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Home My WebLink About03414 - Technical Information Report - Drainage r 1 � � STORM DRAIlVAGE RE�'ORT FOR _ _ COPPER CREEK previously known as ALI..AN'S PRELII�IINARY PLAT � NE 19� ST&QUEElV AVE NE , : REN TON, WASHIl�TGTON FILE NO. 719-022-051 � I PREPARED BY TOUMA ENGINEERS 6632 SOUTH 191 ST PLACE, SUITE E-102 KENT, WA. 98032 (425) 251-0665 March 6, 2007 Rev. May 22, 2007 ,,�:-y�� . . �3.� ��. � Rev. May 10 2011 ,;� �� ";"` . � � '`��'xti<<��?,�, >�,r,-�.. ..,,lr°� �:�� ' _� � ��'�� t ' �s i � _ a� �^ .i `;� � �� .� -}��'�a �1 �� r`,:..- Ly 1` i a d� � p, 'U� ;�� ` ` �t,�a��Q� �i��'Q�� r�.�� ALLAN-SD-REPRT 3�/y TABLE OF CONTENTS I. PROJECT OVERVIEW II. CONDITIONS & REQUIREMENTS SUMMARY III. OFF-STTE ANALYSIS IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS & DESIGN V. CO�iVEYANCE SYSTEM ANALYSIS & DESIGN VI. SPECIAL REPORT AND STUDIES GEOTECHNICAL STUDY REPORT VII. BASIN AND OTHER COMMiTNITY AREAS VIII. EROSION/SEDIlVIENTATION ANALYSIS & DESIGN APPENDIX "A"- STREET LIGHTING CALCULATIONS i , ALLAN-SD-REPRT r � L PROJECT OVERVIEW � The subject property involved in this plat covers an area of approximately 5.14 acres. The property is situated in the north end of the City, and bounded on the north by NE 19�' Street, between Queen Avenue NE and Pierce Avenue NE. Access to the properry will I be from NE 19� Street. A short cul de sac about 280 feet long will serve lots 1 through 10, and a private road will be constructed along the westerly portion of the property that will serve the remaining lots 12 through 16. There is a Bonneville Power Authority easement and associated utility easement that traverses the northeasterly portion of the property. The project area is hilly and slopes down from north to south and southwest to Honey Creek which traverses the property from south to northwest along the southerly portion of the property. The proposed development of the site will occupy the areas with slopes less than 40 percent. This developed area is located around existing structures located on the northeast and east of the property. There are steep slopes along the southerly portion of the properry measured at more than 40%. The steep areas will be protected by including them in a separate tract. Grading will follow the natural contour of the property. Large amount of grading and excavation will be required to be constructed the e�ension of NE 19�' Street. The excavated material is estimated at 12,600 cu yard. Majority of the material will be used as fill on site, and balance material, such as unsuitable material and ground cover will be trucked away from the site to site to acceptable disposable site. I � The development falls within one basin. The existing surface water sheet flows to the � south and southwest toward Honey Creek. The Honey Creek traverse the southwesterly � portion of the site directing flows northwesterly. The system outflow will be controlled I and released to follow the existing swale. Detention and water quality systems will be 'i designed using the 2005 King County Surface Water Design Manual to meet the standard release requirements. The runoffwill be tributary to May Creek. � The soil type of the site is Alderwood AgD, glacial till. Existing groundcover consists II mainly of Alder and Fir forest,with ground cover shrubs. A soil study was prepaxed by I Earth Solution NW, LLC, dated October 17, 2005. The City of Renton designates the site with R-8 zone. The R-8 zone allows for a minimum lot size of 4500square feet and a maximum density of 8 units per acre. The setbacks allowed in the R-8 zone are as follows: front yard setbacks, 20 feet; rear yard setbacks, 20 feet, and side yards setbacks, 5 feet on all interior lots. The City of Renton Comprehensive Plan designates the site as Single-Family Residence that is consistent with present zoning. Pg. - 1 ALLAN-SD-REPRT.doc The proposed development creates 16 single-family lots with a minimum lot area of 4500 square feet. The smallest lot azea is 4524 square feet and the largest is 10,012 square feet. The dwelling unit density calculates at 6.96 units per net developed area. A public road is being considered to access lots 1 through 10, and a private road is being considered to access lots 11 through 16. The improvements will consist of short cul-de- sac and half a street for NE 19�' Street e�ension. Public roads will be built with asphalt with curb, gutters and sidewalks, storm, sewer and water mains, and street lighting will be provided per City codes. A maximum grade af 15.0% is anticipated for the cul-de-sac. The area cover consists of several trees and under brush scattered over the entire the site. The vegetation throughout the upper terrace consists primarily of general landscaping and ground cover. The lower tenace is vegetated with dense blackberry brambles and brush, with occasional deciduous and evergreen trees. The steep slope area is densely vegetated with forest and native undergrowth. TrafFic circulation and vehicular access to the property is proposed from NE 19�' Street, via a short cul-de-sac and private road that would serve the proposed 16 lots. The proposed preliminary plat will be designed in accordance with City Codes and Regulations. Pg. - 2 ALLAN-SD-REPRT.doc ��. .� �.�, � � �.. D5 - 4 T23N R5E W 1/2 �O� � ''` --� ��5� I (� � � Rr,�d�`�f;- �; �� ,� � `y' 'W o . _ , , � � ,�, -'" ,... � Ave .. �. , ' I t _......_.� I � A .l � . . , � --_ _...-�-..._ ..__. . , b,N RM-F -�-- �`_._ —r�_. , ' � ��j �'�� . ... � �. � . �� .., . ; . � �� .._ onroe �. � . T. 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PRELIMINARY CONDITIONS SUMMARY CORE REQUIREMENT #1: DISCHARGE AT NATURAL LOCATION The allowable outflow from the site will be discharged to its natural location to Honey Creek. The outlet will be conveyed to the edge of the creek using high density polyethylene pipe and a rip rap outlet per recommendations of the geo-technical report. CORE REQUIREMENTS#2: OFF-SITE ANALYSIS Refer to off-site analysis on subsequent pages. CORE REQUIREMENTS #3: FLOW CONTROL Preliminary calculations are provided on subsequent pages addressing runoffrate. The sizing for detention and runoff control facility and its routing calculations are included in this report. The Level I flow control is calculated to match the developed peak discharge rates to the existing site condition peak discharge rates for the 2-year and 10-year return periods. Mr. Neil Watts of the city is allowing the basic flow control. CORE REQUIREMENTS #4: CONVEYANCE SYSTEM The conveyance system will be desianed using the rational method as presented in the King County 2005 SWM Manual. Refer to the "Analysis of Conveyance Pipes" calculation provided under this item. Based on the topography of the site we anticipate pipe slopes to be equal or greater than 0.50 %. The 100-year 15 minute deyeloped peak flow for the site was calculated at 3.06cfs. The capacity of a 12-inch pipe with 0.55% slope is able to handle 3.06 cfs. CORE REQUIREMENTS #5: EROSION/SEDIlVIENTATION CONTROL PLAN The Erosion/Sedimentation control facilities will consist of filter fabric fences to be placed along the northeast and northwest boundary of the site. Temporary Erosion and Sedimentation ponds or sediment traps will be considered for water quality control during construction of plat improvements. CORE REQUIKEMENTS#6: MAINTENANCE AND OPERATION N/A CORE REQUIREMENTS #7: FINANCIAL GUARANTEES AND LIABILITY N/A CORE REQUIREMENTS #8 WATER QUALITY The water quality facility proposed for this project consists of a wet-vault. Pg. - 5 ALLAN-SD-REPRT.doc SWM SPECIAL REQUIREMENTS Special Requirements#1: Adopted Area Specific Requirements. The site falls within the Honey Creek Drainage Basin. Special Requirements#2: Delineation of the 100-yr Flood Plain. NA Special Requirements#3: Flood Protection Facilities. NA Special Requirements#4: Source Control. NA Special Requirements#5: Oil Control NA Pg. - 6 ALLAN-SD-REPRT.doc III OFF-SITE ANALYSIS 1. UPSTREAM The site is the situated south of NE 19`� Street between Queen Avenue NE and Pierce Avenue NE. The basin considered for this development contains the subject property. Off site runoff is negligible, since off site runoff is oriented to the west. The runoff from the site sheet flows across the property in the south and southwesterly direction toward Honey Creek, which traverse the property within the southerly portion of the property. 2. DOWNSTREAM Honey creek transects the southwest corner of the property at the foot of a bank that is about 100' high. Honey Creek conveys basin stormwater flows north and northwest for approximately one mile where it joins May Creek. Eventually May Creek flows into Lake Washington three to four miles downstream of the site. Surface runoff from the site will be directed to the southwest. The detained and treated site outflow would be directed to a 12" conveyance pipe leading southerly to a 12" high density polyethylene pipe to be designed and installed to Honey Creek. An energy dissipator will be installed at the bottom of the pipe adjacent to the creek. A 12 polyethylene sewer pipe was installed along the west margin of Honey creek about 1986 per sewer drawing s-1432. This sewer pipe appears to have been installed to have about 5' to 6' of cover. The creek is about 4 to 5' wide with cobbles and gravel bottom. The ' stream meanders with heavy brush and tree overhangs for about 3200 feet to NE 27�' St. to the northwest. At about 300' upstream from NE 27�' St. as shown on Thomas Brothers sheet 626, Honey Creek makes a bend to the northeast to cross under a 12' wide, 15' long ' bridge with concrete abutments. About 200 feet downstream of the bridge the creek enters a 54" l00' long culvert that appears to have a riprap spillway constructed above 'i the pipe as an overflow if the 54' pipe is full. A 60" diameter culvert 40' long carries ,� Honey Creek under NE 27�'�t. and continues northwesterly toward May Creek about 1200' downstream. Honey Creek is a tributary of May Creek which lies about 4400' north northwest of the proposed Allan project site. May Creek main stream has been inventoried as a salmonid habitat for Chinook, coho and sockeye salmon. The City of Renton inventoried May Creek as part of their"Critical Areas Inventory, City of Renton Wetlands and Stream Comdors", June 1991. There does not appear to be overflow or flooding problems within '/4 mile downstream of the proposed site. Pg. - 7 ALLAN-SD-REPRT.doc � • Map Output Page 1 of 1 �'; King County iMAP - , �g �.� � , - t . . .��$..�."�±^��._�, r_�� x -: T ri�i��' �� ' -1 �� `r.. �•..--s•- -'�"� -za � - ��: � -� ( .�.'w . , �i t'r.�". c'�r,.�- �iQSTn� �.�-' - ,�, - . ,�; � �"_�- 5. �:;� sy�:` . 'ty'- ��__ `�Et �"'�- "€ _ �v 5 � .�: ` �,�•`�� =� - k..°�� , �'� t� r �-3� ` �:�"L� �2 �. '_� ; _ � ';��`'' � + s'�' r� ��,�r , �.. t � �� ` � r�.� "�� ; . s�� '�" ;�: " ' �� "�- -� �'� -.�� {� � �� }.�� 'i� _ �- � gF � ;� ,i� � . '� A�r� - � F� _ �jlrfi' ... ' - , f f �. ? r �_... 1 � � � �' s �^t T ' S:� 1 j ,` ' . . '� si f :� 4.�r rJ., `�- µ,�-d� f�.. 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'��Y�'�.�tp�� _ �`�``S- � •�� ;'� �� ;� t � .� �� T` � � _�� .. �CI 2005 Kmg Countyg�._ .. t y�� ,�� i `t n'�� :� � �-1�'s�' t�'.<,_�_� _- -ar J��d,.rr'�.�`''.._.�9 :�`��'�. �'¢z..-�_'.<:�.SA iZ+��v�i.�77 -- he information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notce.King County akes no representations or warranties,express or implied,as to accuracy,completeness,timeliness,or rights to the use of such information.King County hall not be liable for any general,special,indired,incidental,or consequential damages including,but not limited to,lost revenues or lost profits resuiting from he use or misuse of the information contained on this map.Any sale of this map or infortnation on this map is prohibited except by written pertnission of IGng ouniy. �� — 7 DO � Date:3�-2007 Source:Kin Coun iMAP-Stormwater htt :!/www.metrokc. ovlGlSlMAP � (� pc�w� �T,��A-NI P5 � -Br http://v�n��5.metrokc.gov/servlet�com.esri.esrimap.Esrimap?ServiceName=overview&Clien... 3/6/2007 ' ' Map Output Page 1 of 1 � King County iMAP ;l � � Y �`/-- � r� `l 1�-. f� �'�J !'1� ��1f�((-��'��f r � � `� � �'i r `�1 1 L` 1 � -�. � � ��5 � � � �4.�?'ti�� fff ��A{ � yl �}�' � i �,��11 +F�S,�`,�.�,.:�.,5� f � � t E � � � SE94Tli�'T � 1 �'"r f1�. 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S� _ _ � - -� � �.� j`" Q �. �f ��-r �hF SuhSr --��``�..��-: � I �� l �� i- � -'� � �� _T Ri.•✓%.. ...._ �{�--_ a:_ . � � �� t� n NE 15TF1 P. r � � � - l �` �_ `�J-' � � `'-"-� � "` �� I �JrJf� '�Y`��=-- �- . � / •C� Il '��~�—�7..._�r�� ,� � �� /'� `� ��t', f I��j �`" 1,�'��', �r�.�1 r--"� ,� ' �^—+ �a. �, f aFyerrr�I � , ;�" �� 1 � f r , � f� �--��`"� IC12MSKinqCounty � � �l � f�_ ��. % f•��Q r � 8�2Tt-� (--�'� /��.\ i � 1 \ he infortnation included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice.King County akes no representations or warranties,express or implied,as to accuracy,completeness,timeliness,or rights to the use of such information.King County hall not be liable for any general,special,indirect,incidentai,or consequential damages including,bui not limiied to,iost revenues or lost profits resulting from he use or misuse of the information contained on this map.Any sale of this map or infortnation on this map is prohibited except by written permission of King County. / « — � DD � Date:3-6-2007 Source:Kin Coun iMAP-Stormwater h ://www.metrokc. ov/GISliMAP �o wN STrP�-�9-r� �� u� http:!/��v5.metrokc.gov/servlet/com.esri.esrimap.Esrimap?ServiceName=overview&Clien... 3/6/2007 IV. FLOW CONTROL The Plat Level 1 Analysis will be based on the 2005 KCSWDM using the basic flow method to match the 2 year and the 10 year developed peak flows to the pre-developed e�cisting conditions peak flow rates. Mr. Neil Watts of the city related, on May 17, 2007, that conservation flow control was not required for this project. Refer to following area summary calculations BASIN AREA ANALYSIS TOTAL AREA 5.13 ACRES ON AND OFF- STTE SOIL TYPE AgC and AgD- ALDERWOOD Type"C" EXISTING CONDITIONS FOREST 3.01 PASTURE-GR.ASS 1.65 ACRES LAND GARAGES 2511 CONCRETE 440 DRIVEWAY 14213 HOUSE/DECK 3113 I � IIvIPERVIOUS 20277 0.47 ACRES � TOTAL AREA 5.13 I POST ' CONDTTIONS � FOREST 2.18 I GRASS 37462 0.86 ACRES I LOT AREA 75%IIvIPERVIOU �I S 1 3573 2680 2680 2 4514 3386 3386 LOT AREAS DO NOT 3 3848 2886 2886 INCLUDE ACCESS ESMTS 4 4725 3544 3544 WHICH ARE PART OF 5 4543 3407 3407 PAVED AREAS 6 4524 3393 3393 7 4351 3263 3263 ALLAN-SD-REPRT.doc �J� � ( � 8 4372 3279 3279 9 4457 3343 3343 10 6736 5052 4000 11 3336 2502 2502 12 4061 3046 3046 13 4939 3704 3704 14 4593 3445 3445 15 4500 3375 3375 16 5145 3859 3859 53112 SIDEWALK AND PAVEMENT 37920 TOTAL 91032 2.09 ACRES IlvIPERVIOUS TOTAL AREA 5.13 ACRES WATER QUALITY The wet-vault permanent pool will be sized per section 6.4.1.1, page 6-70 of the 2005 KC S WDM. The Vr= (0.9A;+ 0.25A�+O.10A�+0.OlAa) x (R/12) V�=volume of runoff from mean annual storm A;= area of impervious SF Atg= area of till grass soil covered with grass S f A,�-= area of till forest soil covered with forest S1� Aa = area of outwash soil covered with grass or forest SF R =ra.infall from mean annual storm(figure 6.4.1.A) = 0.47" V� _ (0.9(91,032)+0.25(37,462))x(0.47/12} _ (81,929+9,365) 0.47/12 =(91,294)(0.47/12)= 3,576 CF Vb = 3(3,576)= 10,728 CF The vault that is 130' x 15' will require 10,728 CF/ 1950 SF = 5.50' of storage for water qualiTy. i.�� -- . � , � ALLAN�SD-REPRT.doc KCRTS Command CREATE a new Time Series ------------------------ Production of Runoff Time Series Project Location : Sea-Tac Computing Series : PREDEV.tsf Regional Scale Factor : 1. 00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File:C:\KC SWDM\KC DATA\STTF60R.rnf . Till Forest 3.01 acres Loading Time Series File:C:\KC SWDM\KC DATA\STTP60R.rnf . Till Pasture 1.65 acres Loading Time Series File:C:\KC SWDM\KC DATA\STEI60R.rnf . Impervious 0.47 acres -------------- Total Area : 5.13 acres Peak Discharge: 0. 637 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:PREDEV.tsf . Time Series Computed KCRTS Command CREATE a new Time Series ------------------------ Production of Runoff Time Series Project Location : Sea-Tac Computing Sezies : DEV.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File:C:\KC SWDM\KC DATA\STTF60R.rnf . Till Forest 2.18 acres Loading Time Series File:C:\KC SWDM\KC DATA\STTG60R.rnf . Till Grass 0.86 acres Loading Time Series File:C:\KC SWDM\KC DATA\STEI60R.rnf . Impervious 2.09 acres -------------- Total Area : 5.13 acres Peak Discharge: 1.33 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:DEV.tsf . Time 5eries Computed KCRTS Command -------�---- eXit KCRTS Program ------------------ � t�'� '^' � (/ i � Flow Frequency Analysis Time Series File:predev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS} (CFS) Period 0.383 2 2/09/O1 15:00 0. 637 1 100.00 0.990 0.193 7 1/05/02 16:00 0.383 2 25.00 0.960 0.365 3 2/28/03 3:00 0.365 3 10. 00 0.900 --- 1�`l2 0.124 8 8/26/04 2:00 0.354 4 5.00 0.600 0.216 6 1/05/05 8:00 0.328 5 3.00 0. 667 0.354 4 1/16/06 16:00 0.21f�_.. 6 2.00 0.500---- 2 y�Z 0.328 5 11/24/06 9:00 0.193 7 1.30 0.231 0.637 1 1/09/06 6:00 0.124 8 1.10 0.091 Computed Peaks 0.552 50.00 0.960 Flow Frequency Analysis Time Series File:dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.670 5 2/09/O1 2:00 1.32 1 100.00 0.990 0.521 8 1/05/02 16:00 0.788 2 25.00 0.960 0.788 2 2/27/03 7:00 0.781 3 10.00 0.900 0.537 7 B/26/04 2:00 0.717 4 5.00 0.800 0. 644 6 10/28/04 16:00 0.670 5 3.00 0.667 0.717 4 1/18/06 16:00 0.644 6 2.00 0.500 0.781 3 10/26/06 0:00 0.537 7 1.30 0.231 1.32 1 1/09/08 6:00 0.521 B 1.10 0.091 Computed Peaks 1. 14 50.00 0.980 �} �'rTG H Z V� � `:'� `.�� ;�.T FLDU/ J D Z �/2� lD�I� ��ED��V ;��r � ! 3 . ` Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 130.00 ft Facility Width: 15.00 ft Facility Area: 1950. sq. ft Effective Storage Depth: 7.90 ft Stage 0 Elevation: 390.90 ft Storage Volume: 15405. cu. ft Riser Head: 7.90 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 1.86 0.270 2 4.80 1.41 0.095 4. 0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation {ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 390.90 0. 0.000 0.000 0.00 0. 02 390. 92 39. 0.001 0.013 0.00 0.04 390.94 78. 0. 002 0.019 0.00 0. 06 390.96 117. 0.003 0.023 0.00 0.08 390. 98 156. 0.004 0.027 0.00 0.10 391.00 195. 0.004 0.030 0.00 0.12 391.02 234. 0.005 0.033 0.00 0.14 391.04 273. 0. 006 0.036 O.00 0.16 391.06 312. 0.007 0.038 0.0� 0.29 391. 19 566. 0.013 0.052 0.00 0.42 391. 32 819. 0.019 0.063 0.00 0.56 391.46 1092. 0.025 0.072 0.00 0.69 391.59 1346. 0.031 0.080 0.00 0.83 391.73 1619. 0.037 0.087 0.00 0.96 391. 86 1872. 0.043 0.094 0.00 1.09 391.99 2126. 0.049 0.100 0.00 1.23 392.13 2399. 0.055 0.106 0.00 1.36 392.26 2652. 0.061 0.112 0.00 1.50 392.40 2925. 0.067 0.117 �.00 1.63 392.53 3179. 0.073 0.123 0.00 1.76 392.66 3432. 0.079 0.128 0.00 1.90 392.80 3705. 0.085 0.132 0.00 2.03 392.93 3959. 0.091 0. 137 0.00 2.17 393.07 4232. 0. 097 0.141 0.00 2.30 393.20 4485. 0.103 0. 146 0.00 2.43 393.33 4739. 0.109 0.150 0.00 2.57 393.47 5012. 0.115 0.154 0.00 2.70 393.60 5265. 0.121 0. 158 0.00 2.83 393.73 5519. 0. 127 0.162 0.00 2.97 393.87 5792. 0.133 0. 166 0.00 3.10 394 .00 6045. 0.139 0. 169 0.00 3.24 394.14 6318. 0.145 0.173 0.00 3.37 394.27 6572. 0.151 0.176 0.00 3.50 394.40 6825. 0.157 0.180 0.00 3. 64 394.54 7098. 0.163 0.183 0.00 3. 77 394.67 7352. 0.169 0.187 0.00 3. 91 394.61 7625. 0.175 0.190 0.00 4. 04 394.94 7878. 0.181 0. 193 0.00 4. 17 395.07 8132. 0. 187 0.196 0.00 4.31 395.21 8405. 0.193 0.199 0.00 4.44 395.34 8658. 0.199 0.202 0.00 ,^�� !�. �: 4. 58 395.48 8931. 0.205 0.205 0.00 4.71 395.61 9185. 0.211 0.208 0.00 4.80 395.70 9360. 0.215 0.210 0.00 4. 61 395.71 9360. 0.215 0.211 0.00 9.83 395.73 9419. 0.216 0.213 0.00 4.84 395.74 9436. 0.217 0.215 0.00 4.66 395.76 9477. 0.218 0.218 0.00 4.87 395.77 9497. 0.218 0.222 0.00 4.89 395.79 9536. 0.219 0.227 0.00 4.90 395.80 9555. 0.219 0.230 0.00 9.92 395.82 9594. 0.220 0.232 0.00 5.05 395.95 9848. 0.226 0.243 0. 00 5.19 396.09 10121. 0.232 0.252 0.00 5.32 396.22 10374. 0.238 0.260 0.00 5.45 396.35 10628. 0.244 0.268 0. 00 5.59 396.49 10901. 0.250 0.275 0.00 5.72 396.62 11154. 0.256 0.282 0.00 5.85 396.75 11408. 0.262 0.286 0.00 5.99 396.89 11681. 0.268 0.294 0.00 6.12 397.02 11934. 0.274 0.300 0.00 6.26 397.16 12207. 0.280 0. 305 0.00 6.39 397.29 12461. 0.286 0.311 0.00 6.52 397.42 12714. 0.292 0.316 0.00 6.66 397.56 12987. 0.298 0.322 0.00 6.79 397.69 13241. 0.304 0.327 0.00 6. 93 397.83 13514. 0.310 0.332 0.00 7.06 397.96 13767. 0.316 0.336 0.00 7. 19 398.09 14021. 0.322 0.341 0.00 7.33 398.23 14294. 0.328 0.346 0.00 7.46 398.36 14547. 0.334 0.351 0.00 7. 60 398.50 14820. 0.340 0.355 0.00 7.73 398.63 15074. 0.346 0.360 0.00 7. 86 398.76 15327. 0.352 0.364 0.00 - 7. 90 398.80 15405. 0.354 0.365 0.00 8.00 398.90 15600. 0.358 0. 676 0.00 5. 10 399. 00 15795. 0.363 1.240 0.00 8.20 399.10 15990. 0.367 1.970 0. 00 8.30 399.20 16185. 0.372 2.770 0.00 8.40 399.30 16380. 0.376 3.060 0.00 8.50 399.40 16575. 0.381 3.310 0.00 8.60 399.50 16770. 0.385 3.550 0.00 8.70 399. 60 16965. 0.369 3.770 0.00 8.80 399.70 17160. 0.394 3.980 0.00 8.90 399. 60 17355. 0.398 4.180 0.00 9.00 399.90 17550. 0.403 9.370 0.00 9.10 400.00 17745. 0.407 4.540 0. 00 9.20 400.10 17940. 0.412 4.720 0.00 9.30 400.20 18135. 0.416 4.880 0.00 9.40 400.30 18330. 0.421 5.040 0.00 9.50 400.40 18525. 0.425 5.200 0.00 9.60 400.50 18720. 0.430 5.350 0.00 �E') 9.70 400.60 18915. 0.434 5.490 0.00 9.80 400.70 19110. 0.439 5.630 0.00 � ��/�� Hyd Inflow Outflow Peak Storage ��`x� Target Calc Stage Elev (Cu-Ft) (Ac-Ft} 1 1.32 ******* 1.20 B.09 398.99 15781. 0.362 / 2 0.67 ******* 0.54 7.96 398.86 15513. 0.356 �� '��'J 3 0.72 0.37 0.36 7.87 398.77 15340. 0.352 GG�` �� 4 0.67 ******* 0.36 7.83 396.73 15265. 0.350 b'.G�G �!�� 5 0.79 ******* 0.31 6.48 397.38 12634. 0.290 6 0.43 0.22 0.21 4.76 395.66 9279. 0.213 7 0.52 ******* 0.16 2.65 393.55 5170. 0.119 8 0.54 ******* 0.15 2.35 393.25 4589. 0.105 � ---------------------------------- '_ ` 5 _...� „ Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:RDOUT Inflow/Outflow Analysis Peak Inflow Discharge: 1.33 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 1.20 CFS at 9:00 on Jan 9 in Year 8 Peak Reservoir Stage: 8.09 Ft _ ,; � Peak Reservoir Elev: 398.99 Ft •^-- T �� ` Al` . ` " r -�l} �-d :.s. �= _�:: Peak Reservoir Storage: 15781. Cu-Ft �-- �(�'�f� r'�:r,,g` �- t�"� ::;`�`� �`� . 0.362 Ac-Ft � Flow Frequency Analysis Time Series File:rdout.tsf ---�• C�� -�%�� Project Location:Sea-Tac L��S �-�� E pE V Ft7� 2� ta�fYz, ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob {CFS) (CFS) (ft) Period 0.538 2 2/09/Ol 15:00 1.20 8.09 1 100.00 0.990 0. 156 7 1/05/02 18:00 0.538 7.96 2 25.00 0. 960 0.314 5 3/06/03 21:00 0.36q_, 7.86 3 10.00 0.900 ID�� v�L 0.146 8 8/24/04 0:00 0.363 7. 83 4 5.00 0. 800 0.209 6 1/05/05 10:00 0.314 6.48 5 3.00 0.667 0.364 3 1/18/06 22:00 0.209 4.75 6 2.00 0.500 � �� 0.363 4 11/24/06 7:00 0.156 2.65 7 1.30 0.231 1.20 1 1/09/08 9:00 0.148 2.35 8 1.10 0.091 Computed Peaks 0. 979 8.05 50.00 0.980 s � F G�,� ��ri vc�T �UT� � ��,� ,�-�-r2 � S TD �2 G DE V � _ . � � Return Period 2 5 10 20 50 100 � , � 10 , RpOUT.pks in Sea-Tac • PREDEV.pks � ,_; r.!;,>� l � . U � m 10 c� L U � � 0 u7 � ♦ R ,� • ♦ �D \f� D � �.�o0 . l�/ Z �� . . 10� 1 2 5 10 20 30 40 50 60 70 80 90 95 98 99 Cumulative Probability V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN The capacity of 12" storm water drain pipe is estimated with a full-flow Manning's equation calculation for a preluninary evaluation. We intend to use smooth wa11 LCPE pipe, commonly designated as N-12 pipe. Note that the 100 yr. peak flow is 3.06 cfs. per KCRTS with 15 minute time steps. See the following page. I Refer to the following calculations i � Manning Pipe Calculator Manning Pipe Calculator Given Input Data: Shape ........................... Circular Solving for ..................... Flowrate Diameter ........................ 12.0000 in Depth ........................... 11.2000 in Slope ........................... 0.0055 ft/ft Manning's n ..................... 0.0120 Computed Results: � Flowrate ........................ 3.0786 cfs OK - 100 year peak= 3.06 cfs. I Area ............................ 0.7854 ft2 ; Wetted Area ..................... 0.7629 ft2 Wetted Perimeter ................ 31.4313 in Perimeter ....................... 37.6991 in Velocity ........................ 4.0353 fps � Hydraulic Radius ................ 3.4952 in Percent Full .................... 93.3333 % ' Full flow Flowrate .............. 2.8624 cfs ' Full flow velocity .............. 3.6446 fps A 12" concrete or LCPE pipe at s�.55%will be capable of handling the entire 100-year � storni. � � i Pg. - 18 I ALLAN-SD-REPRT.doc KCRTS Command CREATE a new Time Series ------------------------ Production of Runoff Time Series Project Location : Sea-Tac Computing Series : DEV15.tsf Regional Scale Factor : 1. 00 Data Type : Reduced Creating 15-minute Time Series File Loading Time Series File:C:\KC SWDM\KC DATA\STTF15R.rnf . Till Forest 2.18 acres Loading Time Series File:C:\KC SWDM\KC DATA\STTG15R.rnf . Till Grass 0.86 acres Loading Time Series File:C:\KC SWDM\KC DATA\STEI15R.rnf . Impervious 2.09 acres -------------- Total Area : 5.13 acres Peak Discharge: 3.06 CFS at 6:30 on Jan 9 in Year B Storing Time Series File:DEV15.tsf . Time Series Computed KCRTS Command eXit KCRTS Program ------------------ Flow Frequency Anal Time Series File:devl5.t � Project Location:Sea-Tac j ---Annual Peak Flow Rate:_ Flow Rate Rank Time of Peak - - Peaks - - Rank Return Proi; (CFS) (CFS) Period (J�',t�� 0.996 6 8/27/O1 18:00 3.06 1 100.00 0.990�— 0.728 8 1/05/02 15:00 2.16 2 25. 00 0.960 G�< C��'!�';�'�^�ClJ 2.16 2 12/08/02 17:15 1.38 3 10.00 0. 900 0.802 7 8/23/04 14:30 1.17 4 5.00 0.800 1.13 5 11/17/04 5:00 1.13 5 3.00 0.667 „� ; . 1.17 4 10/27/05 10:45 0.996 6 2.00 0.500 � - t'� 1.38 3 10/25/06 22:45 0.802 7 1.30 0.231 3.06 1 1/09/08 6:30 0.728 8 1.10 O.Q91 Computed Peaks 2.76 50.00 0.980 � � � -`: _ , ! �-�> �_? t�. •/ ` rl �, ! %i .�, ` ;�(`b l �_ (�. �' ��': �, � �'« j... ��,. _ ;�;;�, .._ �� : VI. SPECIAL REPORTS STREET LIGHTING APPENDIX"A" VII. B�.SIN AND OTHER COMMUTIITY AREAS N/A Pg. - 20 AI,LAN-SD-RF,PRT.doc VIII. EROSION CONTROL We will design a temporary erosion pond with overflow outlet per Appendix D of the 2005 King County Surface Water Design Manual. A rock construction entrance will shown on the plans at the entrance road to the site. The detail will be included on the plans. A silt fence is to be erected along the lower slopes to protect adj acent properties from silt laden construction runoff. A silt pond will be sized based upon Appendix D.3.5.2, for the developed 15 minute 2- year peak flow (1.00cfs). SA=2 x Q/0.00096 or 2083 square feet per CFS of inflow. SA=2 x 1.00/0.00096=2083 SF at top of weir elevation. 4.5' deep 402.0 2970 SF 3.5' deep 401.0 2383 SF TOP of WEIR EL. 2.5' deep 400.0 1805 SF 1.5' deep 399.0 1320 SF 0' deep 397.5 560 SF Dewatering Orifice (Page D-48) Ao=4.81(10�)As (h)1�2 Ao in square feet Ao= (.00000481)(2383)(3)1�2 = 0.01985 sq ft Diameter of orifice in inches, D= 13.54(Ao)'� = 13.54(0.01985)ln Dia= 13.54(0.14089)= 1.91" EMERGENCY OVERFLOW SIZING Find L the weir width Q'oo is 3.06 cfs for the 15 minute time series L = [Q100/(3.21 H3�2)] —2.4 H or 6' min width which ever is longer H=0.30' _ [3.06/(3.21 (.3)3i�)]—2.4(.3) = 5.37' Use 6' width min. Pg. —21 ALLAN-SD-REPRT.doc APPENDIX"A„ STREET LIGHTING CALCULATIONS ALLAN-SD-REPRT.doc RESIDENTIAL STREETS LIGHTINGS FOR COPPER RIDGE PLAT GENERAL INFORMATION: CONDUCTOR STREET CIRCUIT USE-RHH(XLP) PHOTO CELL CIRCUIT THHN CONUCTOR INSULATION 600 VOLTS I SERVICE CONTRACTOR CABINET 120/240 VOLTS 3-WIRE SERVICE PHOTO CELL CONTROL 240 VOLTS 2-WI RE POLE MOUNTING HEIGHT 25 FEET LAMP VOLTAGE 150 WATTS UNIFORMITY RATIO 0.2 FOOT-CANDLE LUMINAIRE GE MODEL NO. N-250A2 LUMINAIRE SPECIFICATIONS REFER TO ATTACHED SPECIFICATIOINS DETERMINE LAMP AND BALLAST OPERATION CURRENT CIRCUIT NO. 1 LINE CURRENT DROP 0.76 AMPS FOR 240 VOLTS TOTAL LINE DROP LAMP AMPS POLES AMP-TOTAL 1 0.76 3 2.28 2 0.76 2 1.52 3 0.76 1 0.76 CIRCUIT NO 1 (NE 19TH STREE� DETERMINE VOLTAGE DROP l LENGTH RES-OHM CONST. DROP WIRE# ! LAMP AMPS WIRE 1 2.28 2 80 0.66 1000 0.240768 8 i 2 1.52 2 52 0.66 1000 0.104333 8 3 0.76 2 146 0.66 1000 0.146467 8 TOTAL 0.491568 0.002048 0.20482 % PERCENTAGE OF VOLTAGE DROP OK IT IS LESS THAN 5% DROP CIRCUIT NO 2 (QUEEN PLACE NE) DETERMINE VOLTAGE DROP l LENGTH RES-OHM CONST. DROP WIRE# LAMP AMPS WIRE 1 2.28 2 80 0.66 1000 0.240768 8 2 1.52 2 112 0.66 1000 0.224717 8 3 0.76 2 230 0.66 1000 0.230736 8 \ 0.696221 0.002901 0.290092 % PERCENTAGE OF VOLTAGE DROP OK IT IS LESS THAN 5% DROP / � C:1GE Lighting SystemsWladan+plus�Roadv✓ayk:opper.srp / Summary for Layout#1 Resutts Pole Spacing: 132.00 ft. Total Luminaires Required: 6 Total Poles Required: 6 Total Cost: $0.00 Roadway Lighting Standard: IESNA RP-8 Ho rizontal Ill um i nance Average: 1.40 fc , Minimum: 0.52 fc Maximum: 5.85 fc M�/Min: 11.31 � Ave/Min: 2.71 , Roadway Luminance ' Average: 1.06 cdlsq.M Minimum: 0.37 cd/sq.M II Maximum: 2.42 cd/sq.M Max/Min: 6.51 Ave/Min: 2.87 Veiling Luminance Ratio: Average: 0.07 Minimum: 0.00 Mauimum: 0.37 MaxJMin: AvelMin: Vsibility Level Average: 3.13 Minimum: 2.96 Maximum: 3.30 132 ft. Roadway Charaderistics i Traffic Flow: Two-Way Lane Width: 16.00 ft. Right Side Lanes: 1 Left Side Lanes: 1 Median W idth: 0.00 ft. Roadway Length: 660.00 fl. Pavement Classification: R3 Pole Characteristics Pole Properties: Nbunting Height: 25.00 fl. Setback: 6.00 ft. i is Arm Length: 8.00 fl. Pole Cosl: $0.00 Arm Cost $U.00 is Ft. 16 tc. Lamp Properties Lamps Per � 3z tt. Luminaire: Lamp Lumens: 16000 Description: LU150/55 Luminaire Properties Total Light Loss Factor(wl tift): 1.00 Efficiency: 0.712 Plan Vew Wattage: 150.00 Tilt: 0.00' Cost: $0.00 Curve: 177287 Distribution: Medium,Type III,CutoH Luminaire Description: GELS'M-250A2 POWR DOOR CUTOFF'M2AC15S' Cakulated ipht kvds are based on specific inlormetion tAat has Geen zuppfed to GE LigNing Systens. My ditferences in A�ninalre IrMalatia�,fyKed aree geome!y e�d obztn,ctions in L1e @ghted ar-a mey prc�.�ce d��'fereN rescAs L-om Ihe preCi�ted.alues. Nortnal loleran[es o!voltege,Iemp outpi.f,and balasl and I�,mtiraire manufadw er wil aflcd resuRs. • --� -_� ; : � � ,.� ----- , �- - �- �. � l�. �� 4 `� '__� .� "?-�3. `�"�� :: � �-�:,F' �'{> ��-�`` ��,�-,�.� / I � I 1 ..-. �'� 4 C- � a � _�f<s� .^� �:_ � � _ "�- _ I � -�",-`�.�.t�T:• E a.__ J.e.—�==�v�. __�S ,�.Y��-i��.i:�.�-z >,_s_�s- �.�_._.... �.z..:_ �....-_..e_�. - _ GUIDE �'ORfVI SPECIFICATIONS M-250A2 POW1 R/DO�R° L UIV11AlAlRE UV/TH CUTOFf OPTICS ; , � The complete luminaire designated (identrfy)shall be a GE M-250A2 POWR/DOORo WITH CUTOFF OPTICS roadway luminaire, ordering number (specify M2ACXXXX�(XXX�(X),or approved equal,to operate one (specify(5a,70,100,150(55V),200 or 250)watt high pressure sodium(HPS),(175 or 250)watt metal halide or (100, 175 or 250) watt mercury) lamp from a nominai — (specify 120, 208,240,277 or 480)volt,60 Hertz power source and shall be capable of starfing and operating the specified lamp within the limits specified by the lamp manufacturer.The luminaire shall contain a completely prewired integral ballastand an optical assembly thatshall provide an IES Distribution Type (specifyaccording to photo- metric selecfion table}, Labeling shall be in accordance with ANSI standards. � � � � � The luminaire shall include a precision die-casP aluminum housing, Tne cutof�optical assembiy snall include a tormed aiuminum re;lecicr optical door with lens ond hinged and removable powr/module door. with a chemically-bonded lighiweight non-breakable glass ALGLASo Housing and doors shall have an electrocoat gray paint finish. The finish on both the inside and autside surfaces providing corrosion internal slipfitter shall contain fourbolfis which do notpassthrough the resistance, durabilily and ease of cleaning and a (specify housing but Sighten from below with powr/module door in dropped heat/impact-resistant tempered flat glass lens or acryfic or LEXANa position.The one-piece pipe clamp shall be capable of adapting to 1'/e- clear globe(for lamps over 150-watt,use glass lens only).The cutoff through 2-inch pipe bracket without rearrangement of clamp or bolts, optica!assembly shall allow no light above 90°with use of flat glass ' and shall be adjustable ±5° from horizontal. (There shall be an lens(true 90°cutoff characteristics)). i optional prewired no-tool photoefectric control receptacle.) The cutoff optical assembly shall have a (specrfynon-wicking There shall be a polymer bird guard,shipped installed and an external felt gasket which acts as filter by excluding particulate contamination quick-release stainless steel bail latch on the optical door requiring no when the luminaire is closed,or an elastomer gasket),around the edge tools and operable with lineman's gloves. of the reflector. (With the elastomer gasket there shall be an activated � charcoalfilterfopermitpassageofairandthereforeallowforbreathing , of the luminaire during normal off-on heating and cooling cycles, ; � � ' � filtering out gaseous contaminants such as hydrocarbons.) There sholl be a Powr/Module ballast assembly with all ballast The optical assembly shall contain an adjustable heavy-duty mogul components mounted on the die-cast powr/module door and easily base socket with nickel-plated tempered brass split-shell lamp grips , removable and repiaceable through the use of quick disconnect plugs. and a free-floating,spring-loaded center contact. The bal last shall be prewired to the lamp socket and dead-back terminal board,requiring connecfion of powersupply leads to the terminai board 'REFER TO PRODUCT PAGE FOR BALLAST SELECTIONS.FOR MORE DEFINtTIVE ; only.The plug-in ignitorfor HPS lamps shall be removable without the INFORMATION,REFER TO BAILAST SPECIFICATIONS IN TECHNICAL DATA i use of tools. SECTION. The luminaire shall contain a standard (specify)ballast'in full , compliance with lam�ballast specifications available to the fixture manufacturer from the lamp manufacturers at the time of fixture manufacture. The baliast shali reliably starf and operate the lamp in ambient temperatures down to-20°F for mercury and metal halide or-d0°F for H PS. The luminaire and ballast shall be from the same manufacturec i ooro sua�ec�ro cnanqe w;mournonre Pag@ 1 6�2� DeC.1989 m Reglsiered irademork aI Gene�al Elecfric ComOany — 5 _ ` :.��LL.f`�� . E � o , :� - ;� ¢�� : , � � - � _ � �_� �_e�� _� — ..��_�s_.� _��_ � _.Y__�. �—�-_ _ �_-�. M-250A2 POWR/DOOR� LUMINA/RE WITH CUTOFF OPTICS . Residential streets,access roads and parking lots where light trespass could be a probfem � � PowrlModule ballast assembly l� 1 / O 1'/.to 2-inch universal four-bolt slipfifler ❑ Die-cast aluminum housing electrocoat gray paint finish . ❑ Adjustable mogul base socket ❑ ALGLAS'�finish on reflecta ❑ No-tool PE receptacle ❑ Plug-in ignitor ❑irue 90°cutoff—no light above 90° ❑ Extemal stainless steel bail laich e � � s •� � � Lighf Wattage Source Voltage Ordering Number 70 HPS 120 M2ACO7SiN2GMC31 100 HPS 120 M2AC10S1N2GMC31 / LO(551/�____ HPS 120 M2AC15S1N2G 3i ✓ 250 HPS 120 M2AC25S1A2GMC31 `� r�,�,�ssj?�euyf'I�\4 t�i 13' `PT'�1T F '��.TJ c'3'�quL ��i�'"x'{ 6 � � 0 h'9�,;.a-'��,5��'`'ra s t''a-}��k Sk.�+-+L��;�@�;3��r#�""��",��- �;"' ___" '—_ — i -� — -- - — -- — M2AC 15 S i N 2 � � C3 1 F IES PRODUCT LIGHT BALLAST PE LENS DISTRIBUTION ID. WATfAGE SOURCE VOLTAGE TYPE FUNCTION TYPE TYPE FILTER OPTIONS �OOC XX X X X X X X X X X X)0( M2AC- 05=50 S =HPS 0=120f2081 See Ballast 1=None See Photo- T 1 T 1=Fiber F=Fusing M"250A2 07=70 M-MH 2401277 Selection Table 2-pE R metric Selec I I I gaskef (Not avall- with Multivolt A=Autore tlon Table 2-Char- able with Cutoff �0=100 C=Merc 9 NOTE: See Photometric - multivolt 1=120 H =HPF Reactor Rece tacle A=Acrylic, Selection Table coal Optics 15=150(551� Standard: P Clear with or duai 17=175 �amp not Z=208 or Lag connected Globe � � i elasto- ��tage) included 3=240 C=Merc-Reg same volt- I m� 20=200 age as unit G=Glass, � 25=250 4=277 M=MagReg except os Flat � I I gasket 5=480 N=NPf Reactor noted. NOTE:Use 7=120X240 or Lag Order PE 150 watt I � I 8=240H2O PE R �ntrol maximum � I � separately. With Acrylic I I �� clear globe. i connected for S =Shorf I 120V � M=Medium I C=Cutoff 2=Type il � 3-Type III Dara suDject�o cAenge wl�houf nofke Page 2 6020 Dec.1989 O Repistered TraOemark ol Gene�al Eledric Company f�•2�,'-_'-�`__� -� - � r�,._"'Er-�._"�'._�`�L�j --'�-d�_�:�'-�r.e�;..._-_:.�b�"�.�",-a"C'��"'x:-t--'--. �t-��-�� -��..� t�r �� , _ �'�'�` _ _ ��.�_ _ ' . _z �. -� �r� ��_ _ �'• '` �L. , z � r,.. 4- � � s _�� ,y� : ' E. = 7 � ! � 1 .� . .� �' -.- � ��` :— ^} � 1' -„ �� -- _ _ t--L� w i � : � - . �-�. -- . �,. ._ ; -s „� ' _. -.�..r _;_ �. __ � . _ _ :��_� _ .- � 3«_��_..�� _�...._:�.��r—s.� .��r.�'� �. 1Vl 250A2 PIJWR/DOOR° LUMI�lAI�E WIThI CdITOF� OPTICS � . 27.500" PHOTOELECTRIC CONTROLRECEPTACLE 13.250" LEVELING PAD� �13.500" FOR 1-1l4" TO 2" PIPE � � �- - - 6.500" � I L - -- / �.750" 12.000" — MINIMUM DISTANCE FOR DOOR REMOVA'_ 11.500"R 15.250"R / • • o � . ' IES Distribution Type Appraximate Net Photometric Curve Number 35-17•••• Weighl(Lbs): 22—'s':i (Socket Position) All light sources are clear unless Effective Projected Light Lens oiherwise indicated. Area(Sq Ft): Wattage Source Type MC2 MC3 SC2 Flat Glass Unit: 0.9 maximum ,70, 100, 150(55� HPS Acrylic,clear globe N!A 7287(1A) N1A Clear Acrylic 50,70. 100, 150(551� HPS Glass,flat_ _ __. ._7286(161 7285_(1.5B� __NIA _ �. " Globe Unit: 1.0 maximum 200,250 HPS Glass,flat 7303(fixed) 7304(fixed) WA Suggested 100, 175,250 MH or Merc Gtass,flat NIA N/A 7299(1B) Mounting Note:N!A=Not Available. Height(Ft): 20-40 • a�ua�t ry� Light vo�t e See Page 6980 for Wafita e Source Multivolt 120 208 240 277 480 120X240 2401120PER Distribution Type 50 HPS H,N H,N H,N H,N H,N H,N H,N H,N Classification 70,100, 150(551� HPS H,N N,M,N H,M,N H,M,N H,M,N M M M,N See Pa e 6900 for 200,250 HPS A A,H,N A,H,N A,H,N A A A A,H,N g 175,250 MH A A A A A A A A Accessories 100,175,250 Merc C A,C,N C C,H,N C C C C,H,r, See Page 8000 fior Pol� Selection Da!a suLj=c(to change wilAout no�ice Page 3 6�2� Dec.1989 ^�PeSis:>reG T.�ademark ol General Elec:nc C�mpzny ' "__'.'�.___>:--s_+'�`rs��-=--'�'�:':_��_.�':�� . `$DA�_P �T1N�S�S.TF�� —:�.-,-: _ �� ' 1 I • / � , I � ' I ' 1 / f � � � . � � . . . . „ _ _ ,. •. • ,... . • •• •. _ � ��Y/��0�\�Y�OYtl��„ ��tl��YY��00�MHN��O��U�O � _ . .� ��//��AN/��\N�O��O��O��h � •• � • •� ��tlB��Nt��N�\�� ' ■■■■.■..,,��.•' '�:.:::::::::::.0��\%\O��O��%�� V��p�U��B��/�O��ntlh�� O�Up�Y�/0��Y�Mtl�� ■��■�/III►�� • :d:o::::.:.��N�9Y��O��p%��A�� ' ■■..��.,,'.... 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I��n��I�WtlWr�� '��• •� � 1. .�• "�..�:��.�_�-��,_�..,_-.�v=-- s�=.�.�. - �� __.;-s='�;"�'-': - - � =�= PREPAREDFOR KBS I�I, LLC October 17, 2005 � -_ � r\ �'pC Scoi�=°S:-SRiegel P;Fo�e��Ci�eoi.Qgt�t . ;�`_ � � �,.,:`...,:�� ;y�h. �`a'•"�-- �x � � ✓'�'F � O l�•7/� i 1 I _ ! � �� S x�' - �; - �. , ��%��'��'``�'-� ��f � - .--�- Raymond A. Coglas, P.E. Principal GEOTECHNICAL ENGINEERING STUDY RESIDENTIAL DEVELOPMENT -- ALLEN PROPERTY 126T" AVENUE SOUTHEAST RENTON, WASHINGTON ES-0208 Earth Solutions NW, LLC 2881 — 152nd Avenue Northeast, Redmond, Washington 98052 Pfi: 425-284-3300 Fax: 425-284-2855 Toll Free: 866-336-8710