM) Test Pit terminated at approximately 7.5 feet. No caving or water seepage was observed. Sa m p l e N o . De p t h ( f t ) PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W ( % ) interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 A-3 T-9277 KGL Renton, Washington Grass Lawn December 2, 2025 NE 1st Subdivision LOG OF TEST PIT NO. TP-2 NA NA -2.0 feet 13.6 3.5 9.1 5.3 Medium Dense to Dense Very Dense (6-inches TOPSOIL) FILL?: Red to brown SAND with gravel, fine to coarse sand, fine to coarse gravel, moist, trace organic inclusions. (SP) Light brown to brown gravelly SAND, medium to coarse sand, fine to coarse gravel, moist. (SP) Gray silty SAND with gravel, fine to coarse sand, fine to coarse gravel, moist. (SM) Test Pit terminated at approximately 6 feet. No groundwater seepage was observed. Minor caving observed at approximately 2 feet. Sa m p l e N o . De p t h ( f t ) PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W ( % ) interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 A-4 T-9277 KGL Renton, Washington Grass Lawn December 2, 2025 NE 1st Subdivision LOG OF TEST PIT NO. TP-3 NA -7.0 feet -2.0 feet 13.2 2.6 9.2 6.8 Loose to Medium Dense Very Dense Brown to black silty SAND, fine to medium sand, moist, heavy organic inclusions. (SM) (TOPSOIL) FILL?: Red to brown silty SAND with gravel, fine to medium sand, fine to coarse gravel, moist, trace organic inclusions. (SM) Light brown to brown gravelly SAND, medium to coarse sand, fine to coarse gravel, dry to moist. (SP) Gray silty SAND with gravel, fine to coarse sand, fine to coarse gravel, moist. (SM) Test Pit terminated at approximately 8.5 feet. Minor groundwater seepage observed at 7 feet. Moderate caving observed at approximately 2 feet. Tested By: ZA Particle Size Distribution Report ASTM D422 PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 24.8 9.5 8.7 14.9 20.0 22.1 0.0 18.3 16.4 7.1 13.4 22.3 22.5 0.0 24.2 13.4 10.8 16.7 17.8 17.1 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 26.3038 2.7080 0.8414 0.1942 32.1210 2.5302 0.6496 0.1775 47.7364 3.8742 1.7261 0.3062 silty SAND with gravel silty SAND with gravel silty SAND with gravel T-9277 Mr. Amani Imran A-5 LL PL D85 D60 D50 D30 D15 D10 Cc Cu Material Description Test Date USCS NM Project No. Client:Remarks: Project: Location: TP-1 Depth: -6.0 feet Sample Number: 1 Location: TP-2 Depth: -6.0 feet Sample Number: 2 Location: TP-3 Depth: -8.5 feet Sample Number: 3 Terra Associates, Inc. Kirkland, WA Figure Ne 1st Subdivision Renton, Washington Tested December 2, 2025 Tested December 2, 2025 Tested December 2, 2025 Facet 20260227a_4612 NE 1st St_Preliminary TIR APPENDIX B WWHM Calculations WWHM2012 PROJECT REPORT Flow Control Exemption (Less than 0.15 CFS increase) 4612 NE 1st St Renton Flow Control Exemption 2/24/2026 10:35:39 AM Page 2 General Model Information WWHM2012 Project Name:4612 NE 1st St Renton Flow Control Exemption Site Name:4612 Renton Site Address:4612 NE 1st St City:Renton Report Date:2/24/2026 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2023/01/27 Version:4.2.19 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year 4612 NE 1st St Renton Flow Control Exemption 2/24/2026 10:35:39 AM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Mod 0.53 Pervious Total 0.53 Impervious Land Use acre Impervious Total 0 Basin Total 0.53 4612 NE 1st St Renton Flow Control Exemption 2/24/2026 10:35:39 AM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Mod 0.377 Pervious Total 0.377 Impervious Land Use acre ROADS MOD 0.153 Impervious Total 0.153 Basin Total 0.53 4612 NE 1st St Renton Flow Control Exemption 2/24/2026 10:35:39 AM Page 5 Routing Elements Predeveloped Routing 4612 NE 1st St Renton Flow Control Exemption 2/24/2026 10:35:39 AM Page 6 Mitigated Routing 4612 NE 1st St Renton Flow Control Exemption 2/24/2026 10:35:39 AM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.53 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.377 Total Impervious Area:0.153 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.015781 5 year 0.025858 10 year 0.032338 25 year 0.040046 50 year 0.045385 100 year 0.050371 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.072003 5 year 0.097254 10 year 0.116074 25 year 0.142363 50 year 0.16385 100 year 0.18704 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.018 0.088 1950 0.022 0.111 1951 0.034 0.066 1952 0.011 0.045 1953 0.009 0.053 1954 0.013 0.065 1955 0.021 0.065 1956 0.017 0.071 1957 0.014 0.064 1958 0.015 0.055 less than 0.15 CFS increase 4612 NE 1st St Renton Flow Control Exemption 2/24/2026 10:36:10 AM Page 8 1959 0.013 0.061 1960 0.024 0.066 1961 0.013 0.058 1962 0.008 0.049 1963 0.011 0.062 1964 0.016 0.062 1965 0.011 0.073 1966 0.010 0.049 1967 0.024 0.112 1968 0.014 0.104 1969 0.013 0.061 1970 0.011 0.062 1971 0.012 0.075 1972 0.026 0.098 1973 0.012 0.049 1974 0.013 0.070 1975 0.018 0.075 1976 0.013 0.058 1977 0.002 0.056 1978 0.011 0.083 1979 0.007 0.100 1980 0.031 0.105 1981 0.010 0.065 1982 0.020 0.093 1983 0.017 0.077 1984 0.010 0.052 1985 0.006 0.064 1986 0.027 0.056 1987 0.024 0.088 1988 0.009 0.059 1989 0.006 0.092 1990 0.057 0.195 1991 0.030 0.122 1992 0.012 0.050 1993 0.012 0.063 1994 0.004 0.055 1995 0.017 0.059 1996 0.040 0.114 1997 0.031 0.072 1998 0.008 0.063 1999 0.034 0.141 2000 0.012 0.063 2001 0.002 0.078 2002 0.014 0.080 2003 0.021 0.084 2004 0.022 0.132 2005 0.017 0.052 2006 0.019 0.059 2007 0.043 0.204 2008 0.053 0.127 2009 0.025 0.096 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0571 0.2040 2 0.0526 0.1951 3 0.0432 0.1413 4612 NE 1st St Renton Flow Control Exemption 2/24/2026 10:36:10 AM Page 9 4 0.0400 0.1321 5 0.0345 0.1271 6 0.0339 0.1223 7 0.0309 0.1138 8 0.0308 0.1120 9 0.0303 0.1106 10 0.0270 0.1048 11 0.0262 0.1044 12 0.0245 0.1004 13 0.0242 0.0976 14 0.0239 0.0965 15 0.0238 0.0931 16 0.0222 0.0918 17 0.0216 0.0885 18 0.0214 0.0877 19 0.0208 0.0838 20 0.0200 0.0833 21 0.0186 0.0801 22 0.0182 0.0784 23 0.0179 0.0773 24 0.0173 0.0753 25 0.0173 0.0748 26 0.0171 0.0732 27 0.0165 0.0721 28 0.0159 0.0707 29 0.0155 0.0702 30 0.0139 0.0662 31 0.0139 0.0655 32 0.0136 0.0651 33 0.0134 0.0650 34 0.0133 0.0648 35 0.0133 0.0640 36 0.0131 0.0638 37 0.0129 0.0635 38 0.0128 0.0634 39 0.0124 0.0634 40 0.0121 0.0620 41 0.0120 0.0617 42 0.0120 0.0615 43 0.0116 0.0614 44 0.0112 0.0612 45 0.0108 0.0590 46 0.0108 0.0587 47 0.0107 0.0586 48 0.0105 0.0578 49 0.0103 0.0576 50 0.0101 0.0564 51 0.0097 0.0562 52 0.0094 0.0554 53 0.0087 0.0553 54 0.0081 0.0531 55 0.0076 0.0517 56 0.0065 0.0515 57 0.0062 0.0504 58 0.0061 0.0492 59 0.0041 0.0490 60 0.0022 0.0488 61 0.0019 0.0449 4612 NE 1st St Renton Flow Control Exemption 2/24/2026 10:36:10 AM Page 10 4612 NE 1st St Renton Flow Control Exemption 2/24/2026 10:36:10 AM Page 11 Duration Flows The Duration Matching Failed Flow(cfs)Predev Mit Percentage Pass/Fail 0.0079 17077 44104 258 Fail 0.0083 15481 41259 266 Fail 0.0086 14067 38735 275 Fail 0.0090 12797 36211 282 Fail 0.0094 11567 33987 293 Fail 0.0098 10515 31955 303 Fail 0.0102 9567 29966 313 Fail 0.0105 8750 28126 321 Fail 0.0109 8031 26415 328 Fail 0.0113 7362 24939 338 Fail 0.0117 6746 23485 348 Fail 0.0121 6194 22202 358 Fail 0.0124 5734 20963 365 Fail 0.0128 5311 19774 372 Fail 0.0132 4924 18636 378 Fail 0.0136 4569 17641 386 Fail 0.0140 4235 16692 394 Fail 0.0143 3957 15819 399 Fail 0.0147 3645 14972 410 Fail 0.0151 3390 14185 418 Fail 0.0155 3133 13469 429 Fail 0.0158 2915 12767 437 Fail 0.0162 2706 12065 445 Fail 0.0166 2490 11424 458 Fail 0.0170 2314 10789 466 Fail 0.0174 2137 10239 479 Fail 0.0177 1973 9734 493 Fail 0.0181 1826 9272 507 Fail 0.0185 1703 8795 516 Fail 0.0189 1577 8348 529 Fail 0.0193 1443 7980 553 Fail 0.0196 1325 7582 572 Fail 0.0200 1235 7253 587 Fail 0.0204 1148 6900 601 Fail 0.0208 1086 6575 605 Fail 0.0211 1020 6278 615 Fail 0.0215 947 6010 634 Fail 0.0219 886 5736 647 Fail 0.0223 824 5495 666 Fail 0.0227 760 5225 687 Fail 0.0230 725 5005 690 Fail 0.0234 675 4774 707 Fail 0.0238 623 4579 734 Fail 0.0242 589 4378 743 Fail 0.0246 549 4186 762 Fail 0.0249 506 3998 790 Fail 0.0253 469 3818 814 Fail 0.0257 427 3662 857 Fail 0.0261 388 3486 898 Fail 0.0264 356 3356 942 Fail 0.0268 328 3215 980 Fail 0.0272 298 3076 1032 Fail 0.0276 270 2941 1089 Fail 0.0280 241 2834 1175 Fail 4612 NE 1st St Renton Flow Control Exemption 2/24/2026 10:36:10 AM Page 12 0.0283 218 2731 1252 Fail 0.0287 197 2614 1326 Fail 0.0291 174 2492 1432 Fail 0.0295 152 2387 1570 Fail 0.0299 130 2301 1770 Fail 0.0302 119 2199 1847 Fail 0.0306 104 2102 2021 Fail 0.0310 95 2031 2137 Fail 0.0314 83 1946 2344 Fail 0.0318 74 1858 2510 Fail 0.0321 69 1789 2592 Fail 0.0325 61 1720 2819 Fail 0.0329 53 1658 3128 Fail 0.0333 46 1595 3467 Fail 0.0336 39 1538 3943 Fail 0.0340 29 1486 5124 Fail 0.0344 25 1429 5716 Fail 0.0348 22 1385 6295 Fail 0.0352 20 1333 6665 Fail 0.0355 17 1287 7570 Fail 0.0359 14 1239 8850 Fail 0.0363 12 1207 10058 Fail 0.0367 8 1172 14650 Fail 0.0371 7 1136 16228 Fail 0.0374 7 1107 15814 Fail 0.0378 7 1065 15214 Fail 0.0382 6 1031 17183 Fail 0.0386 6 999 16650 Fail 0.0389 6 971 16183 Fail 0.0393 6 945 15750 Fail 0.0397 6 905 15083 Fail 0.0401 5 868 17360 Fail 0.0405 5 834 16680 Fail 0.0408 5 803 16060 Fail 0.0412 5 780 15600 Fail 0.0416 5 751 15020 Fail 0.0420 5 724 14480 Fail 0.0424 5 705 14100 Fail 0.0427 4 674 16850 Fail 0.0431 4 652 16300 Fail 0.0435 3 631 21033 Fail 0.0439 3 614 20466 Fail 0.0442 3 598 19933 Fail 0.0446 3 582 19400 Fail 0.0450 3 561 18700 Fail 0.0454 3 546 18200 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. 4612 NE 1st St Renton Flow Control Exemption 2/24/2026 10:36:10 AM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. 4612 NE 1st St Renton Flow Control Exemption 2/24/2026 10:36:10 AM Page 14 LID Report 4612 NE 1st St Renton Flow Control Exemption 2/24/2026 10:36:19 AM Page 15 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. 4612 NE 1st St Renton Flow Control Exemption 2/24/2026 10:36:19 AM Page 16 Appendix Predeveloped Schematic 4612 NE 1st St Renton Flow Control Exemption 2/24/2026 10:36:20 AM Page 17 Mitigated Schematic 4612 NE 1st St Renton Flow Control Exemption 2/24/2026 10:36:20 AM Page 18 Predeveloped UCI File 4612 NE 1st St Renton Flow Control Exemption 2/24/2026 10:36:20 AM Page 19 Mitigated UCI File 4612 NE 1st St Renton Flow Control Exemption 2/24/2026 10:36:20 AM Page 20 Predeveloped HSPF Message File 4612 NE 1st St Renton Flow Control Exemption 2/24/2026 10:36:20 AM Page 21 Mitigated HSPF Message File 4612 NE 1st St Renton Flow Control Exemption 2/24/2026 10:36:20 AM Page 22 Disclaimer Legal Notice This program and accompanying documentation is provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions, Inc. disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions, Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions, Inc. has been advised of the possibility of such damages. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com WWHM2012 PROJECT REPORT Infiltration Trenches - 100% infiltration 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:13:37 AM Page 2 General Model Information WWHM2012 Project Name:4612 NE 1st St Renton Inf Trenches Site Name:4612 Renton Site Address:4612 NE 1st St City:Renton Report Date:2/24/2026 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2023/01/27 Version:4.2.19 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:13:37 AM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Mod 0.129 Pervious Total 0.129 Impervious Land Use acre Impervious Total 0 Basin Total 0.129 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:13:37 AM Page 4 Mitigated Land Use LOT 3 DADU Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.012 Impervious Total 0.012 Basin Total 0.012 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:13:37 AM Page 5 LOT 2 SFR Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.039 Impervious Total 0.039 Basin Total 0.039 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:13:37 AM Page 6 LOT 3 SFR Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.033 Impervious Total 0.033 Basin Total 0.033 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:13:37 AM Page 7 LOT 4 SFR/DADU Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.045 Impervious Total 0.045 Basin Total 0.045 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:13:37 AM Page 8 Routing Elements Predeveloped Routing 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:13:37 AM Page 9 Mitigated Routing LOT 2 SFR TRENCH Bottom Length:37.00 ft. Bottom Width:14.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:2 Pour Space of material for first layer:0.3 Material thickness of second layer:0 Pour Space of material for second layer:0 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:0.5 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):6.088 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):6.088 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:1.5 ft. Riser Diameter:0 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.011 0.000 0.000 0.000 0.0222 0.011 0.000 0.000 0.006 0.0444 0.011 0.000 0.000 0.006 0.0667 0.011 0.000 0.000 0.006 0.0889 0.011 0.000 0.000 0.006 0.1111 0.011 0.000 0.000 0.006 0.1333 0.011 0.000 0.000 0.006 0.1556 0.011 0.000 0.000 0.006 0.1778 0.011 0.000 0.000 0.006 0.2000 0.011 0.000 0.000 0.006 0.2222 0.011 0.000 0.000 0.006 0.2444 0.011 0.000 0.000 0.006 0.2667 0.011 0.001 0.000 0.006 0.2889 0.011 0.001 0.000 0.006 0.3111 0.011 0.001 0.000 0.006 0.3333 0.011 0.001 0.000 0.006 0.3556 0.011 0.001 0.000 0.006 0.3778 0.011 0.001 0.000 0.006 0.4000 0.011 0.001 0.000 0.006 0.4222 0.011 0.001 0.000 0.006 0.4444 0.011 0.001 0.000 0.006 0.4667 0.011 0.001 0.000 0.006 0.4889 0.011 0.001 0.000 0.006 0.5111 0.011 0.001 0.000 0.006 100% infiltration for trench 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:13:37 AM Page 10 0.5333 0.011 0.001 0.000 0.006 0.5556 0.011 0.002 0.000 0.006 0.5778 0.011 0.002 0.000 0.006 0.6000 0.011 0.002 0.000 0.006 0.6222 0.011 0.002 0.000 0.006 0.6444 0.011 0.002 0.000 0.006 0.6667 0.011 0.002 0.000 0.006 0.6889 0.011 0.002 0.000 0.006 0.7111 0.011 0.002 0.000 0.006 0.7333 0.011 0.002 0.000 0.006 0.7556 0.011 0.002 0.000 0.006 0.7778 0.011 0.002 0.000 0.006 0.8000 0.011 0.002 0.000 0.006 0.8222 0.011 0.002 0.000 0.006 0.8444 0.011 0.003 0.000 0.006 0.8667 0.011 0.003 0.000 0.006 0.8889 0.011 0.003 0.000 0.006 0.9111 0.011 0.003 0.000 0.006 0.9333 0.011 0.003 0.000 0.006 0.9556 0.011 0.003 0.000 0.006 0.9778 0.011 0.003 0.000 0.006 1.0000 0.011 0.003 0.000 0.006 1.0222 0.011 0.003 0.000 0.006 1.0444 0.011 0.003 0.000 0.006 1.0667 0.011 0.003 0.000 0.006 1.0889 0.011 0.003 0.000 0.006 1.1111 0.011 0.004 0.000 0.006 1.1333 0.011 0.004 0.000 0.006 1.1556 0.011 0.004 0.000 0.006 1.1778 0.011 0.004 0.000 0.006 1.2000 0.011 0.004 0.000 0.006 1.2222 0.011 0.004 0.000 0.006 1.2444 0.011 0.004 0.000 0.006 1.2667 0.011 0.004 0.000 0.006 1.2889 0.011 0.004 0.000 0.006 1.3111 0.011 0.004 0.000 0.006 1.3333 0.011 0.004 0.000 0.006 1.3556 0.011 0.004 0.000 0.006 1.3778 0.011 0.004 0.000 0.006 1.4000 0.011 0.005 0.000 0.006 1.4222 0.011 0.005 0.000 0.006 1.4444 0.011 0.005 0.000 0.006 1.4667 0.011 0.005 0.000 0.006 1.4889 0.011 0.005 0.000 0.006 1.5111 0.011 0.005 0.000 0.006 1.5333 0.011 0.005 0.000 0.006 1.5556 0.011 0.005 0.000 0.006 1.5778 0.011 0.005 0.000 0.006 1.6000 0.011 0.005 0.000 0.006 1.6222 0.011 0.005 0.000 0.006 1.6444 0.011 0.005 0.000 0.006 1.6667 0.011 0.005 0.000 0.006 1.6889 0.011 0.006 0.000 0.006 1.7111 0.011 0.006 0.000 0.006 1.7333 0.011 0.006 0.000 0.006 1.7556 0.011 0.006 0.000 0.006 1.7778 0.011 0.006 0.000 0.006 1.8000 0.011 0.006 0.000 0.006 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:13:37 AM Page 11 1.8222 0.011 0.006 0.000 0.006 1.8444 0.011 0.006 0.000 0.006 1.8667 0.011 0.006 0.000 0.006 1.8889 0.011 0.006 0.000 0.006 1.9111 0.011 0.006 0.000 0.006 1.9333 0.011 0.006 0.000 0.006 1.9556 0.011 0.007 0.000 0.006 1.9778 0.011 0.007 0.000 0.006 2.0000 0.011 0.007 0.000 0.006 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:13:37 AM Page 12 LOT 3 DADU TRENCH Bottom Length:15.00 ft. Bottom Width:12.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:2 Pour Space of material for first layer:0.3 Material thickness of second layer:0 Pour Space of material for second layer:0 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:0.5 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):1.851 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):1.851 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:1.5 ft. Riser Diameter:0 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.004 0.000 0.000 0.000 0.0222 0.004 0.000 0.000 0.002 0.0444 0.004 0.000 0.000 0.002 0.0667 0.004 0.000 0.000 0.002 0.0889 0.004 0.000 0.000 0.002 0.1111 0.004 0.000 0.000 0.002 0.1333 0.004 0.000 0.000 0.002 0.1556 0.004 0.000 0.000 0.002 0.1778 0.004 0.000 0.000 0.002 0.2000 0.004 0.000 0.000 0.002 0.2222 0.004 0.000 0.000 0.002 0.2444 0.004 0.000 0.000 0.002 0.2667 0.004 0.000 0.000 0.002 0.2889 0.004 0.000 0.000 0.002 0.3111 0.004 0.000 0.000 0.002 0.3333 0.004 0.000 0.000 0.002 0.3556 0.004 0.000 0.000 0.002 0.3778 0.004 0.000 0.000 0.002 0.4000 0.004 0.000 0.000 0.002 0.4222 0.004 0.000 0.000 0.002 0.4444 0.004 0.000 0.000 0.002 0.4667 0.004 0.000 0.000 0.002 0.4889 0.004 0.000 0.000 0.002 0.5111 0.004 0.000 0.000 0.002 0.5333 0.004 0.000 0.000 0.002 0.5556 0.004 0.000 0.000 0.002 100% infiltration for trench 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:13:37 AM Page 13 0.5778 0.004 0.000 0.000 0.002 0.6000 0.004 0.000 0.000 0.002 0.6222 0.004 0.000 0.000 0.002 0.6444 0.004 0.000 0.000 0.002 0.6667 0.004 0.000 0.000 0.002 0.6889 0.004 0.000 0.000 0.002 0.7111 0.004 0.000 0.000 0.002 0.7333 0.004 0.000 0.000 0.002 0.7556 0.004 0.000 0.000 0.002 0.7778 0.004 0.001 0.000 0.002 0.8000 0.004 0.001 0.000 0.002 0.8222 0.004 0.001 0.000 0.002 0.8444 0.004 0.001 0.000 0.002 0.8667 0.004 0.001 0.000 0.002 0.8889 0.004 0.001 0.000 0.002 0.9111 0.004 0.001 0.000 0.002 0.9333 0.004 0.001 0.000 0.002 0.9556 0.004 0.001 0.000 0.002 0.9778 0.004 0.001 0.000 0.002 1.0000 0.004 0.001 0.000 0.002 1.0222 0.004 0.001 0.000 0.002 1.0444 0.004 0.001 0.000 0.002 1.0667 0.004 0.001 0.000 0.002 1.0889 0.004 0.001 0.000 0.002 1.1111 0.004 0.001 0.000 0.002 1.1333 0.004 0.001 0.000 0.002 1.1556 0.004 0.001 0.000 0.002 1.1778 0.004 0.001 0.000 0.002 1.2000 0.004 0.001 0.000 0.002 1.2222 0.004 0.001 0.000 0.002 1.2444 0.004 0.001 0.000 0.002 1.2667 0.004 0.001 0.000 0.002 1.2889 0.004 0.001 0.000 0.002 1.3111 0.004 0.001 0.000 0.002 1.3333 0.004 0.001 0.000 0.002 1.3556 0.004 0.001 0.000 0.002 1.3778 0.004 0.001 0.000 0.002 1.4000 0.004 0.001 0.000 0.002 1.4222 0.004 0.001 0.000 0.002 1.4444 0.004 0.001 0.000 0.002 1.4667 0.004 0.001 0.000 0.002 1.4889 0.004 0.001 0.000 0.002 1.5111 0.004 0.001 0.000 0.002 1.5333 0.004 0.001 0.000 0.002 1.5556 0.004 0.001 0.000 0.002 1.5778 0.004 0.002 0.000 0.002 1.6000 0.004 0.002 0.000 0.002 1.6222 0.004 0.002 0.000 0.002 1.6444 0.004 0.002 0.000 0.002 1.6667 0.004 0.002 0.000 0.002 1.6889 0.004 0.002 0.000 0.002 1.7111 0.004 0.002 0.000 0.002 1.7333 0.004 0.002 0.000 0.002 1.7556 0.004 0.002 0.000 0.002 1.7778 0.004 0.002 0.000 0.002 1.8000 0.004 0.002 0.000 0.002 1.8222 0.004 0.002 0.000 0.002 1.8444 0.004 0.002 0.000 0.002 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:13:37 AM Page 14 1.8667 0.004 0.002 0.000 0.002 1.8889 0.004 0.002 0.000 0.002 1.9111 0.004 0.002 0.000 0.002 1.9333 0.004 0.002 0.000 0.002 1.9556 0.004 0.002 0.000 0.002 1.9778 0.004 0.002 0.000 0.002 2.0000 0.004 0.002 0.000 0.002 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:13:37 AM Page 15 LOT 3 SFR TRENCH Bottom Length:35.00 ft. Bottom Width:14.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:2 Pour Space of material for first layer:0.3 Material thickness of second layer:0 Pour Space of material for second layer:0 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:0.5 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):5.146 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):5.146 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:1.5 ft. Riser Diameter:0 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.011 0.000 0.000 0.000 0.0222 0.011 0.000 0.000 0.005 0.0444 0.011 0.000 0.000 0.005 0.0667 0.011 0.000 0.000 0.005 0.0889 0.011 0.000 0.000 0.005 0.1111 0.011 0.000 0.000 0.005 0.1333 0.011 0.000 0.000 0.005 0.1556 0.011 0.000 0.000 0.005 0.1778 0.011 0.000 0.000 0.005 0.2000 0.011 0.000 0.000 0.005 0.2222 0.011 0.000 0.000 0.005 0.2444 0.011 0.000 0.000 0.005 0.2667 0.011 0.000 0.000 0.005 0.2889 0.011 0.001 0.000 0.005 0.3111 0.011 0.001 0.000 0.005 0.3333 0.011 0.001 0.000 0.005 0.3556 0.011 0.001 0.000 0.005 0.3778 0.011 0.001 0.000 0.005 0.4000 0.011 0.001 0.000 0.005 0.4222 0.011 0.001 0.000 0.005 0.4444 0.011 0.001 0.000 0.005 0.4667 0.011 0.001 0.000 0.005 0.4889 0.011 0.001 0.000 0.005 0.5111 0.011 0.001 0.000 0.005 0.5333 0.011 0.001 0.000 0.005 0.5556 0.011 0.001 0.000 0.005 100% infiltration for trench 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:13:37 AM Page 16 0.5778 0.011 0.001 0.000 0.005 0.6000 0.011 0.002 0.000 0.005 0.6222 0.011 0.002 0.000 0.005 0.6444 0.011 0.002 0.000 0.005 0.6667 0.011 0.002 0.000 0.005 0.6889 0.011 0.002 0.000 0.005 0.7111 0.011 0.002 0.000 0.005 0.7333 0.011 0.002 0.000 0.005 0.7556 0.011 0.002 0.000 0.005 0.7778 0.011 0.002 0.000 0.005 0.8000 0.011 0.002 0.000 0.005 0.8222 0.011 0.002 0.000 0.005 0.8444 0.011 0.002 0.000 0.005 0.8667 0.011 0.002 0.000 0.005 0.8889 0.011 0.003 0.000 0.005 0.9111 0.011 0.003 0.000 0.005 0.9333 0.011 0.003 0.000 0.005 0.9556 0.011 0.003 0.000 0.005 0.9778 0.011 0.003 0.000 0.005 1.0000 0.011 0.003 0.000 0.005 1.0222 0.011 0.003 0.000 0.005 1.0444 0.011 0.003 0.000 0.005 1.0667 0.011 0.003 0.000 0.005 1.0889 0.011 0.003 0.000 0.005 1.1111 0.011 0.003 0.000 0.005 1.1333 0.011 0.003 0.000 0.005 1.1556 0.011 0.003 0.000 0.005 1.1778 0.011 0.004 0.000 0.005 1.2000 0.011 0.004 0.000 0.005 1.2222 0.011 0.004 0.000 0.005 1.2444 0.011 0.004 0.000 0.005 1.2667 0.011 0.004 0.000 0.005 1.2889 0.011 0.004 0.000 0.005 1.3111 0.011 0.004 0.000 0.005 1.3333 0.011 0.004 0.000 0.005 1.3556 0.011 0.004 0.000 0.005 1.3778 0.011 0.004 0.000 0.005 1.4000 0.011 0.004 0.000 0.005 1.4222 0.011 0.004 0.000 0.005 1.4444 0.011 0.004 0.000 0.005 1.4667 0.011 0.004 0.000 0.005 1.4889 0.011 0.005 0.000 0.005 1.5111 0.011 0.005 0.000 0.005 1.5333 0.011 0.005 0.000 0.005 1.5556 0.011 0.005 0.000 0.005 1.5778 0.011 0.005 0.000 0.005 1.6000 0.011 0.005 0.000 0.005 1.6222 0.011 0.005 0.000 0.005 1.6444 0.011 0.005 0.000 0.005 1.6667 0.011 0.005 0.000 0.005 1.6889 0.011 0.005 0.000 0.005 1.7111 0.011 0.005 0.000 0.005 1.7333 0.011 0.005 0.000 0.005 1.7556 0.011 0.005 0.000 0.005 1.7778 0.011 0.006 0.000 0.005 1.8000 0.011 0.006 0.000 0.005 1.8222 0.011 0.006 0.000 0.005 1.8444 0.011 0.006 0.000 0.005 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:13:37 AM Page 17 1.8667 0.011 0.006 0.000 0.005 1.8889 0.011 0.006 0.000 0.005 1.9111 0.011 0.006 0.000 0.005 1.9333 0.011 0.006 0.000 0.005 1.9556 0.011 0.006 0.000 0.005 1.9778 0.011 0.006 0.000 0.005 2.0000 0.011 0.006 0.000 0.005 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:13:37 AM Page 18 LOT 4 TRENCH Bottom Length:40.00 ft. Bottom Width:14.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:2 Pour Space of material for first layer:0.3 Material thickness of second layer:0 Pour Space of material for second layer:0 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:0.5 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):7.031 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):7.031 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:1.5 ft. Riser Diameter:0 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.012 0.000 0.000 0.000 0.0222 0.012 0.000 0.000 0.006 0.0444 0.012 0.000 0.000 0.006 0.0667 0.012 0.000 0.000 0.006 0.0889 0.012 0.000 0.000 0.006 0.1111 0.012 0.000 0.000 0.006 0.1333 0.012 0.000 0.000 0.006 0.1556 0.012 0.000 0.000 0.006 0.1778 0.012 0.000 0.000 0.006 0.2000 0.012 0.000 0.000 0.006 0.2222 0.012 0.000 0.000 0.006 0.2444 0.012 0.000 0.000 0.006 0.2667 0.012 0.001 0.000 0.006 0.2889 0.012 0.001 0.000 0.006 0.3111 0.012 0.001 0.000 0.006 0.3333 0.012 0.001 0.000 0.006 0.3556 0.012 0.001 0.000 0.006 0.3778 0.012 0.001 0.000 0.006 0.4000 0.012 0.001 0.000 0.006 0.4222 0.012 0.001 0.000 0.006 0.4444 0.012 0.001 0.000 0.006 0.4667 0.012 0.001 0.000 0.006 0.4889 0.012 0.001 0.000 0.006 0.5111 0.012 0.002 0.000 0.006 0.5333 0.012 0.002 0.000 0.006 0.5556 0.012 0.002 0.000 0.006 100% infiltration for trench 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:13:37 AM Page 19 0.5778 0.012 0.002 0.000 0.006 0.6000 0.012 0.002 0.000 0.006 0.6222 0.012 0.002 0.000 0.006 0.6444 0.012 0.002 0.000 0.006 0.6667 0.012 0.002 0.000 0.006 0.6889 0.012 0.002 0.000 0.006 0.7111 0.012 0.002 0.000 0.006 0.7333 0.012 0.002 0.000 0.006 0.7556 0.012 0.002 0.000 0.006 0.7778 0.012 0.003 0.000 0.006 0.8000 0.012 0.003 0.000 0.006 0.8222 0.012 0.003 0.000 0.006 0.8444 0.012 0.003 0.000 0.006 0.8667 0.012 0.003 0.000 0.006 0.8889 0.012 0.003 0.000 0.006 0.9111 0.012 0.003 0.000 0.006 0.9333 0.012 0.003 0.000 0.006 0.9556 0.012 0.003 0.000 0.006 0.9778 0.012 0.003 0.000 0.006 1.0000 0.012 0.003 0.000 0.006 1.0222 0.012 0.003 0.000 0.006 1.0444 0.012 0.004 0.000 0.006 1.0667 0.012 0.004 0.000 0.006 1.0889 0.012 0.004 0.000 0.006 1.1111 0.012 0.004 0.000 0.006 1.1333 0.012 0.004 0.000 0.006 1.1556 0.012 0.004 0.000 0.006 1.1778 0.012 0.004 0.000 0.006 1.2000 0.012 0.004 0.000 0.006 1.2222 0.012 0.004 0.000 0.006 1.2444 0.012 0.004 0.000 0.006 1.2667 0.012 0.004 0.000 0.006 1.2889 0.012 0.005 0.000 0.006 1.3111 0.012 0.005 0.000 0.006 1.3333 0.012 0.005 0.000 0.006 1.3556 0.012 0.005 0.000 0.006 1.3778 0.012 0.005 0.000 0.006 1.4000 0.012 0.005 0.000 0.006 1.4222 0.012 0.005 0.000 0.006 1.4444 0.012 0.005 0.000 0.006 1.4667 0.012 0.005 0.000 0.006 1.4889 0.012 0.005 0.000 0.006 1.5111 0.012 0.005 0.000 0.006 1.5333 0.012 0.005 0.000 0.006 1.5556 0.012 0.006 0.000 0.006 1.5778 0.012 0.006 0.000 0.006 1.6000 0.012 0.006 0.000 0.006 1.6222 0.012 0.006 0.000 0.006 1.6444 0.012 0.006 0.000 0.006 1.6667 0.012 0.006 0.000 0.006 1.6889 0.012 0.006 0.000 0.006 1.7111 0.012 0.006 0.000 0.006 1.7333 0.012 0.006 0.000 0.006 1.7556 0.012 0.006 0.000 0.006 1.7778 0.012 0.006 0.000 0.006 1.8000 0.012 0.006 0.000 0.006 1.8222 0.012 0.007 0.000 0.006 1.8444 0.012 0.007 0.000 0.006 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:13:37 AM Page 20 1.8667 0.012 0.007 0.000 0.006 1.8889 0.012 0.007 0.000 0.006 1.9111 0.012 0.007 0.000 0.006 1.9333 0.012 0.007 0.000 0.006 1.9556 0.012 0.007 0.000 0.006 1.9778 0.012 0.007 0.000 0.006 2.0000 0.012 0.007 0.000 0.006 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:13:37 AM Page 21 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.129 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.129 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.003841 5 year 0.006294 10 year 0.007871 25 year 0.009747 50 year 0.011046 100 year 0.01226 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.004 0.000 1950 0.005 0.000 1951 0.008 0.000 1952 0.003 0.000 1953 0.002 0.000 1954 0.003 0.000 1955 0.005 0.000 1956 0.004 0.000 1957 0.003 0.000 1958 0.004 0.000 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:23 AM Page 22 1959 0.003 0.000 1960 0.006 0.000 1961 0.003 0.000 1962 0.002 0.000 1963 0.003 0.000 1964 0.004 0.000 1965 0.003 0.000 1966 0.002 0.000 1967 0.006 0.000 1968 0.003 0.000 1969 0.003 0.000 1970 0.003 0.000 1971 0.003 0.000 1972 0.006 0.000 1973 0.003 0.000 1974 0.003 0.000 1975 0.004 0.000 1976 0.003 0.000 1977 0.000 0.000 1978 0.003 0.000 1979 0.002 0.000 1980 0.007 0.000 1981 0.002 0.000 1982 0.005 0.000 1983 0.004 0.000 1984 0.003 0.000 1985 0.001 0.000 1986 0.007 0.000 1987 0.006 0.000 1988 0.002 0.000 1989 0.002 0.000 1990 0.014 0.000 1991 0.007 0.000 1992 0.003 0.000 1993 0.003 0.000 1994 0.001 0.000 1995 0.004 0.000 1996 0.010 0.000 1997 0.008 0.000 1998 0.002 0.000 1999 0.008 0.000 2000 0.003 0.000 2001 0.001 0.000 2002 0.003 0.000 2003 0.005 0.000 2004 0.005 0.000 2005 0.004 0.000 2006 0.005 0.000 2007 0.011 0.000 2008 0.013 0.000 2009 0.006 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0139 0.0000 2 0.0128 0.0000 3 0.0105 0.0000 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:23 AM Page 23 4 0.0097 0.0000 5 0.0084 0.0000 6 0.0082 0.0000 7 0.0075 0.0000 8 0.0075 0.0000 9 0.0074 0.0000 10 0.0066 0.0000 11 0.0064 0.0000 12 0.0060 0.0000 13 0.0059 0.0000 14 0.0058 0.0000 15 0.0058 0.0000 16 0.0054 0.0000 17 0.0052 0.0000 18 0.0052 0.0000 19 0.0051 0.0000 20 0.0049 0.0000 21 0.0045 0.0000 22 0.0044 0.0000 23 0.0044 0.0000 24 0.0042 0.0000 25 0.0042 0.0000 26 0.0042 0.0000 27 0.0040 0.0000 28 0.0039 0.0000 29 0.0038 0.0000 30 0.0034 0.0000 31 0.0034 0.0000 32 0.0033 0.0000 33 0.0033 0.0000 34 0.0032 0.0000 35 0.0032 0.0000 36 0.0032 0.0000 37 0.0031 0.0000 38 0.0031 0.0000 39 0.0030 0.0000 40 0.0029 0.0000 41 0.0029 0.0000 42 0.0029 0.0000 43 0.0028 0.0000 44 0.0027 0.0000 45 0.0026 0.0000 46 0.0026 0.0000 47 0.0026 0.0000 48 0.0026 0.0000 49 0.0025 0.0000 50 0.0025 0.0000 51 0.0024 0.0000 52 0.0023 0.0000 53 0.0021 0.0000 54 0.0020 0.0000 55 0.0018 0.0000 56 0.0016 0.0000 57 0.0015 0.0000 58 0.0015 0.0000 59 0.0010 0.0000 60 0.0005 0.0000 61 0.0005 0.0000 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:23 AM Page 24 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:23 AM Page 25 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0019 17085 0 0 Pass 0.0020 15492 0 0 Pass 0.0021 14076 0 0 Pass 0.0022 12797 0 0 Pass 0.0023 11567 0 0 Pass 0.0024 10517 0 0 Pass 0.0025 9565 0 0 Pass 0.0026 8754 0 0 Pass 0.0027 8042 0 0 Pass 0.0028 7347 0 0 Pass 0.0028 6733 0 0 Pass 0.0029 6192 0 0 Pass 0.0030 5730 0 0 Pass 0.0031 5309 0 0 Pass 0.0032 4924 0 0 Pass 0.0033 4569 0 0 Pass 0.0034 4235 0 0 Pass 0.0035 3951 0 0 Pass 0.0036 3645 0 0 Pass 0.0037 3390 0 0 Pass 0.0038 3133 0 0 Pass 0.0039 2915 0 0 Pass 0.0039 2706 0 0 Pass 0.0040 2490 0 0 Pass 0.0041 2314 0 0 Pass 0.0042 2136 0 0 Pass 0.0043 1972 0 0 Pass 0.0044 1824 0 0 Pass 0.0045 1702 0 0 Pass 0.0046 1577 0 0 Pass 0.0047 1443 0 0 Pass 0.0048 1325 0 0 Pass 0.0049 1232 0 0 Pass 0.0050 1147 0 0 Pass 0.0051 1085 0 0 Pass 0.0051 1020 0 0 Pass 0.0052 947 0 0 Pass 0.0053 885 0 0 Pass 0.0054 824 0 0 Pass 0.0055 760 0 0 Pass 0.0056 725 0 0 Pass 0.0057 674 0 0 Pass 0.0058 623 0 0 Pass 0.0059 589 0 0 Pass 0.0060 549 0 0 Pass 0.0061 506 0 0 Pass 0.0062 469 0 0 Pass 0.0063 427 0 0 Pass 0.0063 388 0 0 Pass 0.0064 356 0 0 Pass 0.0065 328 0 0 Pass 0.0066 298 0 0 Pass 0.0067 270 0 0 Pass 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:23 AM Page 26 0.0068 241 0 0 Pass 0.0069 218 0 0 Pass 0.0070 197 0 0 Pass 0.0071 173 0 0 Pass 0.0072 152 0 0 Pass 0.0073 130 0 0 Pass 0.0074 119 0 0 Pass 0.0075 104 0 0 Pass 0.0075 95 0 0 Pass 0.0076 83 0 0 Pass 0.0077 74 0 0 Pass 0.0078 69 0 0 Pass 0.0079 61 0 0 Pass 0.0080 53 0 0 Pass 0.0081 46 0 0 Pass 0.0082 39 0 0 Pass 0.0083 29 0 0 Pass 0.0084 25 0 0 Pass 0.0085 22 0 0 Pass 0.0086 20 0 0 Pass 0.0086 17 0 0 Pass 0.0087 14 0 0 Pass 0.0088 12 0 0 Pass 0.0089 8 0 0 Pass 0.0090 7 0 0 Pass 0.0091 7 0 0 Pass 0.0092 7 0 0 Pass 0.0093 6 0 0 Pass 0.0094 6 0 0 Pass 0.0095 6 0 0 Pass 0.0096 6 0 0 Pass 0.0097 6 0 0 Pass 0.0098 5 0 0 Pass 0.0098 5 0 0 Pass 0.0099 5 0 0 Pass 0.0100 5 0 0 Pass 0.0101 5 0 0 Pass 0.0102 5 0 0 Pass 0.0103 5 0 0 Pass 0.0104 4 0 0 Pass 0.0105 4 0 0 Pass 0.0106 3 0 0 Pass 0.0107 3 0 0 Pass 0.0108 3 0 0 Pass 0.0109 3 0 0 Pass 0.0110 3 0 0 Pass 0.0110 3 0 0 Pass 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:23 AM Page 27 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:23 AM Page 28 LID Report 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:44 AM Page 29 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:44 AM Page 30 Appendix Predeveloped Schematic 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:44 AM Page 31 Mitigated Schematic 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:45 AM Page 32 Predeveloped UCI File 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:45 AM Page 33 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 4612 NE 1st St Renton Inf Trenches.wdm MESSU 25 Mit4612 NE 1st St Renton Inf Trenches.MES 27 Mit4612 NE 1st St Renton Inf Trenches.L61 28 Mit4612 NE 1st St Renton Inf Trenches.L62 30 POC4612 NE 1st St Renton Inf Trenches1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 4 RCHRES 1 RCHRES 2 RCHRES 3 RCHRES 4 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 LOT 2 SFR TRENCH MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:45 AM Page 34 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 4 ROOF TOPS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 4 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 4 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:45 AM Page 35 # - # *** RETS SURS 4 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** LOT 3 DADU*** IMPLND 4 0.012 RCHRES 2 5 LOT 2 SFR*** IMPLND 4 0.039 RCHRES 1 5 LOT 3 SFR*** IMPLND 4 0.033 RCHRES 3 5 LOT 4 SFR/DADU*** IMPLND 4 0.045 RCHRES 4 5 ******Routing****** IMPLND 4 0.012 COPY 1 15 IMPLND 4 0.039 COPY 1 15 IMPLND 4 0.033 COPY 1 15 IMPLND 4 0.045 COPY 1 15 RCHRES 1 1 COPY 501 17 RCHRES 2 1 COPY 501 17 RCHRES 3 1 COPY 501 17 RCHRES 4 1 COPY 501 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 LOT 2 SFR TRENCH-008 2 1 1 1 28 0 1 2 LOT 3 DADU TRENC-010 2 1 1 1 28 0 1 3 LOT 3 SFR TRENCH-011 2 1 1 1 28 0 1 4 LOT 4 TRENCH 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1 0 0 0 0 0 0 0 0 0 4 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 3 4 0 0 0 0 0 0 0 0 0 1 9 4 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:45 AM Page 36 HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 3 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 4 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.5 0.0 2 2 0.01 0.0 0.0 0.5 0.0 3 3 0.01 0.0 0.0 0.5 0.0 4 4 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.011892 0.000000 0.000000 0.000000 0.022222 0.011892 0.000079 0.000000 0.005995 0.044444 0.011892 0.000159 0.000000 0.005995 0.066667 0.011892 0.000238 0.000000 0.005995 0.088889 0.011892 0.000317 0.000000 0.005995 0.111111 0.011892 0.000396 0.000000 0.005995 0.133333 0.011892 0.000476 0.000000 0.005995 0.155556 0.011892 0.000555 0.000000 0.005995 0.177778 0.011892 0.000634 0.000000 0.005995 0.200000 0.011892 0.000713 0.000000 0.005995 0.222222 0.011892 0.000793 0.000000 0.005995 0.244444 0.011892 0.000872 0.000000 0.005995 0.266667 0.011892 0.000951 0.000000 0.005995 0.288889 0.011892 0.001031 0.000000 0.005995 0.311111 0.011892 0.001110 0.000000 0.005995 0.333333 0.011892 0.001189 0.000000 0.005995 0.355556 0.011892 0.001268 0.000000 0.005995 0.377778 0.011892 0.001348 0.000000 0.005995 0.400000 0.011892 0.001427 0.000000 0.005995 0.422222 0.011892 0.001506 0.000000 0.005995 0.444444 0.011892 0.001586 0.000000 0.005995 0.466667 0.011892 0.001665 0.000000 0.005995 0.488889 0.011892 0.001744 0.000000 0.005995 0.511111 0.011892 0.001823 0.000000 0.005995 0.533333 0.011892 0.001903 0.000000 0.005995 0.555556 0.011892 0.001982 0.000000 0.005995 0.577778 0.011892 0.002061 0.000000 0.005995 0.600000 0.011892 0.002140 0.000000 0.005995 0.622222 0.011892 0.002220 0.000000 0.005995 0.644444 0.011892 0.002299 0.000000 0.005995 0.666667 0.011892 0.002378 0.000000 0.005995 0.688889 0.011892 0.002458 0.000000 0.005995 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:45 AM Page 37 0.711111 0.011892 0.002537 0.000000 0.005995 0.733333 0.011892 0.002616 0.000000 0.005995 0.755556 0.011892 0.002695 0.000000 0.005995 0.777778 0.011892 0.002775 0.000000 0.005995 0.800000 0.011892 0.002854 0.000000 0.005995 0.822222 0.011892 0.002933 0.000000 0.005995 0.844444 0.011892 0.003013 0.000000 0.005995 0.866667 0.011892 0.003092 0.000000 0.005995 0.888889 0.011892 0.003171 0.000000 0.005995 0.911111 0.011892 0.003250 0.000000 0.005995 0.933333 0.011892 0.003330 0.000000 0.005995 0.955556 0.011892 0.003409 0.000000 0.005995 0.977778 0.011892 0.003488 0.000000 0.005995 1.000000 0.011892 0.003567 0.000000 0.005995 1.022222 0.011892 0.003647 0.000000 0.005995 1.044444 0.011892 0.003726 0.000000 0.005995 1.066667 0.011892 0.003805 0.000000 0.005995 1.088889 0.011892 0.003885 0.000000 0.005995 1.111111 0.011892 0.003964 0.000000 0.005995 1.133333 0.011892 0.004043 0.000000 0.005995 1.155556 0.011892 0.004122 0.000000 0.005995 1.177778 0.011892 0.004202 0.000000 0.005995 1.200000 0.011892 0.004281 0.000000 0.005995 1.222222 0.011892 0.004360 0.000000 0.005995 1.244444 0.011892 0.004440 0.000000 0.005995 1.266667 0.011892 0.004519 0.000000 0.005995 1.288889 0.011892 0.004598 0.000000 0.005995 1.311111 0.011892 0.004677 0.000000 0.005995 1.333333 0.011892 0.004757 0.000000 0.005995 1.355556 0.011892 0.004836 0.000000 0.005995 1.377778 0.011892 0.004915 0.000000 0.005995 1.400000 0.011892 0.004994 0.000000 0.005995 1.422222 0.011892 0.005074 0.000000 0.005995 1.444444 0.011892 0.005153 0.000000 0.005995 1.466667 0.011892 0.005232 0.000000 0.005995 1.488889 0.011892 0.005312 0.000000 0.005995 1.511111 0.011892 0.005391 0.000000 0.005995 1.533333 0.011892 0.005470 0.000000 0.005995 1.555556 0.011892 0.005549 0.000000 0.005995 1.577778 0.011892 0.005629 0.000000 0.005995 1.600000 0.011892 0.005708 0.000000 0.005995 1.622222 0.011892 0.005787 0.000000 0.005995 1.644444 0.011892 0.005867 0.000000 0.005995 1.666667 0.011892 0.005946 0.000000 0.005995 1.688889 0.011892 0.006025 0.000000 0.005995 1.711111 0.011892 0.006104 0.000000 0.005995 1.733333 0.011892 0.006184 0.000000 0.005995 1.755556 0.011892 0.006263 0.000000 0.005995 1.777778 0.011892 0.006342 0.000000 0.005995 1.800000 0.011892 0.006421 0.000000 0.005995 1.822222 0.011892 0.006501 0.000000 0.005995 1.844444 0.011892 0.006580 0.000000 0.005995 1.866667 0.011892 0.006659 0.000000 0.005995 1.888889 0.011892 0.006739 0.000000 0.005995 1.911111 0.011892 0.006818 0.000000 0.005995 1.933333 0.011892 0.006897 0.000000 0.005995 1.955556 0.011892 0.006976 0.000000 0.005995 1.977778 0.011892 0.007056 0.000000 0.005995 2.000000 0.011892 0.007135 0.000000 0.005995 2.022222 0.011892 0.007399 0.000000 0.005995 END FTABLE 1 FTABLE 2 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.004132 0.000000 0.000000 0.000000 0.022222 0.004132 0.000028 0.000000 0.002083 0.044444 0.004132 0.000055 0.000000 0.002083 0.066667 0.004132 0.000083 0.000000 0.002083 0.088889 0.004132 0.000110 0.000000 0.002083 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:45 AM Page 38 0.111111 0.004132 0.000138 0.000000 0.002083 0.133333 0.004132 0.000165 0.000000 0.002083 0.155556 0.004132 0.000193 0.000000 0.002083 0.177778 0.004132 0.000220 0.000000 0.002083 0.200000 0.004132 0.000248 0.000000 0.002083 0.222222 0.004132 0.000275 0.000000 0.002083 0.244444 0.004132 0.000303 0.000000 0.002083 0.266667 0.004132 0.000331 0.000000 0.002083 0.288889 0.004132 0.000358 0.000000 0.002083 0.311111 0.004132 0.000386 0.000000 0.002083 0.333333 0.004132 0.000413 0.000000 0.002083 0.355556 0.004132 0.000441 0.000000 0.002083 0.377778 0.004132 0.000468 0.000000 0.002083 0.400000 0.004132 0.000496 0.000000 0.002083 0.422222 0.004132 0.000523 0.000000 0.002083 0.444444 0.004132 0.000551 0.000000 0.002083 0.466667 0.004132 0.000579 0.000000 0.002083 0.488889 0.004132 0.000606 0.000000 0.002083 0.511111 0.004132 0.000634 0.000000 0.002083 0.533333 0.004132 0.000661 0.000000 0.002083 0.555556 0.004132 0.000689 0.000000 0.002083 0.577778 0.004132 0.000716 0.000000 0.002083 0.600000 0.004132 0.000744 0.000000 0.002083 0.622222 0.004132 0.000771 0.000000 0.002083 0.644444 0.004132 0.000799 0.000000 0.002083 0.666667 0.004132 0.000826 0.000000 0.002083 0.688889 0.004132 0.000854 0.000000 0.002083 0.711111 0.004132 0.000882 0.000000 0.002083 0.733333 0.004132 0.000909 0.000000 0.002083 0.755556 0.004132 0.000937 0.000000 0.002083 0.777778 0.004132 0.000964 0.000000 0.002083 0.800000 0.004132 0.000992 0.000000 0.002083 0.822222 0.004132 0.001019 0.000000 0.002083 0.844444 0.004132 0.001047 0.000000 0.002083 0.866667 0.004132 0.001074 0.000000 0.002083 0.888889 0.004132 0.001102 0.000000 0.002083 0.911111 0.004132 0.001129 0.000000 0.002083 0.933333 0.004132 0.001157 0.000000 0.002083 0.955556 0.004132 0.001185 0.000000 0.002083 0.977778 0.004132 0.001212 0.000000 0.002083 1.000000 0.004132 0.001240 0.000000 0.002083 1.022222 0.004132 0.001267 0.000000 0.002083 1.044444 0.004132 0.001295 0.000000 0.002083 1.066667 0.004132 0.001322 0.000000 0.002083 1.088889 0.004132 0.001350 0.000000 0.002083 1.111111 0.004132 0.001377 0.000000 0.002083 1.133333 0.004132 0.001405 0.000000 0.002083 1.155556 0.004132 0.001433 0.000000 0.002083 1.177778 0.004132 0.001460 0.000000 0.002083 1.200000 0.004132 0.001488 0.000000 0.002083 1.222222 0.004132 0.001515 0.000000 0.002083 1.244444 0.004132 0.001543 0.000000 0.002083 1.266667 0.004132 0.001570 0.000000 0.002083 1.288889 0.004132 0.001598 0.000000 0.002083 1.311111 0.004132 0.001625 0.000000 0.002083 1.333333 0.004132 0.001653 0.000000 0.002083 1.355556 0.004132 0.001680 0.000000 0.002083 1.377778 0.004132 0.001708 0.000000 0.002083 1.400000 0.004132 0.001736 0.000000 0.002083 1.422222 0.004132 0.001763 0.000000 0.002083 1.444444 0.004132 0.001791 0.000000 0.002083 1.466667 0.004132 0.001818 0.000000 0.002083 1.488889 0.004132 0.001846 0.000000 0.002083 1.511111 0.004132 0.001873 0.000000 0.002083 1.533333 0.004132 0.001901 0.000000 0.002083 1.555556 0.004132 0.001928 0.000000 0.002083 1.577778 0.004132 0.001956 0.000000 0.002083 1.600000 0.004132 0.001983 0.000000 0.002083 1.622222 0.004132 0.002011 0.000000 0.002083 1.644444 0.004132 0.002039 0.000000 0.002083 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:45 AM Page 39 1.666667 0.004132 0.002066 0.000000 0.002083 1.688889 0.004132 0.002094 0.000000 0.002083 1.711111 0.004132 0.002121 0.000000 0.002083 1.733333 0.004132 0.002149 0.000000 0.002083 1.755556 0.004132 0.002176 0.000000 0.002083 1.777778 0.004132 0.002204 0.000000 0.002083 1.800000 0.004132 0.002231 0.000000 0.002083 1.822222 0.004132 0.002259 0.000000 0.002083 1.844444 0.004132 0.002287 0.000000 0.002083 1.866667 0.004132 0.002314 0.000000 0.002083 1.888889 0.004132 0.002342 0.000000 0.002083 1.911111 0.004132 0.002369 0.000000 0.002083 1.933333 0.004132 0.002397 0.000000 0.002083 1.955556 0.004132 0.002424 0.000000 0.002083 1.977778 0.004132 0.002452 0.000000 0.002083 2.000000 0.004132 0.002479 0.000000 0.002083 2.022222 0.004132 0.002571 0.000000 0.002083 END FTABLE 2 FTABLE 3 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.011249 0.000000 0.000000 0.000000 0.022222 0.011249 0.000075 0.000000 0.005671 0.044444 0.011249 0.000150 0.000000 0.005671 0.066667 0.011249 0.000225 0.000000 0.005671 0.088889 0.011249 0.000300 0.000000 0.005671 0.111111 0.011249 0.000375 0.000000 0.005671 0.133333 0.011249 0.000450 0.000000 0.005671 0.155556 0.011249 0.000525 0.000000 0.005671 0.177778 0.011249 0.000600 0.000000 0.005671 0.200000 0.011249 0.000675 0.000000 0.005671 0.222222 0.011249 0.000750 0.000000 0.005671 0.244444 0.011249 0.000825 0.000000 0.005671 0.266667 0.011249 0.000900 0.000000 0.005671 0.288889 0.011249 0.000975 0.000000 0.005671 0.311111 0.011249 0.001050 0.000000 0.005671 0.333333 0.011249 0.001125 0.000000 0.005671 0.355556 0.011249 0.001200 0.000000 0.005671 0.377778 0.011249 0.001275 0.000000 0.005671 0.400000 0.011249 0.001350 0.000000 0.005671 0.422222 0.011249 0.001425 0.000000 0.005671 0.444444 0.011249 0.001500 0.000000 0.005671 0.466667 0.011249 0.001575 0.000000 0.005671 0.488889 0.011249 0.001650 0.000000 0.005671 0.511111 0.011249 0.001725 0.000000 0.005671 0.533333 0.011249 0.001800 0.000000 0.005671 0.555556 0.011249 0.001875 0.000000 0.005671 0.577778 0.011249 0.001950 0.000000 0.005671 0.600000 0.011249 0.002025 0.000000 0.005671 0.622222 0.011249 0.002100 0.000000 0.005671 0.644444 0.011249 0.002175 0.000000 0.005671 0.666667 0.011249 0.002250 0.000000 0.005671 0.688889 0.011249 0.002325 0.000000 0.005671 0.711111 0.011249 0.002400 0.000000 0.005671 0.733333 0.011249 0.002475 0.000000 0.005671 0.755556 0.011249 0.002550 0.000000 0.005671 0.777778 0.011249 0.002625 0.000000 0.005671 0.800000 0.011249 0.002700 0.000000 0.005671 0.822222 0.011249 0.002775 0.000000 0.005671 0.844444 0.011249 0.002850 0.000000 0.005671 0.866667 0.011249 0.002925 0.000000 0.005671 0.888889 0.011249 0.003000 0.000000 0.005671 0.911111 0.011249 0.003075 0.000000 0.005671 0.933333 0.011249 0.003150 0.000000 0.005671 0.955556 0.011249 0.003225 0.000000 0.005671 0.977778 0.011249 0.003300 0.000000 0.005671 1.000000 0.011249 0.003375 0.000000 0.005671 1.022222 0.011249 0.003450 0.000000 0.005671 1.044444 0.011249 0.003525 0.000000 0.005671 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:45 AM Page 40 1.066667 0.011249 0.003600 0.000000 0.005671 1.088889 0.011249 0.003675 0.000000 0.005671 1.111111 0.011249 0.003750 0.000000 0.005671 1.133333 0.011249 0.003825 0.000000 0.005671 1.155556 0.011249 0.003900 0.000000 0.005671 1.177778 0.011249 0.003975 0.000000 0.005671 1.200000 0.011249 0.004050 0.000000 0.005671 1.222222 0.011249 0.004125 0.000000 0.005671 1.244444 0.011249 0.004200 0.000000 0.005671 1.266667 0.011249 0.004275 0.000000 0.005671 1.288889 0.011249 0.004350 0.000000 0.005671 1.311111 0.011249 0.004425 0.000000 0.005671 1.333333 0.011249 0.004500 0.000000 0.005671 1.355556 0.011249 0.004575 0.000000 0.005671 1.377778 0.011249 0.004650 0.000000 0.005671 1.400000 0.011249 0.004725 0.000000 0.005671 1.422222 0.011249 0.004800 0.000000 0.005671 1.444444 0.011249 0.004875 0.000000 0.005671 1.466667 0.011249 0.004949 0.000000 0.005671 1.488889 0.011249 0.005024 0.000000 0.005671 1.511111 0.011249 0.005099 0.000000 0.005671 1.533333 0.011249 0.005174 0.000000 0.005671 1.555556 0.011249 0.005249 0.000000 0.005671 1.577778 0.011249 0.005324 0.000000 0.005671 1.600000 0.011249 0.005399 0.000000 0.005671 1.622222 0.011249 0.005474 0.000000 0.005671 1.644444 0.011249 0.005549 0.000000 0.005671 1.666667 0.011249 0.005624 0.000000 0.005671 1.688889 0.011249 0.005699 0.000000 0.005671 1.711111 0.011249 0.005774 0.000000 0.005671 1.733333 0.011249 0.005849 0.000000 0.005671 1.755556 0.011249 0.005924 0.000000 0.005671 1.777778 0.011249 0.005999 0.000000 0.005671 1.800000 0.011249 0.006074 0.000000 0.005671 1.822222 0.011249 0.006149 0.000000 0.005671 1.844444 0.011249 0.006224 0.000000 0.005671 1.866667 0.011249 0.006299 0.000000 0.005671 1.888889 0.011249 0.006374 0.000000 0.005671 1.911111 0.011249 0.006449 0.000000 0.005671 1.933333 0.011249 0.006524 0.000000 0.005671 1.955556 0.011249 0.006599 0.000000 0.005671 1.977778 0.011249 0.006674 0.000000 0.005671 2.000000 0.011249 0.006749 0.000000 0.005671 2.022222 0.011249 0.006999 0.000000 0.005671 END FTABLE 3 FTABLE 4 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.012856 0.000000 0.000000 0.000000 0.022222 0.012856 0.000086 0.000000 0.006481 0.044444 0.012856 0.000171 0.000000 0.006481 0.066667 0.012856 0.000257 0.000000 0.006481 0.088889 0.012856 0.000343 0.000000 0.006481 0.111111 0.012856 0.000429 0.000000 0.006481 0.133333 0.012856 0.000514 0.000000 0.006481 0.155556 0.012856 0.000600 0.000000 0.006481 0.177778 0.012856 0.000686 0.000000 0.006481 0.200000 0.012856 0.000771 0.000000 0.006481 0.222222 0.012856 0.000857 0.000000 0.006481 0.244444 0.012856 0.000943 0.000000 0.006481 0.266667 0.012856 0.001028 0.000000 0.006481 0.288889 0.012856 0.001114 0.000000 0.006481 0.311111 0.012856 0.001200 0.000000 0.006481 0.333333 0.012856 0.001286 0.000000 0.006481 0.355556 0.012856 0.001371 0.000000 0.006481 0.377778 0.012856 0.001457 0.000000 0.006481 0.400000 0.012856 0.001543 0.000000 0.006481 0.422222 0.012856 0.001628 0.000000 0.006481 0.444444 0.012856 0.001714 0.000000 0.006481 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:45 AM Page 41 0.466667 0.012856 0.001800 0.000000 0.006481 0.488889 0.012856 0.001886 0.000000 0.006481 0.511111 0.012856 0.001971 0.000000 0.006481 0.533333 0.012856 0.002057 0.000000 0.006481 0.555556 0.012856 0.002143 0.000000 0.006481 0.577778 0.012856 0.002228 0.000000 0.006481 0.600000 0.012856 0.002314 0.000000 0.006481 0.622222 0.012856 0.002400 0.000000 0.006481 0.644444 0.012856 0.002485 0.000000 0.006481 0.666667 0.012856 0.002571 0.000000 0.006481 0.688889 0.012856 0.002657 0.000000 0.006481 0.711111 0.012856 0.002743 0.000000 0.006481 0.733333 0.012856 0.002828 0.000000 0.006481 0.755556 0.012856 0.002914 0.000000 0.006481 0.777778 0.012856 0.003000 0.000000 0.006481 0.800000 0.012856 0.003085 0.000000 0.006481 0.822222 0.012856 0.003171 0.000000 0.006481 0.844444 0.012856 0.003257 0.000000 0.006481 0.866667 0.012856 0.003343 0.000000 0.006481 0.888889 0.012856 0.003428 0.000000 0.006481 0.911111 0.012856 0.003514 0.000000 0.006481 0.933333 0.012856 0.003600 0.000000 0.006481 0.955556 0.012856 0.003685 0.000000 0.006481 0.977778 0.012856 0.003771 0.000000 0.006481 1.000000 0.012856 0.003857 0.000000 0.006481 1.022222 0.012856 0.003942 0.000000 0.006481 1.044444 0.012856 0.004028 0.000000 0.006481 1.066667 0.012856 0.004114 0.000000 0.006481 1.088889 0.012856 0.004200 0.000000 0.006481 1.111111 0.012856 0.004285 0.000000 0.006481 1.133333 0.012856 0.004371 0.000000 0.006481 1.155556 0.012856 0.004457 0.000000 0.006481 1.177778 0.012856 0.004542 0.000000 0.006481 1.200000 0.012856 0.004628 0.000000 0.006481 1.222222 0.012856 0.004714 0.000000 0.006481 1.244444 0.012856 0.004800 0.000000 0.006481 1.266667 0.012856 0.004885 0.000000 0.006481 1.288889 0.012856 0.004971 0.000000 0.006481 1.311111 0.012856 0.005057 0.000000 0.006481 1.333333 0.012856 0.005142 0.000000 0.006481 1.355556 0.012856 0.005228 0.000000 0.006481 1.377778 0.012856 0.005314 0.000000 0.006481 1.400000 0.012856 0.005399 0.000000 0.006481 1.422222 0.012856 0.005485 0.000000 0.006481 1.444444 0.012856 0.005571 0.000000 0.006481 1.466667 0.012856 0.005657 0.000000 0.006481 1.488889 0.012856 0.005742 0.000000 0.006481 1.511111 0.012856 0.005828 0.000000 0.006481 1.533333 0.012856 0.005914 0.000000 0.006481 1.555556 0.012856 0.005999 0.000000 0.006481 1.577778 0.012856 0.006085 0.000000 0.006481 1.600000 0.012856 0.006171 0.000000 0.006481 1.622222 0.012856 0.006257 0.000000 0.006481 1.644444 0.012856 0.006342 0.000000 0.006481 1.666667 0.012856 0.006428 0.000000 0.006481 1.688889 0.012856 0.006514 0.000000 0.006481 1.711111 0.012856 0.006599 0.000000 0.006481 1.733333 0.012856 0.006685 0.000000 0.006481 1.755556 0.012856 0.006771 0.000000 0.006481 1.777778 0.012856 0.006856 0.000000 0.006481 1.800000 0.012856 0.006942 0.000000 0.006481 1.822222 0.012856 0.007028 0.000000 0.006481 1.844444 0.012856 0.007114 0.000000 0.006481 1.866667 0.012856 0.007199 0.000000 0.006481 1.888889 0.012856 0.007285 0.000000 0.006481 1.911111 0.012856 0.007371 0.000000 0.006481 1.933333 0.012856 0.007456 0.000000 0.006481 1.955556 0.012856 0.007542 0.000000 0.006481 1.977778 0.012856 0.007628 0.000000 0.006481 2.000000 0.012856 0.007713 0.000000 0.006481 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:45 AM Page 42 2.022222 0.012856 0.007999 0.000000 0.006481 END FTABLE 4 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1001 FLOW ENGL REPL RCHRES 1 HYDR O 2 1 1 WDM 1002 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1003 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL RCHRES 2 HYDR RO 1 1 1 WDM 1004 FLOW ENGL REPL RCHRES 2 HYDR O 1 1 1 WDM 1005 FLOW ENGL REPL RCHRES 2 HYDR O 2 1 1 WDM 1006 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1007 STAG ENGL REPL RCHRES 3 HYDR RO 1 1 1 WDM 1008 FLOW ENGL REPL RCHRES 3 HYDR O 1 1 1 WDM 1009 FLOW ENGL REPL RCHRES 3 HYDR O 2 1 1 WDM 1010 FLOW ENGL REPL RCHRES 3 HYDR STAGE 1 1 1 WDM 1011 STAG ENGL REPL RCHRES 4 HYDR RO 1 1 1 WDM 1012 FLOW ENGL REPL RCHRES 4 HYDR O 1 1 1 WDM 1013 FLOW ENGL REPL RCHRES 4 HYDR O 2 1 1 WDM 1014 FLOW ENGL REPL RCHRES 4 HYDR STAGE 1 1 1 WDM 1015 STAG ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:45 AM Page 43 Predeveloped HSPF Message File 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:45 AM Page 44 Mitigated HSPF Message File ERROR/WARNING ID: 341 6 DATE/TIME: 2003/10/20 20:30 RCHRES: 4 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 92 335.98 348.44 354.82 ERROR/WARNING ID: 341 5 DATE/TIME: 2003/10/20 20:30 RCHRES: 4 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1120.0 -1.694E+03 1.5127 1.5127 2 ERROR/WARNING ID: 341 6 DATE/TIME: 2003/10/20 20:45 RCHRES: 4 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 92 335.98 348.44 359.72 ERROR/WARNING ID: 341 5 DATE/TIME: 2003/10/20 20:45 RCHRES: 4 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1120.0 -2.135E+03 1.9060 1.9060E+00 2 ERROR/WARNING ID: 341 6 DATE/TIME: 2003/10/20 21: 0 RCHRES: 4 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:45 AM Page 45 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 92 3.3598E+02 348.44 363.68 ERROR/WARNING ID: 341 5 DATE/TIME: 2003/10/20 21: 0 RCHRES: 4 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1120.0 -2.491E+03 2.2237 2.2237E+00 2 ERROR/WARNING ID: 341 6 DATE/TIME: 2003/10/20 21:15 RCHRES: 4 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 92 3.3598E+02 348.44 366.66 ERROR/WARNING ID: 341 5 DATE/TIME: 2003/10/20 21:15 RCHRES: 4 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1120.0 -2.758E+03 2.4627 2.4627E+00 2 ERROR/WARNING ID: 341 6 DATE/TIME: 2003/10/20 21:30 RCHRES: 4 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 92 3.3598E+02 348.44 367.69 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:45 AM Page 46 ERROR/WARNING ID: 341 5 DATE/TIME: 2003/10/20 21:30 RCHRES: 4 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1120.0 -2.851E+03 2.5451 2.5451E+00 2 ERROR/WARNING ID: 341 6 DATE/TIME: 2003/10/20 21:45 RCHRES: 4 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 92 3.3598E+02 348.44 367.56 ERROR/WARNING ID: 341 5 DATE/TIME: 2003/10/20 21:45 RCHRES: 4 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1120.0 -2.839E+03 2.5351 2.5351 2 ERROR/WARNING ID: 341 6 DATE/TIME: 2003/10/20 22: 0 RCHRES: 4 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 92 335.98 348.44 365.55 ERROR/WARNING ID: 341 5 DATE/TIME: 2003/10/20 22: 0 RCHRES: 4 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:45 AM Page 47 Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1120.0 -2.659E+03 2.3737 2.3737E+00 2 ERROR/WARNING ID: 341 6 DATE/TIME: 2003/10/20 22:15 RCHRES: 4 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 92 3.3598E+02 348.44 363.33 ERROR/WARNING ID: 341 5 DATE/TIME: 2003/10/20 22:15 RCHRES: 4 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1120.0 -2.459E+03 2.1959 2.1959E+00 2 ERROR/WARNING ID: 341 6 DATE/TIME: 2003/10/20 22:30 RCHRES: 4 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 92 3.3598E+02 348.44 361.00 ERROR/WARNING ID: 341 5 DATE/TIME: 2003/10/20 22:30 RCHRES: 4 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1120.0 -2.249E+03 2.0082 2.0082 2 ERROR/WARNING ID: 341 6 DATE/TIME: 2003/10/20 22:45 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:45 AM Page 48 RCHRES: 4 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 92 335.98 348.44 358.57 ERROR/WARNING ID: 341 5 DATE/TIME: 2003/10/20 22:45 RCHRES: 4 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1120.0 -2.031E+03 1.8136 1.8136E+00 2 ERROR/WARNING ID: 341 6 DATE/TIME: 2003/10/20 23: 0 RCHRES: 4 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 92 3.3598E+02 348.44 355.17 ERROR/WARNING ID: 341 5 DATE/TIME: 2003/10/20 23: 0 RCHRES: 4 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1120.0 -1.725E+03 1.5401 1.5401E+00 2 ERROR/WARNING ID: 341 6 DATE/TIME: 2003/10/20 23:15 RCHRES: 4 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:45 AM Page 49 NROWS V1 V2 VOL 92 3.3598E+02 348.44 351.64 ERROR/WARNING ID: 341 5 DATE/TIME: 2003/10/20 23:15 RCHRES: 4 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1120.0 -1.408E+03 1.2572 1.2572E+00 2 4612 NE 1st St Renton Inf Trenches 2/24/2026 11:14:45 AM Page 50 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2026; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com