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HomeMy WebLinkAbout02985 - Technical Information Report ,l Q� N TECHNICAL INFORMATION REPORT Highpointe Short Plat Intersection of N.E. 12th Street and Redmond Avenue Renton, Washington Prepared for: K.B.S. III, L.L.C. August 23, 2001 ��w q��c�` ;i i Y!��=i�.�iV'TOR' �tS � �?�C:�!1/ED � c t ���� � ,•� ,,:��•�n���r����s::� � . `4��MAL� EXPIRES ?,�' ' �r�+w.�.��i z 9�� o�-.o, � TABLE OF CONTENTS I. PROJECT OVERVIEW II. CONDITIONS AND REQUIREMENTS SUMMARY III. OFF-SITE ANALYSIS Upstream Drainage Analysis Task 1-Study Area Definition and Maps Task 2 -Resource Review Task 3 -Field Inspection Task 4-Drainage System Description and Problem Screening Off-site Analysis Drainage System Table Downstream Drainage Map N. FLOW CONTROL AND WATER QUALITY ANALYSIS AND DESIGN Existing Site Hydrology Developed Site Hydrology Drainage System Design V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN VI. SPECIAL REPORTS AND STUDIES VII. OTHER PERMITS VIII. ESC ANALYSIS AND DESIGN IX. BOND QUANTITIES,FACILTTY SUMMARIES AND DECLARATION OF COVENANTS X. OPERATIONS AND MAINTENANCE MANUAL ; EXHIBITS EXHIBTT 1 VICINITY MAP EXHIBIT 2 PRELIIVIIIIARY SITE PLAN EXHIBIT 3 SCS SOII.S MAP EXHIBIT 4 FEMA MAP EXHIBIT� EXISTING CONDITIONS MAP EXHIBIT 6 DEVELOPED CONDTTIONS MAP APPENDIX INFILTRATION RECOMNIENDATIONS KING COUNTY DRAINAGE BASIN I�1_�P SENSITIVE AREAS MAP FOLIO (LANDSLI[)1�; �1_1P, SE:IS1�iIC �I:AP, EROS�ON R1��Y, C'0.-1L h�I]NE MAP, STREAI�7S, AND 100-YE:�R FLOODPL�IN R1:�P, ��'ETL�'�ND i�1:�') I. PROJECT OVERVIEW Project: Highpointe 8-Lot Short Plat Site Area: 47,000 square feet(1.08 acres) Site Location: T'he site is located within the City of Renton on the north side of N.E. 12th Street adjacent to the T-intersection of Redmond Avenue N.E. and N.E. 12th Street. The site is also located within a portion of the Southeast quarter of the Southeast quarter of Section 4,Township 23 North,Range 5 East,Willamette Meridian,City ofRenton, King County,Washington (see E.xhibit l, Vicinity Map). Eaosting Adjacent Development: E�sting property adjacent to the site includes: North: Single-family residential South: Single-family residential East: City of Seattle transmission line easement and single-family residential West: Single-family residential Pre-Develupment Site Conditions: The e�sting site contains h�•o esisting residential homes which will be removed as part of the development of the project. The topography of the site is generally flat, with grades ranging from approximately one-half percent to two percent sloping from the southeast to the northwest. Existing ground cover consists of mostly grass la��-n, pasture and some brush and scattered ornamental trees. Post-Development Site Conditions: The proposed project con�ists of the de�eloprnent ot ei,llt single-fainily lots ser�°ed by a 20-feet-��vide paved, private roadway section extending from N.E. 12th Street. Runoff patterns in the post-developed condition of the site will be similar to pre-developed conditions. Surface runoff from the paved private access road will be collected by catch basins and underground pipe, then conveyed to a storm filter system for treatment and then an underground infiltration system located beneath the private access road. e:lbce�misc�n.763 II. CONDITIONS AND REQUIREMENTS SUMMARY Core Requirement No.1-Discharge at the Natural Location: On-site infiltration tests completed by the geotechnical engineer have confirmed that the on-site soils are suitable for infiltration. Based on this information,all new impervious surface areas will be retained on site via a designed infiltration system. Surface water runoff from the proposed paved access road will be conveyed to an underground storm filter system for treatment and will then discharge to an underground infiltration system located beneath the proposed access road. Stormwater runoff from the proposed building roof drains and drive�vay areas will discharge to designed on-site dry wells and will infiltrate into the existing soils. Core Requirement No.2-Off-Site Analysis: See Section III for a detailed description of the off-site analysis. Core Requirement No.3 -Flow Control: See Section N for a detailed description of the proposed flow control measures. Core Requirement No.4-Conveyance System: The proposed conveyance system will consist of catch basins and underground storm pipe which will collect and convey surface water runoff from the new paved access road to an underground treatment system and then an underground infiltration system. Core Requirement No.5 -Temporary Erosion and Sedimentation Control: Prior to any clearing or grading of the site,a temporary erosion and sedimentation control plan will be designed and approved in accordance with City of Renton development standards. The TESC plan will be submitted with the roadway and utility improvement plans at the time of construction plan submittaL Special Requirement No.l-Other Adopted Area Specific Requirements: The project is not located in a designated critical drainage area or in an area included in an adopted master drainage plan, lake ! management plan or shared facility drainage plan. The project is located in the Puget Sound Basin and I May Creek Subbasin,but is not subject to any specific drainage requirements. Special Requirement No.2-Floodplain/Floodway Delineation: The project is not located in or near I a stream,lake,or wetland. Therefore,no floodplain or floodways exist on or adjacent to the project site. Special Requirement No.3-Flood Protection Facilities: The project is not located within a floodplain or a floodway and therefore no flood protection facilities are required. Special Requirement No.4-Source Control: The proposed project is an 8-lot residential subdivision and is therefore not subject to the conditions of this requirement. Special Requirement No. 5 - Oil Control: A spill control device will be incorporated into the final design of the stormwater system for the access road improvements to collect and contain oil and other floatable containments. e:lbcelmisc1m.763 III. OFF-SITE ANALYSIS TASK 1-STUDY AREA DEFINITION AND MAPS The 1.08-acre project site is located on the north side of N.E. 12th Street,adjacent to the T-intersection of N.E. 12th Street and Redmond Avenue N.E. The project site is located within the Puget Sound Drainage Basin and the May Creek Subbasin, as defined in the King County Basin Reconnaissance Program Summary. Please refer to the King County Drainage Basin Map in the Appendix of this report. Upstream Drainage Analysis: From field inspection and review ofthe topographic survey prepared for the project,the site does not receive any upstream tributary runoff except for a small amount of surface runoff from the northerly half of the two lane road section of N.E. 12th Street. � TASK 2-RESOURCE REVIEW Please refer to the Appendix for additional exhibits and information related to the following items: Subbasin Drainage Basins: The site is located in the Puget Sound Basin and May Creek Subbasin area. Please refer to the King County Drainage Basin in the Appendix. Community Plan: The site is located in the Newcastle Community Planning area. Please refer to the community planning area map in the Appendix. Basin Reconnaissance Summary Report: The King County Basin Reconnaissance Summary for the May Creek Subbasin is not included in the Appendix since it is not discussed in the Basin Reconnaissance Manual. Sensitive Areas Map Folio: The King County Sensitive Areas Map Folio confirm that the site is not located in hazard areas such as landslide, seismic, and erosion, and the site does not contain any wetlands, streams or 100-year floodplains. PIease refer to the Sensitive Areas Map Folio in the Appendix. Wetlands Inr•entory: According to the King County Sensitive Areas Map Folio for���etlands,there are no wetlands located on or near the project site. SCS Soils Survey: Based on review of the SCS Soils Survey Map,the on-site soils generally consist of Alderwood gravelly sandy loam(AGC). Please refer to the SCS Soil Survey Map,Exhibit 3. Drainage Complaints: Based on discussions with City of Renton Public Works Staff, there are no kno��n drainage complaints within the project site area. �: b�c�'�_�l�i�c��n.,(;_� TASK 3-FIELD INSPECTION Based on a detailed site visit, it was confirmed that the e�sting site currently contains two eacisting residential homes,one with a gravel driveway and one with an asphalt driveway. Existing site grades are generally flat with grades gently sloping from the southeast to the northwest at approximately 0.5 percent to 2 percent. Existing vegetation on the site consists of several ornamental trees and grass lawns around the residential homes,with the remainder consisting of open grass pasture with some brush and scattered trees. A 4-foot cyclone fence is located along the west property line,and a 5-foot cyclone fence is located along the north property line of the site. From field observations, the site does not have a defined discharge point for stormwater runoff. TASK 4-DRAINAGE SYSTEM DESCRIPTION AND PROBLEM SCREENING Drainage System Description: Please refer to the Drainage System Table and Downstream Drainage Map in this report. As previously indicated,on-site grades are relatively flat with grades sloping from the southeast to the northwest at slopes of approxirriately one-half percent to two percent. After discharging off site,drainage flows continue by sheetflow generally in a north to northwesterly direction for approximately 750 feet, eventually entering the existing drainage system on the south side of ' N.E.Sunset Boulevard and then drains in an easterly direction through existing catch basins and culverts for approximately one-quarter mile. From here, drainage flows enter a Type 2 catch basin and flows I� north across N.E. Sunset Boulevard. Flows then continue north through an underground storm system I for appro�mately 400 feet,ultimately discharging into Honey Creek. Based on field inspection,there ! were no observed downstream drainage capacity problems or noticeable erosion control problems within the downstream drainage system. e:`�bce''�.mi�c'��m."63 OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 Basin: Subbasin Name: Subbasin Number: Symbol Drainage Component Drainage Component Slope Distance Existing Potential Observations of Field• '1'ype,Namc,and Size Descnption from Site Problems Yrobiems Inspector „� Discharge Resource Reviewer,or ��';"' z�' � � � � Resident� � � . ; , , : ;. ,... , ,, See Map Type:sheet flow,swale,stream, Drainage basin,vegetation,cova�, °i6 Ft ConsVictions,under capacity,ponding, Trihutary area,likelihood of problem, channel,pipe,pond;size,diameter, depth,type of sensitive area,volume overtopping,flooding,habitat or overilow pathways,potential impacts surface azea organism destruction,scouring,bank sloughing,sedim�tation,incision, other erosion � Sf� L 1.✓ 1�0 3 O z O 3 AF.135 I -- U r. - �, , ,�.:-- --�;•,,, .,.;;--- . _, � -.:�- d:--:% /';--;-' � '� r� �-�- . > �-�, ='�-,;=-. ,:; ,, . �. ;�� ,. : , .�' �� ,/,:i;�%�� !i�����. � ( � � ��'/i �,�`��, , � - ;:i����i � � � � �° // �il���i'� ��������� � � � � � ^ ' /�j�l//���, %i�j���/ \\ ��� J , ����y��l��/ ^ ��i�/�, 1\ \i1-_I_' � :i>: i �N���i��' . %%�� �� _ � /�/ll/�lIl�� �, !i� 1 � �� '„'" �... {� � NIff�fll�! 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' 'i �i:i:.,� r /r � -` i �ii/:�i,�'��%�%i/�i' 1A � 1!'���ifl ' �� - \ v � ,���iiiiii��i/� ii�i III � �li ` � � �� � ii/:r� � ii` i � / l�i ��l r r��iiii,��i������� � � 'ij�i� ���t ��� 1 ' �i� '� \J � � i � �� � --- ��,� /�/�����///// J .� � �I l l�l l +r -- „ �1 � 11 `--- ��� � %:�il���'�i�%��� . __../ ��II !/ 1 � _ ��/ � �� �/ � i/:i�/�/�l��� 3 ���1�!ii � - -l'� -_ y ` ` O ii��ii.���/�// 3. �������iii I - - I I �ii��:�%ij�i/ - �� ` /i:'� S:'' -1 i f ' +� � � � I � ��.._/ '��ii.��i �� /' L i.�:�= � / � � � I I .�iJi'j�ii�� ////i �^ /� � � ../. . �'�� ' �-- � J - �' � ' \ ' Y/ �] � �+ryr Q %�'}��i: iiiiiil � �� F6 P i_ � /� �/,���� �f, �i�11/�/ `' -- /= ____ l �I* '1 ��` ., �1 1� ��i���' // _ _ �,%il���/��� ' " '\ \ . � �I � .�/ �7'i/ • - IV. FLOW CONTROL AND WATER QUALITY ANALYSIS AND DESIGN Developed Site Hydrology: The proposed projecYs storm drainage system will consist of catch basins and underground storm pipe to collect surface runoff from the proposed private access road. All runoff from the access road will discharge to an underground wet vault for water quality treatment and then discharge to an underground infiltration system designed based on the infiltration criteria completed by Earth Consultants, Inc. Please refer to the infiltration recorrunendations report prepared by Earth Consultants, Inc., included within this report. T'he water quality treatment system and the infiltration system will be designed for a 100 year/24 hour storm event, in accordance with the 1990 King County Surface Water Design Manual, including a minimum safety factor of two. The storm drainage system for each of the individual residential lots will consist of an infiltration dry well designed to handle storm runoff from the building roof drains and driveway areas. Preliminary Infiltration System Sizing Calculations have been prepared for the private access road and individual lots and are included within this report. Drainage System Design: See attached infiltration and water quality treatment calculations for the private access road and individual lot dry well system. > e:lbce�misc�n.763 ACCESS ROAD INFILTRATION TRENCH SIZING CALCULATIONS Area Tributary to Trench: N.E. 12th Street =3,172 square feet I Private Road =3,200 square feet Total =6,372 squaze feet=0.15 acres � Average infiltration rate per geotech study =4,044=22 inch/hour 2 Use infiltration rate=8 inch/hour(F.S. =2.75) 100 year/24 hour precipitation=4 inches � 100 year/7 day precipitation= 10 inches � Use 40-foot x 6-foot wide infiltration trench Infiltration= 8 inch/hour x 1 hour x 1 foot =0.000185 footJsecond 3,600 sec 12 inch Infiltration through bottom of trench only= I (0.000185)(40)(6) =0.044 CFS e:\bcelmisc1mJ63 11/30/Ol 10 :40 : 52 am Barghausen Engineers page 1 a Hi h ointe Short Pl t g P Infiltration Trench Sizing Calculation --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: A1 NAME: 100yr/24hr Post dev. SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 15 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 4 . 00 inches AREA. . : 0 . 00 Acres 0 . 15 Acres , TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 I TC. . . . . 0 . 00 min 6 . 30 min ABSTRACTION COEFF: 0 . 20 lii PEAK R.ATE: 0 . 15 cfs VOL: 0 . 05 Ac-ft TIME: 470 min '� BASIN ID: A2 NAME: 100yr/7day Post dev. �, SBUH METHODOLOGY �, TOTAL AREA. . . . . . . : 0 . 15 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC7 PERV IMP PRECIPITATION. . . . : 10 . 00 inches AREA. . : 0 . 00 Acres 0 . 15 Acres TIME INTERVAL. . . . : 60 .00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 6 .30 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 07 cfs VOL: 0 . 12 Ac-ft TIME: 3300 min 11/30/O1 10 :40 :52 am Barghausen Engineers page 2 Highpointe Short Plat Infiltration Trench Sizing Calculation ; ____________________________________ ------------------------ � ------------------------------------- , DETAIL BASIN SUMMARY ' BASIN ID: A1 NAME: 100yr/24hr Post dev. � SBUH METHODOLOGY � TOTAL AREA. . . . . . . : 0 . 15 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP i PRECIPITATION. . . . : 4 . 00 inches AREA. . : 0 . 00 Acres 0 . 15 Acres I TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 6 . 30 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 15 cfs VOL: 0 . 05 Ac-ft TIME: 470 min TIME DfiSIGN TIM& DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIM& DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) {cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 0.0279 610 0.0317 910 0.0181 1210 0.0145 1510 20 320 0.0280 620 0.0317 920 0.0181 1220 0.0145 1520 30 330 0.0282 630 0.0317 930 0.0181 1230 0.0145 1530 40 0.0010 340 0.0283 640 0.0317 940 0.0181 1240 0.0145 1540 50 0.0025 350 0.0304 650 0.0292 950 0.0181 1250 0.0145 1550 60 0.0041 360 0.0327 660 0.0263 960 0.0181 1260 0.0145 1560 70 0.0053 370 0.0331 670 0.026D 970 0.0181 1270 0.0145 1570 80 0.0064 380 0.0332 680 0.0260 980 0.0161 1280 0.0145 1580 i 90 0.0073 390 0.0333 690 0.0260 990 0.0181 1290 0.0145 1590 I 100 0.0080 400 0.0334 700 0.0260 1000 0.0181 1300 0.0145 1600 �, 110 0.0097 410 0.0395 710 0.0260 1010 0.0165 1310 0.0145 1610 120 0.0115 420 0.0464 720 0.0260 1020 0.0147 1320 0.0145 1620 130 0.0123 430 0.0473 730 0.0260 1030 0.0145 1330 0.0145 1630 140 0.0129 440 0.0547 740 0.0260 1040 0.0145 1340 0.0145 1640 150 0.0134 450 0.0629 750 0.0260 1050 0.0145 1350 0.0145 1650 160 0.0139 460 0.0892 760 0.0260 1060 0.0145 1360 0.0145 1660 170 0.0155 470 0.1494 770 0.0236 1070 0.0145 1370 0.0145 1670 , 180 0.0174 480 0.1456 780 0.0209 1080 0.0145 1380 0.0145 1680 I 190 0.0179 490 0.0662 790 0.0206 1090 0.0145 1390 0.0145 1690 II 200 0.0183 500 0.0601 800 0.0206 1100 0.0145 1400 0.0145 1700 ' 210 0.0186 510 0.0495 810 0.0206 1110 0.0145 1410 0.0145 1710 220 0.0189 520 0.0483 820 0.0206 1120 0.0145 1420 0.0145 1720 230 0.0205 530 0.0409 830 0.0206 1130 0.0145 1430 0.0145 1730 240 0.0224 540 0.0327 840 0.0206 1140 0.0145 1440 0.0145 1740 250 0.0228 550 0.0316 650 0.0206 1150 0.0145 1450 0.0081 1750 260 0.0230 560 0.0317 660 0.0206 1160 0.0145 1460 0.0009 1760 270 0.0232 570 0.0317 870 0.0206 1170 0.0145 1470 0.0001 1770 260 0.0234 580 0.0317 880 0.0206 1180 0.0145 1480 1780 290 0.0253 590 0.0317 890 0.0195 1190 U.0145 1490 1790 300 0.0275 600 0.0317 900 0.0182 1200 0.0145 1500 1800 11/30/O1 10 :40 : 52 am Barghausen Engineers page 3 Highpointe Short Plat Infiltration Trench Sizing Calculation --------------------------------------------------------------------- --------------------------------------------------------------------- DETAIL BASIN SUMMARY BASIN ID: A2 NAME: 100yr/7day Post dev. SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 15 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC7 PERV IMP PRECIPITATION. . . . : 10. 00 inches AREA. . : 0 . 00 Acres 0 . 15 Acres TIME INTERVAL. . . . : 60. 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 6 . 30 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 07 cfs VOL: 0 . 12 Ac-ft TIME: 3300 min TIME DESIGN TIME DESIGN TIMfi DESIGN TIME DESIIN TIME DESIGN TIM& DESIGN RUNOFF RUNOFF R[INOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs} (min) (cfs) (min) (cfs} 60 1860 0.0085 3660 0.0164 5460 0.0067 7260 0.0050 9060 0_0051 120 1920 0.0086 3720 0.0129 5520 0.0071 7320 0_0052 9120 0.0051 180 0.0002 1980 0.0086 3780 0.0102 5580 0.0068 7380 0.0051 9180 0.0051 240 O.Q009 2040 0.0099 3840 0.0120 5640 0.0070 7440 0.0052 9240 0.0051 300 0.0015 2100 0.0103 3900 0.0108 5700 0.0069 7500 0.0051 9300 0.0051 360 0.0020 2160 0.0101 3960 0.0116 5760 0.0070 7560 0.0051 9360 0.0051 420 0.0024 2220 0.0103 4020 0.O11I 5820 0.0069 7620 0.0051 9420 0.0051 480 0.0027 2280 0.0102 4080 0.0114 5660 0.0070 7680 O.00SI 9480 0.0051 540 0.0030 2340 0.0103 4140 0.0112 5940 0.0069 7740 0.0051 9540 0.0051 600 0_0032 2400 0.0103 4200 0.0114 6000 0.0069 7800 0.0051 9600 0_0051 660 0.0034 2460 0_0117 4260 0.0113 6060 0.0069 7860 0.0051 9660 0.0051 720 0.0036 2520 0.0121 9320 0.0113 6120 0.0069 7920 0.0051 9720 0.0051 780 0.0046 2580 0.0118 4380 0.0113 6160 0.0069 7980 0.0051 9'760 0.0051 840 0.0050 2640 0.0121 4440 0.0113 6240 0.0069 8040 0.0051 9840 0.0051 900 0.0050 2700 0.0119 9500 0.0113 6300 0.0069 8100 0.0051 9900 0.0051 960 0.0053 2760 0.0120 4560 0.0097 6360 0.0069 8160 0.0051 9960 0.0051 1020 0.0053 2820 0.0120 4620 0.0091 6420 0.0069 8220 0.0051 10020 O.OQ51 1080 0.0055 2880 0.0162 4680 0.0095 6460 0.0069 8280 0.0051 10080 0.0051 1140 0.0055 2940 0.0177 4740 0.0093 6540 0.0069 6340 0.0051 10140 0.0009 1200 0.0065 3000 0.0168 4800 0.0094 6600 0.0069 8400 0.0051 10200 1260 0.0069 3060 0.0222 4660 0.0093 6660 0.0069 8460 0.0051 10260 0.0004 1320 0.0068 3120 0.0235 4920 0.0094 6720 0.0069 8520 0.0051 10320 1360 0.0070 3180 0.0309 4980 0.0093 6760 0.0069 6580 0.0051 10380 0.0002 1440 0.0070 3240 0.0479 5040 0.0094 6840 0.0069 8640 0.0051 10440 1500 0.0071 3300 0.0679 5100 0.0093 6900 0.0069 8700 0.0051 10500 1560 0.0071 3360 0.0425 5160 0.0094 6960 0.0069 8760 0.0051 10560 1620 0.0062 3420 0.0199 5220 0.0093 7020 0.0069 8820 0.0051 10620 1660 0.0086 3480 0.0204 5280 0.0094 7080 0.0054 8880 0.0051 10680 1740 0.0084 3540 0.0153 � 5340 0.0094 7190 0.0049 8940 0.0051 10740 1800 0.0086 3600 0.0186 5400 0.0074 7200 0.0053 9000 0.0051 10800 11/30/O1 10 :40 : 52 am Barghausen Engineers page 4 Highpointe Short Plat Infiltration Trench Sizing Calculation --------------------------------------------------------------------- --------------------------------------------------------------------- DETAIL HYDROGRAPH SUNIMARY HYDROGRAPH No. 1 Peak runoff : 0 . 0440 cfs Total Vol : 0 . 05 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TZME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 0.0333 810 0.0204 1210 0.0145 1610 20 420 0.0372 820 0.0206 1220 0.0145 1620 30 430 0.0440 830 0.0206 1230 0_0145 1630 40 440 0.0440 840 0.0206 1240 0.0145 1640 50 0.0006 450 0.0440 650 0.0206 1250 0.0145 1650 60 0.0020 460 0.0440 860 0.0206 1260 0.0145 1660 70 0.0036 470 0.0440 670 0.0206 1270 0.0145 1670 80 0.0050 490 0.0440 680 0.0206 1280 0.0145 1680 90 0.0061 490 0.0440 890 0.0206 1290 0.0145 1690 100 0.0070 500 0.0440 900 0.0199 1300 0.0145 1700 110 0.0078 510 0.0440 910 0.0186 1310 0.0145 1710 120 0.0091 520 0.0440 920 0.0181 1320 0.0145 1720 130 0.0109 530 0.0440 930 0.0181 1330 0.0195 1730 140 0.0121 540 0.0440 940 0.0181 1340 0_0145 1740 150 0.0127 550 0.0440 950 0.0161 1350 0.0145 1750 160 0.0133 560 0.0440 960 0.0181 1360 0.0145 1760 170 0.0137 570 0.0440 970 0.0181 1370 0.0145 1770 180 0.0149 580 0.0440 980 0_0181 1380 0.0145 1780 190 0.0168 590 0.0440 990 0.0181 1390 0.0145 1790 200 0.0179 600 0.0440 3000 0.0181 1400 0.0145 1800 210 0.0182 610 0_0440 1010 0.0181 1410 0.0145 1810 220 0.0185 620 0.0440 1020 Q.0171 1420 0.0145 1820 230 0_0188 630 0.0440 1030 0.0152 1430 0.0145 1830 240 0.0199 640 0.0440 1040 0.0144 1440 0.0145 1840 250 0.0218 650 0.0440 1050 0.0145 1450 0.0145 1850 260 0.0228 660 0.0440 1060 0.0145 1460 0.0105 1860 270 0.0229 670 0.0440 1070 0.0145 1470 0.0030 1870 280 0.0232 680 0.0440 1080 0.0145 1480 1880 290 0.0233 690 0.0440 1090 0.0145 1490 1890 300 0.0246 700 0.0440 1100 0.0145 1500 1900 310 0.0268 710 0.0440 1110 0.0145 1510 1910 320 0.0279 720 0.0440 1120 0.0145 1520 1920 330 0.0280 730 0.0440 1130 0.0145 1530 1930 340 0.0281 740 0.0440 1140 0.0145 1540 1940 350 0.0282 750 0.0440 1150 0_0145 1550 1950 360 0.0296 760 0.0440 1160 0.0145 1560 1960 370 0.0320 770 0.0440 1170 0.0145 1570 ' 1970 360 0.0331 780 0.0404 1180 0.0145 1580 1980 390 0.0331 790 0.0178 1190 0.0145 1590 1990 400 0.0333 900 0.0215 1200 0.0145 1600 2000 11/30/Ol 10 :40 : 52 am Barghausen Engineers page 5 Highpointe Short Plat Infiltration Trench Sizing Calculation --------------------------------------------------------------------- --------------------------------------------------------------------- DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 2 Peak runoff : 0 . 0440 cfs Total Vol : 0 . 12 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) {min) (cfs) (min) (cfs) (min) (cfs) 60 2460 0.0103 4860 0.0094 7260 0.0053 9660 0.0051 120 2520 0.0115 4920 0.0093 7320 0.0050 9720 0.0051 180 2580 0.0122 4980 0.0094 7380 0.0052 9780 0.0051 240 0.0002 2640 0.0118 5040 0.0093 7440 0.0051 9640 0.0051 300 0.0008 2700 0.0121 5100 0.0093 7500 0.0051 9900 0.0051 360 0.0015 2760 0.0120 5160 D.0094 7560 0.0051 9960 0_0051 420 0.0020 2820 0.0120 5220 0.0093 7620 0.0051 10020 0.0051 480 0.0024 2880 0.0120 5280 0.0094 7680 0.0051 10080 0.0051 540 0.0027 2940 0.0158 5340 0.0093 7740 0.0051 10140 0.0052 600 0.0030 3000 0.0179 5400 0.0094 7800 0.0051 10200 0.0013 660 0.0032 3060 0.0167 5460 0.0075 7860 0.0051 10260 720 0.0034 3120 0.0218 5520 0_0066 7920 0.0051 10320 760 0.0036 3160 0.0237 5580 0.0071 7980 0.0051 10380 640 0.0045 3240 0.0300 5640 0.0066 8040 0.0051 10440 900 0.0051 3300 0.0440 5700 0.0070 8100 0.0051 10500 960 0.0050 3360 0.0440 5760 0.0069 8160 0.0051 10560 1020 0.0053 3420 0.0440 5620 0.0069 8220 O.ODSI 10620 1080 0.0053 3480 0.0440 5860 0.0070 6260 0.0051 106�0 1140 0.0055 3540 0.0261 5940 0.0069 8340 0.0051 10740 1200 0.0055 3600 0.0111 6D00 0.0070 8400 0.0051 lOSGG 1260 0.0064 3660 0.0217 6060 0.0069 8460 0.0051 1086Q 1320 0.0069 3720 0.0141 6120 0.0070 8520 0.0051 1092C 1380 0.0067 3760 0.0151 6180 0.0069 8580 0.0051 10960 1440 0.0070 3840 0.0087 6240 0.0070 8640 0.0051 11040 1500 0.0070 3900 0.0131 6300 0.0069 8700 0.0051 11100 1560 0.0071 3960 0.0100 6360 0.0070 8760 0.0051 11150 1620 0.0071 4020 0.0122 6420 0.0069 8820 0.0051 11220 1680 0.0081 4080 0.0107 6480 0.0069 8680 0.0051 11280 1740 0.0096 4140 0.0118 6540 0.0069 8940 0.0051 1134G 1800 0.0084 4200 0.0110 6600 0.0069 9000 0.0051 1140C , 1860 0.0086 4260 0.0115 6660 0.0069 9060 0.0051 11460 1920 0_0085 4320 0.0111 6720 0.0069 9120 0.0051 11520 1980 0.0086 4360 0.0114 6780 0.0069 9180 0.0051 11580 2040 0_0086 4440 0.0112 6840 0.0069 9240 0.0051 11640 2100 0.0096 4500 0.0114 6900 0.0069 9300 0.0051 11700 2160 0.0104 4560 0.0112 6960 0.0069 9360 0.0051 11760 2220 0.0101 4620 0.0099 7020 0.0069 9420 0.0051 11820 • 2280 0.0103 4680 0.0090 7080 0.0069 9480 0.0051 11880 2340 0.0102 4740 0.0095 7140 0.0056 9540 0.0051 11940 2400 0.0103 4800 0.0042 7200 0.0049 96C0 0.0051 12000 11/30/O1 10 :40 :52 am Barghausen Engineers page 6 Highpointe Short Plat Infiltration Trench Sizing Calculation --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE STORAGE TABLE CUSTOM STORAGE ID No. 1 Description: 6 'x40 ' infiltration trench STAGE <----STORAGE---> STAGE <---STORAGE---> STAGE <----ST'ORAGE---> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) --cf--- -Ac-Ft- (ft) ---cf--- -Ac-Ft- ----------------------------------------------------------------------------------------------- --------------------------------------------------------------------------------------------------- 100.00 0.0000 0.0000 101.10 88.000 0.0020 102.20 176.00 0.0040 103.30 264.00 0.0061 100.10 8.0000 0.0002 101.20 96.000 0.0022 102.30 184.D0 0.0042 103.40 272.00 0.0062 100.20 16.000 0.0004 101.30 104.00 0.0024 102.40 192.00 0.0044 103.50 280.00 0.0064 100.30 24.000 0.0006 101.40 112.00 0.0026 102.50 200.00 0.0046 103.60 288.00 0.0066 100.40 32.000 0.0007 101.50 120.00 0.0028 102.60 208.00 0.0048 103.70 296.00 0.0068 100.50 40.000 0.0009 101.60 126.00 0.0029 102.70 216.00 0.0050 103.80 304.00 0.0070 100.60 46.000 0.0011 101.70 136.00 0.0031 102.80 224.00 0.0051 103.90 312.00 0.0072 100.70 56.000 0_0013 101.80 144.00 0.0033 102.90 232.00 0.0053 104.D0 320.00 0.0073 100.80 64.000 0.0015 101.90 152.D0 0.0035 103.00 240_00 0.0055 104.00 320.00 0.0073 100.90 72.000 0.0017 102.00 160.00 0.0037 103.10 248.00 0.0057 101.00 80.000 0.0018 102.10 168.00 0.0039 103.20 256.00 0.0059 11/30/Ol 10 :40 : 52 am Barghausen Engineers page 7 Highpointe Short Plat Infiltration Trench Sizing Calculation --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE DISCHARGE TABLE DISCHARGE LIST ID No. 1 Description: discharge from trench STAGE <--DISCHARGE---> STAGE <--DISCF3ARGE---> STAGE <--DISCHARGE--> STAGE <--DISCF�AHGE---> (ft) ---cfs-- ----- (ft) ---cfs-- ------- {ft) ---cfs- ------ (ft) --cfs-- ------- 100.00 0.0440 101.10 0.0440 102.20 0.0440 103.30 0.0440 100.10 0.0440 101.20 0.0440 102.30 0.0440 103.40 0.0440 100.20 0.0440 101.30 0.0440 102.40 0.0440 103.50 0.0440 100.30 0.0440 101.40 0.0440 102.50 0.0440 103.60 0.0440 100.40 0.0440 101.50 0.0440 102.60 0.0440 103.70 0.0440 100.50 0.0440 101.60 0.0440 102.70 0.0440 103.80 O.Q440 100.60 0.0440 101.70 0.0440 102.80 0.0440 103.90 0.0440 100.70 0.0440 101.80 0.0440 102.90 0.0440 104.00 0.0440 100.80 0.0440 101.90 0.0440 103.00 0.0440 104.00 0.0440 1D0.90 0.0440 102.00 0.0440 103.10 0.0440 101.00 0.0440 102.10 0.0440 103.20 0.0440 11/30/O1 10 :40 : 53 am Barghausen Engineers page 8 Highpointe Short Plat Infiltration Trench Sizing Calculation --------------------------------------------------------------------- --------------------------------------------------------------------- LEVEL POOL TABLE SUMMARY MATCH INFIAW -STO- -DIS- <-PEAK-> OUTFLAW STORAGE <-----—-DESCRIPTION---------> (cfs) (cfs) —id- --id- <-STAGE> id (Cfs) VOL (cf) ---------------------------------------------------------------------------- --------------------------------------------------------------------------- 100YR/24hr Routing ........... 0.00 0.15 1 1 102.76 1 0.04 221.20 cf 100yr/�Day Routing _.......... 0.00 0.07 1 1 101.30 2 0.04 104.34 cf INDIVIDUAL LOT ROOF DOWN SPOUT INFILTRATION SIZING CALCULATIONS Use average 2,000 square foot of roof and driveway area=0.046 acre Use infiltration rate=8 inch/hour(medium sand) Use 4-foot x 20-foot long trench: I� Infiltration rate=8 inch/hour x 1 hour x 1 foot =0.000185 feet/second 3,600 sec 12 inch ' Infiltration through bottom of trench only= (0.000185)(20)(4)=0.0148 CFS � e:\bce�misc1m.763 t�vo�v� LoT 11/30/O1 10 :43 : 51 am Barghausen Engineers page 1 � Highpointe Short Plat Infiltration Trench Sizing Calculation --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: A3 NAME: 100yr/24hr Post dev. II SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 05 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 4 . 00 inches AREA. . : 0 . 00 Acres 0 . 05 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 6 . 30 min ABSTRACTION COEFF: 0 . 20 PEAK R.ATE: 0 . 05 cfs VOL: 0 . 01 Ac-ft TIME: 470 min BASIN ID: A4 NAME: 100yr/7day Post dev. SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 05 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC7 PERV IMP PRECIPITATION. . . . : 10 . 00 inches AREA. . : 0 . 00 Acres 0 . 05 Acres TIME INTERVAL. . . . : 60 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 6 . 30 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 02 cfs VOL: 0 . 04 Ac-ft TIME: 3300 min i' 11/30/Ol 10 :43 :52 am Barghausen Engineers page 2 Highpointe Short Plat Infiltration Trench Sizing Calculation --------------------------------------------------------------------- --------------------------------------------------------------------- DETAIL BASIN SUMMARY BASIN ID: A3 NAME : 100yr/24hr Post dev. SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 05 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 4 . 00 inches AREA. . : 0 . 00 Acres 0 . 05 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 6 .30 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 05 cfs VOL: 0 . 01 Ac-ft TIME: 470 min TIME DESIGN TIMB DESIGN TIME DESIGN TIME DSSZGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) {min) (cfs) 10 310 0.0085 610 0.0097 910 0.0055 1210 0.0044 15=C 20 320 0.0086 620 0.0097 920 0.0055 1220 0.0044 152' 30 330 0.0086 630 0.0097 930 0.0055 1230 0.0044 1530 40 0.0003 340 0.0087 640 0.0097 940 0.0055 1240 0.0044 154C 50 0.0008 350 0.0093 650 0.0090 950 0.0055 1250 0.0044 1550 60 0.0012 360 0.0100 660 0.0061 960 0.0055 1260 0.0044 1560 70 0.0016 370 0.0101 670 0.0060 970 0.0055 1270 0.0044 1570 60 0.0020 380 0.0102 680 0.0080 980 0.0055 1280 0.0044 1580 90 0.0022 390 0.0102 690 0.0080 990 0.0055 1290 0.0044 1590 100 0.0025 400 0.0102 700 0.0080 1000 0.0055 1300 0.0044 1600 110 0.0030 410 0.0121 710 0.0080 1010 0.0051 1310 0.0044 1610 120 0.0035 420 0.0142 720 0.0080 1020 0.0045 1320 0.0044 162G 130 0.0038 430 0.0145 730 0.0080 1030 0.0044 1330 0.0044 163C 140 0.0040 440 0.0168 740 0.0080 1040 0.0044 1340 0.0044 164C 150 0.0041 450 0.0193 750 0.0080 1050 0.0044 1350 0.0044 1650 160 0.0043 460 0.0274 760 0.0060 1060 0.0044 1360 0.0044 1660 170 0.0448 470 0.0456 770 0.0072 1070 0.0044 1370 0.0044 1670 180 0.0053 480 0.0446 780 0.0064 1080 0.0044 1360 0.0044 1680 190 0.0055 490 0.0271 790 0.0063 1090 0.0044 1390 0.0044 1690 200 0.0056 500 0.0184 800 0.0063 1100 0.0044 1400 0.0044 1700 210 0.0057 510 0.0152 810 0.0063 1110 O.D044 1410 0.0044 1710 220 0.0058 520 0.0148 820 0.0063 1120 0.0044 1420 0.0044 1720 230 0.0063 530 0.0125 B30 0.0063 1130 0.0044 1430 0.0044 1730 240 0.0069 540 0.0100 840 0.0063 1140 0.0044 1440 0.0044 1740 250 0.0070 550 0.0098 850 0.0063 1150 0.0044 1450 0.0025 1750 260 0.0071 560 0.0097 860 0.0063 1160 0.0044 1460 0.0003 1760 270 0.0071 570 0.0097 870 0.0063 1170 0.0044 1470 1770 260 0.0072 580 0.0097 880 0.0063 1180 0.0044 1480 1780 290 0.0078 590 0.0097 890 0.0060 1190 0.0044 1490 1790 300 0.0084 600 0.0097 900 0.0056 1200 0.0044 1500 1800 11/30/O1 10 :43 : 52 am Barghausen Engineers page 3 Highpointe Short Plat Infiltration Trench Sizing Calculation � _____________________________________________________________________ � DETAIL BASIN SUMMARY � BASIN ID: A4 NAME: 100yr/7day Post dev. , SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 05 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC7 PERV IMP ' PRECIPITATION. . . . : 10 . 00 inches AREA. . : 0 . 00 Acres 0 . 05 Acres TIME INTERVAL. . . . : 60 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 6 . 30 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 02 cfs VOL: 0 . 04 Ac-ft TIME: 3300 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cPs) 60 1860 0.0026 3660 0.0050 5460 0.0020 7260 0.0015 9060 0.0016 120 1920 0.0027 3720 0.0040 5520 0.0022 7320 0.0016 9120 0.0016 160 1980 0.0026 3780 0.0031 5580 0.0021 7380 0.0016 9180 0.0016 240 0.0003 2040 0.0030 3840 0.0037 5640 0.0022 7440 0.0016 9240 0.0016 300 0.0005 2100 0.0032 3900 0.0033 5700 0.0021 7500 0.0016 9300 0.0016 360 0.0006 2160 0.0031 3960 0.0036 5760 0.0021 7560 0.0016 9360 0.0016 420 0.0007 2220 0.0032 4020 0.0034 5820 0.0021 7620 0.0016 9420 0.0016 480 0.0008 2280 0.0031 4080 0.0035 5880 0.0021 7680 0.0016 9480 0.0016 540 0.0009 2340 0.0032 4140 0.0034 5940 0_0021 7740 0.0016 9540 0.0016 '� 600 0.0010 2400 0_0031 4200 0.0035 6000 0.0021 7800 0.0016 9600 0.0016 660 0.0011 2460 0.0036 4260 0.0035 6060 0.0021 7660 0.0016 9660 0.0016 720 0.0011 2520 0.0037 4320 0.0035 6120 0.0021 7920 0.0016 9720 0.0016 780 0.0014 2580 0.0036 4380 0.0035 6180 0.0021 7980 0.0016 9780 0.0016 840 0.0015 2640 0.0037 4440 0.0035 6240 0.0021 8040 0.0016 9840 0.0016 900 0.0015 2700 0.0037 4500 0.0035 6300 0.0021 8100 0.0016 9900 0.0016 960 0.0016 2760 0.0037 4560 0.0030 6360 0.0021 8160 0.0016 9960 0.0016 1020 0.0016 2820 0.0037 4620 0.0028 6420 0.0021 8220 0.0016 10020 0.0016 1080 0.0017 2880 0.0050 4680 0.0029 6480 0.0021 6280 0.0016 10080 0.0016 1140 0.0017 2940 0.0054 4740 0.0026 6540 0.0021 8340 0_0016 10140 0.0003 1200 0.0020 3000 0.0051 4800 0.0029 6600 0.0021 8400 0.0016 10200 1260 0.0021 3060 0.0068 4860 0.0029 6660 0.0021 8460 0.0016 10260 0.0001 1320 0.0021 3120 0.0072 4920 0.0029 6720 0.0021 8520 0.0016 10320 1360 0.0021 3180 0.0095 4980 0.0029 6780 0.0021 6580 0.0016 10380 1440 0.0021 3240 0.0147 5040 0.0029 6840 0.0021 8640 0.0016 10440 1500 0.0022 3300 0.0208 5100 0.0029 6900 0.0021 8700 0.0016 10500 1560 0.0022 3360 0.0130 5160 0.0029 6960 0.0021 8760 0.0016 10560 1620 0.0025 3420 0.0061 5220 0.0029 7020 0.0021 8820 0.0016 10620 1680 0.0026 3480 0.0063 5260 0.0029 7080 0.0017 8880 0.0016 10680 1740 0.0026 3540 0.0047 5340 0.0029 7140 0.0015 8940t 0.0016 10740 1800 0.0026 3600 0.0057 5400 0.0023 7200 0.0016 9000 0.0016 10800 11/30/Ol 10 :43 : 52 am Barghausen Engineers page 4 Highpointe Short Plat Infiltration Trench Sizing Calculation --------------------------------------------------------------------- --------------------------------------------------------------------- DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 3 Peak runoff : 0 . 0150 cfs Total Vol : 0 . 01 ac-ft I TIME DESZGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min} (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 0.0102 810 Q.0063 1210 0.0094 1610 20 420 0.0114 820 0.0063 1220 0.0044 1620 30 430 0.0136 830 0.0063 1230 0.0044 1630 40 440 0.0146 840 0.0063 1240 0.0044 1640 50 0.0002 450 0.0150 850 0.0063 1250 0.0044 1650 60 0.0006 460 0.0150 860 0.0063 1260 0.0044 1660 70 0.0011 470 0.0150 870 0.0063 1270 0.0044 1670 80 0.0015 480 0.0150 880 0.0063 1260 0_0044 1680 90 0.0019 490 0.0150 690 0.0063 1290 0.0044 1690 100 0.0021 500 0.0150 900 0.0061 1300 0.0044 1700 110 0.0024 510 0.0150 910 0.0057 1310 0.0044 1710 120 0.0028 520 0.0150 920 0.0055 1320 0.0044 1720 130 0.0034 530 0.0150 930 0.0055 1330 0.0044 1730 140 0.0037 540 0.0150 940 0.0055 1340 0.0044 1740 150 0.0039 S50 0.0150 950 0.0055 1350 0.0044 1750 160 0.0041 560 0.0150 960 0.0055 1360 0.0044 1760 170 0.0042 570 0.0150 970 0.0055 1370 0.0044 1770 180 0.0046 580 0.0150 980 0.0055 1380 0.0044 178D 190 0.0052 590 0.0150 990 0.0055 1390 0_0044 1790 200 0.0055 600 0.0150 1000 0.0055 1400 0.0044 1800 210 0.0056 610 0.0150 1010 0.0055 1410 0.0044 1810 220 0.0057 620 0.0150 1020 0.0052 1420 0.0044 1620 230 0.0058 630 0.0150 1030 0.0047 1430 0.0044 183G 240 0.0061 640 0.0150 1040 0.0044 1440 0.0044 184C 250 0.0067 650 0.0150 1050 O.OD44 1450 0.0044 1850 26D 0.0070 660 0.0150 1060 0.0044 1460 0.0032 1860 270 0.0070 670 0.0150 1070 0.0044 1470 0.0009 1870 280 0.0071 680 0.0150 1080 0.0044 1480 1880 290 0.0072 690 0.0150 1090 0.0044 1490 189D 300 0.0075 700 0.0150 1100 0.0044 1500 1900 310 0.0082 710 0.0107 111D 0.0044 1510 1910 320 0.0086 720 0.0073 1120 0.0044 1520 1920 330 0.0086 730 0.0081 1130 0.0044 1530 1930 340 0_0096 740 0.0079 1140 0.0044 1540 1940 350 0.0087 750 0.0060 1150 0.0044 1550 1950 360 0.0091 760 0.0080 1160 0.0044 1560 1960 370 0.0098 770 0.0080 1170 0.0044 1570 1970 � 380 0.0102 780 0.0075 1180 0.0044 1580 1980 390 0.0102 790 0.0067 1190 0.0044 1590 1990 400 0.0102 800 0.0063 1200 0.0044 1600 2000 11/30/O1 10 :43 : 52 am Barghausen Engineers page 5 Highpointe Short Plat Infiltration Trench Sizing Calculation --------------------------------------------------------------------- --------------------------------------------------------------------- DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 4 Peak runoff : 0 . 0150 cfs Total Vol : 0 . 04 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) ;min) (cfs) (min) (cfs) (min} (cfsj 60 2460 0.0032 4860 0.0026 7260 O.OD16 9660 0.0016 120 2520 0.0035 4920 0.0029 7320 0.0015 9720 0.0016 180 2560 0.0037 4980 0.0028 7380 0.0016 9780 0.0016 240 2640 0.0036 5040 0.0029 7440 0.0016 9840 0.0016 300 0.0003 2700 0.0037 5100 0.0028 7500 0.0016 9900 0.0016 360 0.0005 2760 0.0037 5160 0.0029 7560 0.0016 9960 0.0016 420 0.0006 2820 0.0037 5220 0.0028 7620 0.0016 10020 0.0016 480 0.0007 2880 0.0037 5260 0.0029 7680 0.0016 10080 0.0016 540 0.0008 2940 0.0049 5340 0.0028 7740 0.0016 10140 0.0016 600 0.0009 3000 0.0055 5400 0.0029 7800 0.0016 10200 0.0004 660 0.0010 3060 0.0051 5460 0.0023 7860 0.0016 10260 720 0.0010 3120 0.0067 5520 0.0020 7920 0.0016 10320 780 0.0011 3180 0.0073 SSBD 0.0022 7980 0.0016 10380 840 0.0014 3240 0.0092 5640 0.0021 8040 0_0016 10440 900 0.0016 33Q0 0.0144 5700 0.0021 8100 0_0016 10500 960 0.0015 3360 0.0150 5760 0.0021 8160 0.0016 10560 1020 0.0016 3420 0.0150 5820 0.0021 8220 0.0016 10620 1080 0.0016 3480 0.0141 5880 0.0021 8260 0.0016 10680 1140 0.0017 3540 5940 0.0021 8340 0.0016 10740 1200 0.0017 3600 0.0096 6000 0.0021 8400 0.0016 10800 1260 0.0020 3660 D.0015 6060 0.0021 8460 0.0016 10860 1320 0.0021 3720 0.0085 6120 0.0021 8520 0.0016 10920 1380 0.0021 3760 0.0012 6180 0.0021 8580 0.0016 10980 1440 0.0021 3640 0.0055 6240 0.0021 8640 0.0016 11040 1500 0.0021 3900 0.0017 6300 0.0021 8700 0.0016 11100 1560 0.0022 3960 0.0050 6360 0.0021 8760 0.0016 11160 1620 0.0022 4020 0.0022 6420 0.0021 8820 0.0016 11220 1680 0.0025 4060 0.0045 6460 0.0021 8880 0.0016 11280 1740 0.0026 4140 0.0026 6540 0.0021 8940 0.0016 11340 1800 0.0026 4200 0.0042 6600 0.0021 9000 0.0016 11400 1860 0.0026 4260 0_0028 6660 0.0021 9060 0.0016 11460 1920 0.0026 4320 0.0040 6720 0.0021 9120 0.0016 11520 1980 0.0026 4390 0.0030 6780 0.0021 9160 0.0016 11580 2040 0.0027 4440 0.0038 6840 0.0021 9240 0.0016 11640 2100 0.0030 4500 0.0032 6900 0.0021 9300 0.0016 11700 2160 0_0032 4560 0.0037 6960 0.0021 9360 0.0016 11760 ', 2220 0_0031 4620 0.0028 7020 0.0021 9420 0.0016 11820 2290 0_0032 4680 0.0029 7090 0.0021 9480 0.0016 11880 I 2340 0.0031 4740 0.0028 7140 0.0017 9540 0.0016 11940 I 2400 0.0032 4800 0.0029 7200 0.0015 9600 0.0016 12000 I 11/30/O1 10 :43 : 52 am Barghausen Engineers page 6 Highpointe Short Plat Infiltration Trench Sizing Calculation --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE STORAGE TABLE CUSTOM STORAGE ID No. 2 Description: 4 'x20 ' infiltration trench STAGE <---STORAGE---> STAGE <----STORAGE---> STAGE <---STORAGE----> STAGE <---STORAGE---> (ft) ---cf-- --Ac-Ft- (ft) --cf--- -Ao-Ft- (ft) ---cf--- -Ac-Ft- (ft) ---cf--- -Ac-Ft- ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------------- 100.00 0.0000 0.0000 101.10 29.327 0.0007 102.20 58.664 0.0013 103.30 87.998 0.0020 100.10 2.6660 0.0001 101.20 31.994 0.0007 102.30 61.331 0.0014 103.40 90.664 0.0021 100.20 5.3320 0.0001 101.30 34.661 0.0008 102.40 63.998 0.0015 103.50 93.330 0.0021 100.30 7.9980 0.0002 101.40 37.328 0.0009 102.50 66.665 0.0015 103.60 95.996 0.0022 100.40 10.664 0.0002 101.50 39.995 0.0009 102.60 69.332 0.0016 103.70 96.662 0.0023 100.50 13.330 0.0003 101.60 42.662 0.0010 102.70 71.999 0.0017 103.80 101.33 0.0023 100.60 15.996 0.0004 101.70 45.329 0.0010 102.80 74.666 0.0017 103.90 103.99 0.0024 100.70 18.662 0.0004 101.80 47.996 0.0011 102.90 77.333 0.0018 104.D0 106.66 0.0024 100.80 21.328 0.0005 101.90 50.663 0.0012 103.00 50.000 0.0018 104.00 106.66 0.0024 100.90 23.994 0.0006 102.00 53_330 0.0012 103.10 82.666 0.0019 101.00 26.660 0.0006 102.10 55_997 0_0013 103.20 85.332 0.0020 11/30/Ol 10 :43 :52 am Barghausen Engineers page 7 Highpointe Short Plat Infiltration Trench Sizing Calculation --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE DISCHARGE TABLE DISCHARGE LIST ID No. 2 Description: discharge from trench STAGE <--DISCF.ARGE--> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <-DISCHARGE---> (ft) ---cfs-- ----- (ft) --cfs- ------- (ft) ---cfs-- ------- (ft} ---cfs-- ------- -------------------------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------------ 100.00 0.0150 101_10 0.0150 102.20 0.0150 103.30 0.0150 100.10 0.0150 101.20 0.0150 102.30 0.O15D 103.40 0.0150 100.20 0.0150 101.30 0.0150 102.40 0.0150 103.50 0.0150 100.30 0.0150 101.40 0.0150 102.50 0.0150 103.60 0.0150 100.40 0.0150 101.50 0.0150 102_60 0_0150 103.70 0.0150 100.50 0.0150 101.60 0.0150 102.70 0_0150 103.80 0.0150 100.60 0.0150 101.70 0.0150 102.80 0_0150 103.90 0.0150 100.70 0.0150 101.80 0.0150 102.90 0.0150 104.00 0.0150 100.80 0.0150 101.90 0.0150 103.00 0.0150 104.00 0.0150 100.90 0.0150 102.00 0.0150 103.10 0.0150 101.00 0.0150 102.10 0.0150 103.20 0.0150 11/30/O1 10 :43 :53 am Barghausen Engineers page 8 Highpointe Short Plat ' Infiltration Trench Sizing Calculation --------------------------------------------------------------------- --------------------------------------------------------------------- LEVEL POOL TABLE SUI�Il�IARY MATCH INFIAW -STO- -DIS- <-PEAK-> OUTFIAW STORAGE '��. <——----DESCRIPTION---------> lcfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) ��� ----------------------------------------------------------------�--------— �I 100YR/24hr Routing .. . . ....... 0.00 0.05 2 2 102.22 3 0.02 59.27 cf �� 100yr/7Day Routing .. .. . .. ... . 0.00 0.02 2 2 100.77 4 0.02 20.43 cf ffiGHPOINTE SAORT PLAT WATER QUALITY FACII.ITY SIZING CALCULATIONS 1. All infiltration facilities must have a spill control device upstream of the facility to capture oil or other floutable contaminants. A spill control manhole with tee section is proposed to be used to meet this requirement. The top of the riser shall be set above the 100 year overflow elevation. 2. Pre-settling must be provided before stormwater enters the infiltration facility. This requirement can be met by a water quality facility from basic WQ menu. This project proposes to use a wet vault to meet this requirement. Wet Vault volume required=3Vr Vr=(0.9Ai+0.25 ATg+0.10 ATf+0.01 Ao)�R 12 Where: Vr = Volume of runoff from mean annual storm(CF) Ai = Area of impervious surface(SF) = 6,400 SF A,.g= Area of till grass (SF) = 0 Aif= Area of till forest(SF) = 0 Ao = Area of out wash(SF) = 0 R = Rainfall from mean annual storm(in) = 0.47 inches Vr = (0.9) (6,400) (0•47)=225.6 SF 12 Volume required=3 Vr=(3)(225.6)=676.8 CF Determine Wet Pool Dimensions: Vb = �A�=A21 2 Where: Vb = Wet Pool volume(CF) h = Wet Pool depth(FT) A, = Water quality design surface area(SF) AZ = Bottom area of wet pool(SF) , For vault A, and AZ are the same. I Vb = h A � 677 = 5 (A) A= 135 SF Use 3:1 length to width ratio Use 20-foot long x 7-foot wide x 5-foot deep wet vault Since the vault is less that 2,000 SF the baffle or wall will be omitted and the vault will be one cell. e:\bcelmisc�n.763 V. CONVEYANCE SYSTEMS ANALYSIS AND DESIGN Conveyance system calculations aze not required since all storm water runofffrom the private access road drains to a single catch basin which discharges to the water quality vault via a short length of 12-inch storm pipe @ 1.0 percent with a capacity of 3.85 CFS. �'I. SPECIAL REPORTS AND STtiDIES Other than the infiltration test recommendations prepared by Earth Consultant, no other specia] reports or studies have been prepared or required for the project. VII. OTHER PERIVIITS The pernlits required for this project include 1.) preliminary short plat approval, 2.) construction plan approval for roadway, storm drainage and utilities, and 3.) final plat approval. , VIII. ESC ANALYSIS AND DESIGN ' As part of the final construction plan submittal, a Temporary Erosion and Sedimentation Control Plan I will be prepared in accordance with City of Renton Design Standards using the 1990 King County ', Surface Water Design Manual. Erosion control measures will include a temporary construction entrance, ' mirafi filter fence located along the perimeter of the site at low areas,temporary drainage ditches and rock check dams, and a temporary sediment trap to collect and filter surface water runoff during the construction phase. IX. BOND QUANTITIES, FACILITY SU1�IMARIES AND DECLARATION OF COVENANTS A Bond Quantity Worksheet, Facility Summary, and Declaration of Covenant will be prepared as required during the final design phase of the project for submittal to the City with the final constnzction documents. X. OPER.�TIONS AND MAINTENANCE l��ZANUAL An Operations and Maintenance Manual has been prepared for the project's storm drainage system and is included as part of the Technical Information Report. e:`,bcelmise1m.763 MAINTENANCE AND INSPECTION MANUAL APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACII.TIlES NO.2- INFlLTRATION MaiMenance Defect Conditions When Maintenance Results Expected When ComponeM Is Needed �Aainienance Is Performed General Trash R�Debris See'Ponds'Standard No.1 See'Ponds'Standard No.1 Poisenous Vegetation See'Ponds'Standard No.1 See'Ponds'Standard No.i Pdiution See'Ponds'Standard No.i See'Ponds'Slamdrard No.1 I Unmowed Grass/ See'Ponds'Standard No.1 See'Ponds'Standard No.1 Ground Cover Rodent Holes See'Ponds'Standard No.1 See'Ponds'Standard No.1 Insects See'Ponds'Starxiard No.1 See'Ponds'Standard No_1 Storage Area Sediment A percotation test pit or test of facil"rty i�cates Sedimerrt is removed and/or facility faciGty is onty working at 90'/0 of its designed is cleaned so that infittration system capabilities. tf two inches or more sediment is works according to design_ pres�t,remove. Sheet Cover(If Sheet cover is visible and has more that three Sheet cover repaired or replaced. ApPlicable) 1/4-inch holes in it I Sump Flled with Any sedimeM and debris filling vault to 10%of Clean out sump to design depth. Sediment and Debris depth from sump bottom to bottom of outlet pipe (If Applicable) or obstructing flow into the connector pipe. Ffter Bags FIIed with Se�ment Sediment and debris fill bag more than 1/2 full. Replace fifter bag or redesign � and Debris system. Rock Ffters Sediment and Debris By visual inspection,little or no water flows Replace gravel in rodc filter. through fitter during heavy rain storms. Side Slopes of Pond Erosion See'Ponds'Standard No.1 See'Ponds'Standard No.1 Emergency Rock Missing See'Ponds'Standard No.1 Overflow Spillway Settling Ponds and Sediment Remove when 6'or more. Vautts Note: Sediment accumulation o/more than.25 inches per year may indicate excessive erosion is oacurring upstream of fhe faciJity or thaf conveyance systems are nof being propedy maintained. The confibubng drainage area should be checked for erosion problems or inadequate maintenance of conveyance sysiems if excessive sedimenhation is noted in an infrltration facility. Check rivice a yea�during first 2 years of operaffon;once a year U�ereafter. Gean manholes/catch basins,repair damaged inlets/outlets, dean trash racks. 9/1/98 1998 Surface Water Design Manual A-2 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACII.dTIES NO. 5-CATCH BASINS - Maintenance Defect Conditions When Maintenance is Needed Resutts Expected When ' Component Maintenance is performed General Trash&Debris Trash or debris of more than 1/2 cubic foot which is No Trash or debris located (Indudes Sediment) located immediately in front of the catch basin immediately in front of catch opening or is blocking capaaty of the basin by basin opening. more than 10'/a Trash or debris pn the basin)that exceeds 1/3 the No trash or debris in the catch depth from the bottom of basin to invert the lowest basin. pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking Inlet and outlet pipes free of more than 1/3 of its height. trash or debris. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within the catch basin. gases(e.g.,methane). Deposits of garbage exceeding 1 cubic foot in No condition present which volume would attrad or support the breeding of insects or rodents_ Structure Damage to Comer of frame extends more than 3/4 inch past Frame is even with curb. Frame and/or Top Slab curb face into the sVeet(It applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks wider than 1/4 inch(intent is to make sure cracks. all material is running into basin). Frame not sitting flush on top slab,i.e.,separation Frame is sitting flush on top �f more than 3/4 inch of the frame from the top slab. slab. Cracks in Basin Walls/ Cracks wider tfian 1/2 inch and longer than 3 feet, Basin replaced or repaired to Bottom any evidence of soil particles entering catch basin design standards. through cradcs,or maintenance person judges that struciure is unsound. Cracks wider tlian 1/2 inch and longer than 1 foot No cracks more than 1/4 inch I at the joint of arry in1eU outlet pipe or any evidence wide at the joint of inleVoutlet of soil partides entering catch basin through pipe. cracics. SedimenU Basin has settled more than 1 inch or has rotated Basin replaced or repaired to Misalignment more than 2 inches out of alignment design standards. 1998 Surface Water Design Manua! 9/1/98 A-5 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE�ACII.,ITIES NO.5-CATCH BASINS(CONTINUEI� Maintenance Defect Conditions When Maintenance is Needed Resuits Expected When ComponeM Maintenance is pertormed Fre Hazard Presence of chemicals such as natural gas,oil and No flammable chemicals gasol"�ne. present Vegetation Vegetation growing across and bbcking more than No vegetation bbdting opening ' 10%of the basin opening. to basin. Vegefation growing in inleUoutlet pipe joints that is No vegetation or root growth more than six inches tall and less than six inches present �� PoUution Nonflammable chemicals of more than 1/2 cubic foot No pollution present other than per three feet ot basin length. surface film. Catch Basin Cover Cover Not in Pface' Cover is missing or only partiatly in place.My open Catch basin cover is closed catch basin requires maintenance. . Lodcing Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper Not Working person with proper tools.Bolts into frame have less tools. than 1!2 inch of thread. Cover Difficult to One maintenance person cannot remove�id after Cover can be removed by one Remove applying 801bs.of lifh,intent is keep cover from maintenance person. seaGng off access to mairrtenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs,misalignment, Ladder meets design standards Unsafe rust,cracks,w sharp edges. and albws maintenance person safe access. Metal Grates Grate with opening wider than 7/8 inch. Grate opening meets design (If Applicable) standards. Trash and Debris Trash and debris that is blocking more than 20'/0 of Grate free of trash and debris. grate surface. Damaged or Grate missing or broken member(s)of the grate. Grate is in place and meets Missing. design standards. NO. 6 DEBRIS BARRIERS{E.G.,TRASH RACKS) Maintenance Defect Condition When Maintenance is Needed Results Expected When Components Maintenance is Performed. General Trash and Debris Trash or debris that is plugging more than 20%ot Barrier Gear to receive capacity the openings in the barrier. flow. Metal Damaged!Missing Bars are berrt out of shape more than 3 inches. Bars in place with no bends more Bars. than 3/4 inch. Bars are missing or entire barrier missing. Bars in place according to design. Bars are loose and rust is causing 50%deterioration Repair or replace barrier to • to arry part of barrier. design standards. :; 9/1/98 1998 Surface Water Design Manual A-6 APPENDIX A MAINTENANCE STANDARDS FQR PRIVATELY MAIM'AINID DRAINAGE FACII..TI'IFS N0. 10-CONVEYANCE SYSTEMS(PIPES&DITCHES) I Maintenance Defect Conditions When Maintenance is Needed Resuits Expected When ' Component Maintenance is Performed Pipes Sediment 8�Debris Accumulated sediment that exceeds 20%of the Pipe deaned of all sediment I d'iameter of the pipe. and debris. Vegetation Vegetation that reduces free movement of water All vegetation removed so water through pipes. flows freety through pipes. Damaged Protec6ve coating is damaged;rust is causing Pipe repaired or replaced. more than 50%deterioration to any part of pipe. Arry dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20'/0. Open Ditches Trash 8�Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from square feet of ditch and slopes. ditches. Sediment Accumulated sedimerrt that exceeds 20%of the D"rtch deaned/flushed of all design depth. sediment and debris so that it matches design. Vegetation Vegetation that reduces free movement of water Water flows freefy through through ditches. ditches. Erosion Damage to See"Ponds"Standard No.1 See"Ponds'Standard No.1 Slopes Rock Lining Out of Maintenance person can see native soil beneath Replace rodcs to design Place or Missing(If the rock lining. standards. Applicable)_ Catch Basins See"Catch Basins:Standard No.5 See`Catch Basins"Standard No.5 Debris Barriers See"Debris Barriers"Standard No.6 See"Debris Barriers'Standard (e.g.,Trash Rack) No.6 N0. 11 -GROUNDS(LANDSCAPING) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Pertormed General Weeds Weeds growing in more than 20%of the landscaped Weeds present in less than 5qo (Nonpoisonous) area(trees and shrubs only). of the landscaped area. Safety Hazard Any presence of poison ivy or other poisonous No pasonous vegetation vegetation. present in landscaped area. Trash or Litter Paper,cans,bottles,totaling more than 1 cubic foot Area dear of litter. � witfiin a landscaped area(trees and shrubs only)of 1,000 square feet Trees and Shrubs Damaged Limbs or parts of trees or shnibs that are split or Trees and shrubs with less than broken which affect more than 25%of the total 5%of total fdiage with split or foliage of the tree or shrub. broken limbs. Trees or shrubs that have been bbwn down or Tree or shrub in place free of knocked over. injury. Trees or shrubs which are not adequately supported Tree or shrub in place and or are leaning over,causing exposure of the roots. adequately supported;remove any dead or diseased trees. 1998 Surface Water Design Manual 9/1/98 A-9 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACII..TIZES N0. 13-WATER C�UALITY FACILITIES (COMINUED� D.)Wetvaults � Maintenance Defect Condition When Mai�tenance is Needed Results Expected When ComponeM Maintenance is Performed I Wetvault Trash/Debtis Trash and debris accumulated in vault,pipe or Trash and debris removed from I Accumulation inleU outlet,(includes ftoatables and non- vault floatables). Sediment Accumulation Sediment accumulation in vaufl bottom that Removal of sediment from vault in Vault exceeds the depth of the sediment zone plus 6- I inches. ' Damaged Pipes InieV outlet piping damaged or broken and in Pipe repaired and/or replaced. need of repair. Access Cover Cover cannot be opened or removed,especially Pipe repaired or replaced to Damaged/Not Worlvng by one person. proper working specifications. Vault Structure Vaul�Cradcs wider than 1/2-inch and any No cracks wider than 1/4inch at Damaged evidence of soil partides errtering the structure the joint of the inleU outlet pipe. through the r,�adcs,or maintenance/inspection Vault is determined to be personnel determines that the vauft is not sVucturally sound. structurally sound. Baffles Baffles corroding,cracldng,warping and/or Repair or replace baffles to ' showing signs of failure as determined by speafications. maintenance/inspection staff. Access Ladder Damage Ladder is corroded or deteriorated,not functioning Ladder replaced or repaired to properiy,missing rungs,has cradcs and/or speafications,and is safe to . misaligned. use as determined by inspection personnel. 1998 Surface Water Design Manual 9/1/98 A-13 � � . 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Iltl�l N M��,Yi�r. '♦ t 1MYr.�� , �� O�MII/O/IIL � r � Basis of Bearing: 1 � . h�����•��uls.� ��Iuft�1 �� �, M�IIM����M�!Mt �� � /r.t iY�IY��M M W Y��M�M. ►Yr.L �1w�t M IMMM M�.Y��t� !�y• Yn 1N�wr 4� J ���i ��. �'w�iwa �p�! �«�•�� .4h9E 4�_1R.1N.�11DE� K.LL �'T—'av��L�y���#��€��?�� C�YL� MI t¢�.t.R. 'SD VSew ,e:F;: W� .. w�r�w r�r�iw�� �a�. r w b w�4 LMr �ww Yrww. y •urr M �� ��3YN ""' """ ":��` ,� ffit�LT 1 OF 2 � � M � � � � a ' � H � � � w � �� U � � ' � E � _ b � �� — � ; , New .= MA � �R'13.M 3 � I II I - �998• '„ I �U � EvC BeD eC :: $ AmC� - � � �} Bh- r;•y AgC I • i • pgC � ''�.._� e, \ .EvC 9�, � '\ O � I � . .� ; OvD �iF� � � .� � �' ----- � --�------- : � `��' — --BM��gM — --- . " , - ' ]' � �, 690 692 ,, ' c' "- ; : rn l, ,AgC �� � � \ �C :l ' gM� � n I 'O � � 605 � , OvD , i 1 : .� •� : � � � Sm ' � � a �, . : � � � � BeC '�.: •'ti � �ngc � ` . 1 :: �D � 0rl - .. " 34 A� � - � • �� �: ' • ,�: � F'c�, I: , . /� n, � �' . I •�• ; � AkF • �~', AkF A� Ev6 , �' ' � BeG EvC i �� GRAVEL � iY'C- PIT �� C � ' �e� _ 1 .rr—�_ -rr __ 3a �� _— _ • #—-, 319� E;r6 � . - — _ � � � M1 BM�11 � i j� . p , u,.- -_. . .:.. . , -� . � n.:- '- �. u �v0 AgD EvC� ...��N " /.`f�BC �J� r. -_= e �• �, 4>: N akF '"� ' '� * ,� — " � 'AmC ••� �' ; �_ _ ����-,� �, • AgC �C� �� -t%.. �1 y 9'.y. •�. . '�.. J�� �:. � :- . •. . � C; � � �. Y ��' t � _ � �� M .-� �. E�_� � ��• , t f.�, �\ ,� ..;.:• '.;-�. r,.. � `'�_.. �. . � �� ti' �-!� �" ' ,i' �' S� - �.• Uf � ���•� , '� . �.f v �:'y , - - • -�• _ , � �� �.: � A, �,� � .�t . � .. _ _ . .i .� �. R rv ir. � RbG-r'� •" : Q � � • �,i.'ld � r e';, •s',� - ��BM �� .�C I� .'�' � • •E��-� -�.. -•-- ;� ;i -� �� 4 �• . Jt � ' �". i ai _� s, 1.: t �; 1 ' j'. - '' ' - sa. . � �S SO I LS MAP E�-N�8 t-t- 3 NORTH GUIDE TO MAPPING UNITS � For a full description of a mapping �m it, read both the description of the mapping imit and that of the soil series to which the mapping imit belongs. See table 6, page 70, for descriptions of woodland groups. Other information is given in .tables as follows: Acreage and extent, table 1, page 9. Town and country pianning, table 4, page 57. Engineering uses of the soils, tables 2 and 3, Recreational ases, table 5, page 64. pages 36 through 55. Estimated yields, table 7, page 79. Woodl and Described Capability im it group Map on symbol Mapping unit page Symbol Page Symbol AgB Aldexwood gravelly sandy loam, 0 to 6 percent slopes---------- 10 IVe-2 76 3d2 AgC Aldezwood gravelly sandy loam, 6 to 15 percent slopes--------- 8 Ne-2 76 3d1 AgD Aldeiwood gravelly sandy loam, 15 to 30 percent slopes-------- 10 VIe-2 78 3d1 AkF Aldexwood and Kitsap soils, very steep------------------------ 10 VIIe-1 78 2d1 AmB Arents, Aldeiwood material, 0 to 6 percent slopes 1/---------- 10 IVe-2 76 3d2 AmC Arents, Alden+ood material, 6 to 15 percent slapes 1/--------- 10 IVe-2 76 3d2 An Arents, Everett material 1/---------------------------------- 11 IVs-1 77 3f3 BeC Beausite gravelly sandy loam, 6 to 15 percent slopes---------- 11 IVe-2 76 3d2 BeD Beausite gravelly sandy loam, 15 to 30 percent slopes--------- 12 VIe-2 78 3d1 BeF Beausite gravelly sandy loam, 40 to 75 percent slopes--------- 12 VIIe-1 78 3d1 Bh Bellin�►am silt loam------------------------------------------ 12 IIIw-2 76 3w2 BrBriscot silt loam--------------------------------------------- 13 IIw-2 75 3w1 Su Buckley silt loam--------------------------------------------- 13 IIIw-2 76 4w1 Cb Coastal beaches----------------------------------------------- 14 VIIIw-1 78 --- Ea . Earlmant silt loam-------------------------------------------- 14 IIw-2 75 3ti+2 Ed Edgewick fine sandy loam-------------------------------------- 15 IIIw-1 75 201 EvB Everett gravelly sandy loam, 0 to 5 percent slopes------------ 15 IVs-1 77 3f3 EvC Everett gravelly sandy loam, 5 to 15 percent slopes----------- 16 VIs-1 78 3f3 EvD Everett gravelly sandy loam, 15 to 30 percent slopes---------- 16 VIe-1 77 3f2 EwC �Everett-Aldexwood gravelly sandy loams, 6 to 15 percent slopes------------------------------------------------------ 16 VIs-1 78 3f3 ' 1 Indianola loaiey fine sand, 0 to 4 percent slopes-------------- 17 IVs-2 77 4s3 : Indianola loamy fine sand, 4 to 15 percent slopes------------- 16 IVs-2 77 4s3 _..J Indianola loamy fine sand, 15 to 30 percent slopes------------ 17 VIe-1 76 4s2 Kp6 Kitsap silt loam, 2 to 8 percent slopes----------------------- 17 IIIe-1 T5 2d2 KpC Kitsap silt loan, 8 to 15 percent slopes---------------------- 18 IVe-1 76 �d2 KpD Kitsap silt loam, 15 to 30 percent slopes--------------------- 18 VIe-2 78 2d1 KsC Klaus gravelly loamy sand, 6 to 15 percent slopes------------- 18 VIs-1 78 3f1 Ma Mixed alluvial land------------------------------------------- 18 VIw-2 78 201 NeC Neilton very gravelly loamy sand, 2 to 15 percent slopes------ 19 VIs-1 78 3f3 Ng Newberg silt loam--------------------------------------------- 19 IIw-1 74 201 ADc Noaksack silt loam-------------------------------------------- 20 IIw-1 74 201 No Norma sandy loam---------------------------------------------- 20 IIIw-3 76 3w2 Or Orcas peat---------------------------------------------------- 21 VIIIw-1 78 --- Os Oridia silt loam---------------------------------------------- 21 IIw-2 75 3w1 OvC Ovall gravelly loaan, 0 to 15 percent slopes------------------- 22 Ne-2 76 3d1 OvD Ovall gravelly loam, 15 to 25 percent slopes------------------ 23 VIe-2 78 3d1 OvF Ovall gravelly loam, 40 to 75 percent slopes------------------ 23 VIIe-1 78 3d1 Pc Pilchuck loamy fine sand-------------------------------------- 23 VIw-1 78 Zsl Pk Pile�uck fine sandy loam-------------------------------------- 23 IVrr-1 76 2s1 Pu Puget silty clay loam----------------------------------------- 24 IIIw-2 76 3+,�2 Py Puyallup fine sandy loam-------------------------------------- 24 IIw-1 74 201 RaC Ragnar fine sandy lo�n, 6 to 15 percent slopes---------------- 25 IVe-3 77 4s1 RaD Ragnar fine sandy loam, 15 to 25 percent slopes--------------- 26 YIe-2 78 4s1 RdC Ragnar-Indianola association, sloping: 1/---------------------- 26 Ragnar soil--------------------------------------------- -- IVe-3 77 4s1 Indianola soil------------------------------------------- -- IVs-2 77 4s3 RdE Ragnar-Indianola association, moderately steep: 1/------------ 26 -------- -- --- Ragnar soil---------------------------------------------- -- VIe-2 78 4s1 Indianola soil------------------------------------------- -- VIe-1 77 4s2 U.S. GOVERNMEN7 PRINTIIiG O£FICE:1977 O-46a-266 � I� � � H � � � � � . I� w W �.z,, q REDMOND RK1A�'�fl �9�,� m AVENUE NE SE 105TH � m PLACE L w SE 106TH STREET z NE 19TH : NE 18TN j /STREET Z (�t HOAT Q h� t Z T7TH FL.4CE w � A ENUE NE STREET N NE �� S � NE 75TH STREET NEyyppRT ' AVENUE NE , NE 15TH SUNSET PLACE NE 15TH STREET I —�S7R ETi � STREET e0���`�'q9 I z O NE 73TH �i, LL' �STREET � Q PIERCE S1 QUEEN � PLACE NE AV ¢ z � ZONE X � �y�{ STREET 9 - FEMA MAP �-X�t�BtT � NORTH NATIONAL FLOOD INSURANCE PROGRAM -�-� : ;� F I RM - � FLOOD INSURANCE RATE MAP HING COUNTY, WASHINGTON AND INCORPOR,ATED AREAS PANEL 668 OF 1725 (SEE MAP INDEX FOR PANELS NOT PRINTEO) COMAINS: COMMUNITY NUMBER PANEL SUFFIX KING COUMY, UNiNCORPORATED AREAS 530071 0668 F PENTON.C(TY OF 5300b8 OG68 F MAP NUMBER 53033C0668 F ��G��Y lf,��,�� MAP REVISED: w � MAY 16, 1995 , .� < > � �o� o��� . 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( Earth Consultants Inc. \ GcrotrchniCal Fs�incr.rs.GYik�ists&Fm•irai�nrnt.�l Scic•ntititti July 26, 2001 E-9760 KBS III, LLC 12505 Bel-Red Road Bellevue, Washington 98005 Attention: Mr. Curtis Schuster Subject: Infiltration Recommendations Pr�posed Residential Development 3716 Northeast 12`h Street Renton, Washington Dear Mr. Schuster: We are pleased to present the results of our infiltration testing for the subject site. We understand it is proposed to develop the site with single-family residences with an access roadway. It is proposed to infiltrate the stormwater on the site. Subsurface Conditions Subsurface conditions were evaluated by excavating six test pits at the approximate locations shown on Plate 2. Please refer to the Test Pit Logs, Plates A2 through A7, for a more detailed description of the conditions encountered at each location explored. A description of the field exploration methods is included in Appendix A. The following is a generalized description of the subsurface conditions encountered. Our test pits indicate the site is immediately underlain by a one to four inch thick layer of topsoil and rootmass. This soil unit is characterized by its brown to black color and the presence of organic material. This soil layer is not considered suitable for use in support of foundations, slabs-on-grade, or pavements. In addition, it is not suitable for use as a structural fill, nor should it be mixed with material to be used as structural fill. Underlying the topsoil in test pit TP-1 and TP-6, we encountered one and one half to four feet of fill. The fill consisted of inedium dense brown silty sand with gravel with some organics and wood pieces (Unified Classification SM). 1805-136ih Place N.E..Suile 201,Bellevue,Washington 98005 Bellevue(425}643-3780 FAX(425)746-0860 Tol!Free(888)739-6670 KBS Ill, LLC E-9760 � July 25, 2001 Page 2 � The native soiis in test pits TP-1, TP-2, TP-3 and TP-5 consisted of inedium dense to very dense silty sand with gravel (Unified Classification SM). In test pit TP-2 a layer of poorly graded sand with silt (SP-SM? was encountered from two to four and one half feet below I grade. The native soils in test pit TP-4 consisted of inedium dense poorly graded sand with II silt (SP-SM}. In test pit TP-6 we encountered four feet of silty sand underlain by poorly graded gravel (GP�. Groundwater seepage was not encountered in our test pits, however mottling of the soils was encountered at two to five feet below the ground surface. A perched groundwater condition may be present in the winter months above the very dense silty sand layer. Infiftration Testing Infiltration tests were preformed in our test pits at four feet below the existing grade. The infiltration tests were conducted in accordance with the EPA Falling Head Method. Test Pit Measured Rate {In/Hour) Soil TP-1 4.0 SM TP-2 40.0 SP-SM TP-3 4.0 SM TP-4 41 .0 SP-SM TP-5 4.0 SM TP-6 2.0 SM Based on our infiltration testing, infiltration of the surface water is feasible on the site. If the above rates are used for design, a minimum factor of safety of 2 should be applied to the measured rates. We anticipate the infiltration rate in test pit TP-6 would be faster if the testing was conducted in the poorly graded gravel (GP) underlying the sifty sand (SM). We can provide additional recommendations for location and depth of the infiltration trenches or pond as the drainage plans are developed. Earth Consultants, Inc. KBS III, LLC E-9760 July 25, 2001 Page 3 We appreciate the opportunity to be of service, if you have any questions or need additional information, please contact us. Yours very truly, � ~ 4_ EARTH CONSUL ,� F, s "'' ' c� 0 9, �'�� � �4' :? '�'�? � �,. � Y �� O [:': '�r; � _ Z �; � � �•: � 8 9 �tJ �('' Kristina M. Wel . 'ST�� �,�' ;- ��z[ela i Project Manager � _ I���� � EXFIR�S ^��_��;_p 3 Robert S. Levinson, P.E. 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Puget Sound Area �,�,,,;�,E„�s�,S a�,�,a,,,,�„��5 King County/Map 626 By Thomas Brothers Maps VlCitll Ma Dated 2001 tY P 3716 N.E. 12th Renton, Washington NOTE:This plate may contain areas of cobr. ECI cannot be responsible for any subsequent ��. GLS Date July 2001 Proj. No. 9760 misinterpretation of the information resutting from black& white reproductions of this plate. �ecked RDP Date 7/26J01 Plate 1 i _:_ �TP-4 _;_ TP-3� �. I ' _F I TP-2 _ _ _ _ _ _ __ _._ _. �; TP-51 _�_ � _r I TP-1 I TP-6 —.— I UVo�o �[SISUU �U ��� LEGEND TP-1-�-Approximate Location of Approximate Scale ECI Test Pit, Proj. No. 0 2o ao soft. E-9760, July 2001 Subject Site Earth Consultants, lnc. c�eciv�i�i F�,g�neus.Ge;aasisrs m E,,.�Ir«v�l saurists Test Pit Location Plan 3716 N.E. 12th Renton, Washington NOTE:This plate may contain areas of cobr. ECI cannot be responsible for any subsequent Drwn. GLS Date Juy 2001 Proj. No. 9760 misiMerpretation of the information resulting from black 8�white reproductions of this plate. Checked RDP Date 7/2fa/01 P1ate 2 APPENDIX A FIELD EXPLORATION � E-9760 Our field exploration was performed on July 2, 2001 . Subsurface conditions at the site were � explored by excavating six test pits to a maxirnum depth of eight feet below the existing � grade. The test pits were excavated by Nvrthwest Excavating subcontracted to ECI, using a ' track-mounted excavator. ! Approximate test pit locations were determined by pacing from site features. Approximate I test pit elevations were determined by locating on the site plan. The locations and elevations of the test pits should be considered accurate only to the degree implied by the method used. These approximate tocations are shown on the Test Pit Location Plan, Plate 2. The field exploration was continuously monitored by a engineer from our firm who classified the soils encountered, maintained a log of each test pit, obtained representative samples, I measured groundwater levels, and observed pertinent site features. Samples were visually classified in accordance with the Unified Soil Classification System, which is presented on �, Plate A1, Legend. Representative soil samples were placed in closed containers and returned to our laboratory for further examination and testing. Test Pit Logs are presented on Plates A2 through A7. The final logs represent our interpretations of the field logs and the results of the laboratory tests of field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. The consistency of the soil shown on the logs was estimated based on the effort required to excavate the soil, the stability of the trench walls, and other factors. I � • Earth Consultants, Inc. MAJOR DIVISIONS GRAPH LETTER TYPICAL DESCRIPTION SYMBOL SYMBOL � G�/ Well-Graded Gravels,Gravel-Sand Mdve1 Clean Gravels Q •� �Q • 9w Mixtures, Little Or No Fines Gravelly (little or no fines) r M � Coarse $o��s . . . GP Poorly-Greded Gravels,Gravel- Greined � � � gp Sand Mixtures,Little Or No Fnes Soils More Than GM Silty Gravels,Gravel-Sand- 50'X Coarse Gravels With gm Sitt Mixtures Fraction Fines(appreciable Retained On amount of fines) CaC Clayey Gravels.Gravel-Sand- No. 4 Sieve 9C Clay Mixtures Sand �o e o 'a SW Well-Graded Sands, Gravelly And Clean Sand � o ' o � SW Sands. little Or No Fines Sandy l little or no fines) *:..:: ♦ . �� More Than ���5 Q ,�* 6 ;� SP Poorly-Graded Sands, Gravelly SOx Material ! =o� n <. SP Sands, Little Or No Fines Larger Than More Than No.200 Sieve �y� Coarse ' SM Silty Sands, Sand-Silt Mixtures SiZe Sands With SfTI Fractipn Fines(appreciable Passing No.4 amount of fines) '' $C gieVe SC Clayey Sands, Sand-Clay Mixtures ML �norganic Silts d Very Fine Sa�ds,Rock Flo�r,Silty- �p� Clayey Fine Sands;Clayey Silts w/Slight Plasticity Fine Silts �iquid Limit � CL Inorganic Clays Ot Low To Medium Plasticity, Grained /1nd Less Than 50 � C) Gravelly Clays, Sandy Clays, Silty Clays, Lean Soils Clays � 1 � I � I QL Or9anic Silts And Organic � I � I � I p� Silry Clays Of Low Plasticity I MH Inorganic Silts,Micaceous O� Diatomaceous Fire More Than mh Sand Or Silty Soils 509� Mater�al Silts Smaller Tran And �iquid Limit CH Inorganic Clays Of High No.200 Sieve Clays Greafer Than 50 Cfl Plasticity, Fat Clays. Size I ����� �H Organic Clays Of Medium To High Oh Plasticity, Organic Silts `��� `��� �"� pT Peat, Humus, Swamp Soils Highly Organic Soifs i, ��e, ��, �i Pt With Hig� Organic Contents Topsoil 'y'�"y'L� Humus And Du(f Layer F��� Hiyhly Variable Constituents The discussion in tfie te�oi this report is necessary tor a proper understanding of the nature of the material presented in the attached logs. DUAL SYMBOLS are used to indicate borderline soil clasaiftca�on. C TORVANE REAdING,tsf I Y O.D. SPL1T SPOON SAMPLER qu PENETROMETER READING,tst W MOISTURE,%dry weigM � 24'I.D. RING OH SHELBY TUBE SAMPLER P SAMPLER PUSHED * SAMPLE NOT RECOVERED j WATER OBSERVATION WELL pcf DRY DENSITY,Ibs.per cubic ft. LL UOUID LIMfT,% Q OEPTH OF ENCOUNTERED GROUNDWATER PI PLASTIC INDIX DURING IXCAVATION 1 Sl16SEQl1ENT GROUNDNVATER LEVEL W/DATE ' LEGEND `�I Eartj� Consultants Inc. �-` � (irH�al�wWl��swt�n.(ka�4�6��iti��iru�ir.�i.iXx��tiW� Proj. No. 9760 Date July O1 ' Plate A1 Test Pit Log Projed Name: Sheet d 3716-N.E. 12ttt 1 1 Job No. Logged by: Date: Test P�Wo.: 9760 RDP 7/2/01 TP-1 E�aca�rat�on Contaaor: c�ound surtace E�evation: NW F�acavati Notes: �� W „ � L Q � � surface cond'�tions: Depth of Topsotl8�Sod 1"-2" Notes (^k) ° T o" � � � � � � N SM &own silty SAND with gravel, medium dense, moist(Fili) � -trace or anics 2 SM Red brovm silty SAND with grav�el, medium dense, moist �to ! 3 5.1 4 -becomes dense lacial tiil I� �^�Y ,9 5 s -becomes brovm gray s.� � -33%fines a Test pit terminated at 8.0 feet below e�asting grade. No groundwater � encountered during e�aca�ration_ NOTES: Test pits e�acavated by NW Exavating using a CASE 90106 track mounted e�aca�rator. Q n � � ' 0 0 U W � a m Test Pit Log � Earth Consultants Inc. 3716-N.E. 12th , � G�IrcYnfcal F]�rsis,G-ok�gtv�6 Fmlrtmr.nrd:�citsHlsis Renton, Washington `a r � Proj.No. 9760 Dwn. GLS Date July 2001 Chedced RDP Date 726/O1 Plate A2 Subsurfaoe cor�itions deQicted represent our observations at the time and locadion af this e�loratory hole,modfied by engineering tests,analysis and judc�nent. They are not r�ecessarily representative d other times and IocaRions.We cannd accepl responsibility for the use or iMerpretation by others af i..fi.n.+M'vv�rvoenn�nri nn H�ie liv� Test Pit Log 'P►�oject rt� shcet d 3716-N.E. 12th 1 1 Job No. Logged by: Dat� Test P�No.: 9760 RDP 7/?J01 TP-2 ' E�ion Corrtador: Ground Surface Ele�ra2ion_ � NW E�ava. � Notes: � o t m � o surface conaaiau: Depth of Topsoil 8�Sod 1"-2" Generat W t � . a a N d I e S (°�(o� �O a p � m � a U �n �n v� SM Red brown silty SAND with grav�el, medium dense, moist, trace I organics � 13.5 ' s.� . 2 SP�M Brovm poort graded SAND with silt and grav�el, medium dense to o dense, mo� , ° 3 p 4 -9%fines o ° 5 SM &own gray slty SAND witfi grav�el,v�ery dense, moist,trace mottling s 7 8.9 $ Test pit terminated at 8.0 feet below e�6sting grade. No groundwater encountered during e�acavation. Q � � ' 0 0 U W � a o Test Pit Log Q Farth Consultants Inc. 3716-N_E. 12th 8 G�x�cixYcelFngh�aS,G[�N�gY,�56FYMrt�nxnkflScir.ntbi�s Renton, Washington F a � F Proj.►�o. 9760 Dwn_ GLS Date July 2001 c�edced RDP Date 726/01 Ptate A3 Subsurface concfitio�s depicted represerrt our ob�ervaRia�s at the time and location d this e�loratory hole,modrfied by ergineering tests,analysis and i�d�t- T►ier are not necessariy repr�rdatiMe of ocner times and bcati«,s.we canna accept re.sponsibi�dy for me use or irrterpretati«,by aners or i..f.v.nd"v�n.vaen��'+n 11s:c L.n Test Pit I..og ��a r�,� snee� o� 3716-N.E. 12th 1 1 Job No. Logged by: oate: rest Pit No.: 9760 RDP 7/?J01 TP-3 Ezcavat;on C«rtact«: Ground surface Elevation: NV11 E�acaV�ti IJaes: � $ L m N $ surfaoe c«,ditions: Depth of Topso�l8 Sod 2"-4" Ger�era� Notes (� '� � o '� � � �. c� �n �n �n SM Brown silty SAND with gravel, medium dense, moist, tr�ace organics ace 3.9 i 7-8 2 SM Becomes brown to gray silty SAND with grav�el,very dense, moist. trace mottling 3 4 89 ' S s Test pit terminated at 6.0 feet below e�dsting grade. No groundwater encountered during e�acavation. s m c � � • 0 � U W � Q $ Test Pit Log �(� Earth Consultants Inc. 3716-N.E. 12ti� O G��tlnlyd Ft�gk�nys,G�ok�1954 Fmlrtr»xrwY Sck�MN� � Renton,Washington n � w Proj.No. 9760 Dwn. GLS Dace July 2001 CF�edced RDP Date 7/26/01 P�ate A4 Subsurface conddio�s depicted represent our observations al the time and location of this e�loratory hole,mod�fied bY en9ineerin9 tests,anaiysis and �� rney�rx�essariy represerttatnre d other hmes and locations.We cannd accept resPons�TdY fa the use or interpretation by others of Test Pit Log �r�_ sne�t o� 3716-N.E. 12ttt 1 1 Job Na Logged by. Qate: Test Pit Na: 9760 RDP 7l?J01 TP-4 Ezcava�t;on Contactor. Groond surFace Ete,ration: NW E)aCaVcttift Notes: � o t m N Su�face cor�d'itions: Depth of Topsoil8�Sod 2"-4" Genera� Notes W a � m`� � � $ ( ) c7 cn � v> > rn SM Brown silty SAND with gravel, medium dense, moist, trace organics 6A � • 2 SP-SM Brovm poo�ly graded SAND with silt and grav+el, medium dense, moist z.s o o,,, 3 ''o e e ' 4 `v ', e,s :> 5 e e 6 4.7 a 7 4.5 0 ' o- 8 Test pit terminated at 8.0 feet below existing grade. No groundwater encountered during excavation. e c � 0 � V w � a $ Test Pit Log a Earth Consul�ants Inc. 3716-N.E. 12th 8 c�''��r-''�,""'s'�`*'�`F'""""""",�"`""'� Renton,Washington a WProj.►vo. 9760 Dwn. GLS D�te July 2001 Ctiedced RDP oate 726/01 Plate A5 Subsurface cond'rtions depicied represerrt our obserYatiorrs at the time and location af this e�loratory hde.moddied by eng�eering tests,analysis and judgment They are nd necessarily representatrve d other times and localio�s.We cannd acceQt respons�l"dy for the use or irrterprelation by dhers d �..a�.,,.�:.�....�a.,��.w.�►,K�,,, Test Pit Log Pro�t r�: sn�c o� 3716-N.E_ 12th 1 1 Job No. La,�ed b�r. Dat� Test P�No.: 9760 RDP 7/'L101 TP-5 E�apvation Co�tact«: Ground surface Ele,r�ion: N1IV E�acavati i Notes: „ — L o � surface c«,ditions_ Depth of Tapsoil �Sod 2��_4,• � Ge�a! � $ W t . a ! a � n... U Notes (%) `� >. p " m � a � � � � SM Brovm s�7ty SAND with grav�el, medium dense, moist,trace organics I 3.8 � I 6.6 2 SM Brown and gray silty SAND with grav+el, dense to wery dense, moist, I� trace mottling I 3 4 5 6 -becomes gray 8.5 � 8 Test pit terminated at 8.0 feet below e�dsting grade_ No groundwater encountered during e�acavation. s 0 � � 0 0 U W Q o Test Pit Log pp Earth Consultants Inc. 3716-N.E. 12th O Gcx�clmlc-al Fnghr..rs,Gcok�glsts n F7Mrt�mmral�ck.rrta+ F Renton, Washington a � Proj_No. 9760 Dwn. GLS Date July 2001 Chedced RDP Date 726/Ol Ptate A6 Sub6urfaoe condtions depicted reprPsent our observations at the time and location d this e�loratory hde.madfied bY engi�reerin9 lests.anaiysis and 1�9merrt- TheY are not necessariy reQresentativ�e d othe�times and locations.We c�nd accept respons�ity for tfie use or interpret�ion by dhers d inirrm�l'v�n rv,ocnn�oii iv.1h:e Lv� Test Pit Log . �o�a r�,� sr,� o� 3716-N.E. 'i 2th 1 1 Job No. Logged by. Date: Test P�No� 976d RDP 71?J01 TP� 6aca,rat;on C«rtactor. Ground surface Ete,rat;on: NW E�acavatin Notes: � — � m � o su�Face conaitior,s: Depth of Topsod 8�Sod 1"_2�� Ger►eral $ W a Q . n V a Notes % `� �. °/ �` m `n >. ( ) t� v� � v> > �n SM Brown s�ty SAND with grav�el, medium dense, moist, trace organics, wood debris(Fill) �o_s � 2 3 i 1Q-5 . � . 4 GP Brown poorly graded GRAVEL with sand,dense to�nery dense, moist, � w trace mottling •.• 5 ' •'• , � s � �•� -4%fllleS , . 1 . 7 12.1 �+ I • • 8 Test pit terminated at 8.0 feet below ebsting grade. No groundwater II encountered during e�aravation. � � 0 0 v w � a $ Test Pit Log m Earth Consultants Inc. 3716-N.E. 12th � � G�.YnIcalFngAxea�.G�¢sn4FiMrtxmrrc.Y�clrntNs Renton,Washington f- W Proj.t�o. 9760 Dwn. GLS Date July 2001 Ct►edced RDP D�e 7l26/01 �ate A7 Subsurface conditions depided represent our obsenrations at the tane and location d this e,�loratory hole,modfied by erigi'neering tests,analysis�d judgnent_ They are nd necessanly represer►tatiwe aI othe�times and locations.We canrtd acc�l responsbility for the use or irrterpretation by others of ..�...,..�r...,.�e...d+...,,r,M i.... 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'f ! l'`r-1 ' �-.,� .-��`'_"`� �\``;`�� � .-�,�� � uz o � MILE COAL MINE HAZARD AREAS NORTH SOURCE: 1 JJO KING COUNTY SENSITI`.'E ARENS FOLIO T , � ' � �� �- � , ����?��'��_ � j �GHA VS , CIVIL ENGINEERING,LAND PLANNING,SURVEYING,ENVIRONMENTAL SERVICES mQ' •,'►.�,} �,t I� c, , '_��2 February 11, 2004 oy s C •�r �,�•.���, y _ _.__r...�� G � i— - r C � <T'NG ENG1N�� Ci�cCKEC� . �OMPLIA�- . �E I V E�D O C��� �i ANDARDSF�� �7 � Arneta Henninger ,� �Ste 2��� � Plan Review Engineering Specialist - 1�-3 Date ...�u�e,��i��s� � City of Renton C; Date � Public Works Department � -- : ._,_ 1055 South Grady Way—6th Floor Renton,WA 98055 RE: Infiltration Design Proposal for Hipointe I Short Plat N.E. 12th Street and Redmond Avenue N.E., Renton,Washington Our Job I�To. 11189 Dear Arneta: We were recently informed by the homebuilder for the Hipointe I Short Plat that the proposed infiltration design for the individual lots would not meet the City standard requirement for setbacks. We understand that the City's requirement is to locate the infiltration trench a minimum of 10 feet from property lines and a minimum of 10 feet from proposed structures. For this project, the City requires a 20-foot building setback along the rear property line where the infiltration trenches are proposed. Several of the homes are being constructed up to the 20-foot rear yard setback, which does not allow for the width �f the infiltration trench to be constructed while still providing a 10-foot separation between both the property line and the home structure. We understand that this condition may occur on several lots located along the west side of the project. We have reviewed this condition and are requesting approval from the City to construct the inFiltration trench with a minimum setback from the home structure of 6 feet, which allows for construction of two 2'/z-foot-wide infiltration trenches and provides a 9-foot separation between the infiltration trench and the rear property line. Since surface and groundwater flows are generally to the northwest, the reduced setback along the structure will not result in any significant impact. Attached are plan views and dimensions indicating the proposed trench locations relative to the property ?�ne and buildins structure. Please review our request for this adjustment at your earliest convenience and contact me if you have any questions. Thank you for your assistance. Sincer 1 , ` Daniel K. Balmelli, P.E. Executive Vice President DKB/dm/bd 11189c.004.doc enc: As Noted 18215 72ND AVENUE SOUTH KENT.WA 98032 (425)251-6222 (425)251-8782 FAX www.barghausen.com ��o� � 7 1 . �.� TECHNICAL INFORMATION REPORT Highpointe Short Plat '�, Intersection c1f N.E. 12th Street and Redmond Avenue I Renton, Washington Prepared for: K.B.S. ill, L.L.C. August 23, 2001 Revised April 25, 2002 Revised July 15, 2002 ����wBqC QP �oF � toeS . � ♦ "Fss�'�►�°�c� EXPIRES —Z — � � TASK 3-FIELD INSPECTION ' Based on a detailed site visit, it was confurned that the existing site currently contains two existing residential homes,one with a gravel driveway and one with an asphalt driveway. Existing site grades are generally flat with grades gently sloping from the southeast to the northwest at approximately 0.5 percent to 2 percent. Eacisting vegetation on the site consists of several omamental trees and grass lawns around the residential homes,with the remainder consisting of open grass pasture with some brush and scattered trees. A 4-foot cyclone fence is located along the west property line,and a 5-foot cyclone fence is located along the north property line of the site. From field observations, the site does not have a defined ; discharge point for stormwater runoff. � TASK 4-DRAII�'AGE SYSTEM DESCRIPTION AND PROBLEM SCREEn`�NG Drainage System Description: Please refer to the Drainage System Table and Downstream Drainage Map in this report. As previously indicated, on-site grades are relatively flat with grades sloping from the southeast to the northwest at slopes of approximately one-half percent to two percent. Af3er discharging offsite,drainage flows continue by sheetflow generally in a north to northwesterly direction for approximately 750 feet, eventually entering the existing drainage system on the south side of N.E.Sunset Boulevard and then drains in an easterly direcrion through existing catch basins and culverc� for approximately one-quarter mile. From here, drainage flows enter a Type 2 catch basin and flo«< north across N.E. Sunset Boulevard. Flows then continue north through an underground storm syste� for approximately 400 feet, ultimately dischargi.ng into Honey Creek. Based on field inspection. the were no observed downstream drainage capacity problems or noticeable erosion control the downstream drainage system. � e:\bcelmisc�n.763 _ �.- _ ,_: _ _ � . , _ �. . . .- , , , .... ._ ,. . . _ , , , _, _: : � ... . -�,..� � . . . ' .. "" ' t "1�.:'_,. '. ..�_'�' . . . ,..A, . , � , . � � �` ROOF DOWNSPOUT INFILTRATION SYSTEM �^°`� Length of roof downspout infiltration trenches L=(Ar/1000(n(K) Where: Ar=area of roof tnbutary to the system(SF) I=the unit length of trench required per 1,000 square feet oi roof K=the regional scale factor Roof Area- 2,000 square feet; soil texture class - medium sand . From Table 4.S.la, use 25 feet trench / 1,000 square foot of roof From Fgure 4.S.ld K= I.0 L= 2000 = �0 feet �iaoo>�zs���� � r� Use 50'x 2•�2'aeep trench OR 2 — 3� i X 2,s'` w „' i • � �\�� �. I . . Q` ` 'a � � �c;...�_' ;! 9F���___. SS��N`�_ �s� EXPIRESq� ��� e:lbcelmisc1m.763 . Cn ' J . su�r Mo aa.�ta � Q u.�u►� �- � d?A-NCtl dAlE1Bi AOI�D YAFD DAAN W 7YPE 1 CATCH BA911 6'F'VC PEI�OMT�PPE � Q B � W�4�ROCK ROOF DMN OB�IVA710N FPE.E'PVC PEF�. � � z q e '"�Y u� q � n � Q � _ � �� o 0 0 �� . m l o 0 0 � ' �� � ) F-_ 53 �— eo�''u�" � : O ,, o�,no�a�a«� —"� �v ►+a� a�tvw � Z PLAN VIEW �,��P��►,�+�+ �°�o e�.�►.5�e�oac B w�oN,�or,oort�t uo eces oF � =-1� SRMICR/E W/9�P 8 80LD LD OB9BiVAT10N PPE.E'PVC PBF. � �� - 7 O RE I�E919CFFP31 �? � � �6'IRI OOVEfi (D CD .o o .o o ��o. o 0 0 � • 4'�FFIOM f IM � \ � aai PMC 7� 2b' �`� ��- � r� r (� m L � ` UoVovo 0 0 ovovoVoVoVo oVo , � 3 1 S�� �sc�+ �Eva �a rK ro ��Ve' u , PROP@iTY L1�E � �� � c Q. � F W A t, � 1fENCH FLL�WIM 11/2'-014 W/�ED ROCK e � � � V � '� � 6'PVC PBPOFiA7�PPE�0.03 d�I a � � .� SECTION A—A � �' I I o � ��o �?� aea�v�naa rre ��icn R��a�rtr�NO�YNDV� a s`s�0(VA`��C� e�wc�.� ,u�a�n m�w oww Aoac EXPIRES �2�-�� ����� RW I.E ' � , I BUILDIN SET- ACK ��i� � LINE TYP1CAl � � f 0' PR , I , BUILDING ENVELOPE DRAIN , � (2,000 S.F.-TYPICAL) BUILDfNG _ _ _ _ _ _ _ ' 3"W 241.03' 1 � � `� ' � 6'� � r� � 10� PRNATE STORM—�1 � F--- fi____ � DR�4INAGE EASEMENT I r FENCE � �-I„�•.,�,_,, 33" Fir � FUTURE P E 10' S" � o � � � �,> � . 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SMH � J — J� z454 99236 fN ALL� �L AY SC #2 � S D .E '• ]H � A. '+42. ; 2 1'RT 5. S RO IAl EN ?fM - 44 .88 . .�n=4 1.68 8"W � �l .E.in 431. (8" � ` .E. u t= i J5 8"S ` ��_' RW 6UILDING DRYWELL NOTE � o '� ALL LOTS SHALL CONTAIN A 2.5'W X 2.5'D X $D�L lNOIVTDUAt � ' BUILDlNG !NF(LT14AT10N TRENCH. SEE DETAlL ON SHEET 8. lNFIL1RAT10N TRENCH MAY BE SPUT INTO TWO 30' LEN GTH S. 30' 3 a C(TY OF RENTON �EPARTMENT OP PUBLIC WORKS TMWAY�WA 9�3 ROADWAY AND STORM � es'—'9°' DRAINAGE PLAN . , � Sent by: E2rth Consult2nts 425 746 0860; 07/09/02 9:34AM;JetFax #972;Page 2;a . �,�^;� , - - - ;�;�; � � ;J� �,arth Cc�nsultants lnc�. \`�il /�'4,i , �:�/� l�c�>tevhnli���llui�;in���•r..cN•�iHr.ti�is5l�i��iun�r.kr.i.N�� ��xnisi� �� June 28, 2002 Revised July 8, 2002 E-9760 KBS III, L.LC 125�5 Bel-Red Road Bellevue, Washington 98005 Attention: Mr. Curtis Schuster Subject: Infiltration Recommendations High Point Plat 37'16 Northeast 12�' Street Renton, Washington Refe�ence: Earth Consultants, Inc. Geotechnical Engineering Study E-9760 dated August 6, 2001 Dear Mr. Schuster: In accordance with the request of Dan Balmelli with Barghausen Consulting Engineers, we are providing infiltration recommendations for the proposed infiltration vault at the subject site. T' current plan for stormwater on the site includes a 10-foot wide by 5-foot deep by 30-foot lor wet vault followed by a 10-foot wide "��.� 4-fco' dee:� by YO-roo` long 'rf!!rati�n trench ��:�'h ?��-i� r ; diameter perforated diameter pipe. � ECI excavated three test pits in the area of the proposed infiltration vault at the no�th end, t�e center and at the south end. The test pits indicate the area is underlain by five to six and one half faet of silty sand with gravel and poorly g�aded sand with silt and gravel (Unified Classification SM and SP-SM) underlain by very dense gray silty sand with gravel (SM). Very slight groundwater seepage was observed in Test Pit TP-103 at 6.5 feet below the ground surface. lnfiltration testing was performed in genera! accordance with the EPA Falling Head test method at the elevations in the table below. Test Pit Elevation of Test Location of Measu�ed j Number Feet Test Pit Infiltration Rate I TP-101 438 South End 2.5 in/hr TP-9Q2 438 Middle 33 in/hr YP-103 438 North End 14.5 inlhr '3u�- ,:El�,�i;.c�N.� .uu:iC?0' a�'evue,YJaShir,gton�AC{�5 � Bel!evue(425)643-31d'v FAX I425j 746-�BEO Tail Frae;b58j 739-CC��� 425 746 0860� 07/09/02 9:34AM;Je[FPx #972;Page 3/4 3ent by: Earth Consultants � � • . KBS III, LLC � June 28, 2002 E-9760 j Revised July 8, 2002 Page 2 �� Averaging the rates and applying a factor of safety of 2, in accordance with the 1990 King County Surface Water Design Manuaf for the test method gives a �ate of 8.3 inches per hour. i� We appreciate the opportunity to be of ser�ice. Should you have any questions or need additional information, please contact us. II Yours very truly, EARTH CONSI,� '�° f�rT,��{, � � , `i ���� �� g 4+�1 S �' O y t<. � � � � �� �'�1 �C �`' �X . I Y f.'�' p°�� � L` �,� m xl,� � II "I" 2 r - � Kristina M. Wel :�:A��"`l-? ' �' Project Ma � ?l Q�D Z � � EXPS�R�S 02�-.'�_03 ' K�vM,'!md • "'_"'^.�---� I cc: Barghausen Consulting Engine�rs Attention: Mr. Dan Balrnelli Attachments: Test Pit Logs Earth C�nsuicants, Inc. � i ent by: Earth Consultants 425 746 0860; 07/09/02 9:34AM;J�_#972;Page 4/4 . , . . • . 7EST PIT LOCS E�760 Test Pit TP�101 - south end of proposed vault approximate elevation 442 feet 0.0 —5.0 feet SM Reddish brown silty SAND with gravel, medium dense, moist 5.0— 8.0 feet SM Gray silty SAND with gravel, very dense, moist No groundwater encountered Test Pit TP-102 - center of proposed vault app�oximate elevation 442 feet 0.0 - 1.5 feet SM Brown siity SAND with gravel, medium dense, moist 1.5 — 5.5 feet SP-SM Brown poorly graded SAND with silt and gravel, medium dense, moist 5.5 - 8.0 feet SM Gray silty SAND with gravel, very dense, rnoist No groundwater encountered Test Pit TP-103 no�th end of p�oposed vautt approximate elevation 442 feet 4.0 — 6,5 feet SM Brown silty SAND, medium dense, moist 6.5 — 8.0 feet SM Gray silty SAND with gravel, very dense, moist Very slight seepage encountered at 6.5 feet Earch Consultants. Inc. I