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HomeMy WebLinkAbout03348 - Technical Information Report - Drainage� _ _ _ _ _ _ LEVEL 1 a DRAINAGE ANALYSIS m; m FOR THE IRELAND SHORT PLAT LOCATED AT 811 HOQUTAM AVENUE N.E. IN RENTON, WASHINGTON SEPTEMBER 26, 2006 PREPARED BY: PITTMAN ENGINEERING 12819 S.E. 38TH STREET #159 � BELLEVLJE, WA. 98006 (425) 562-7226 �, �1 � � f ',.9 �� o�wA�y � 9 � j x �� �S� � �-� AL ��� EXPIRfS 10/14/ • r TASK 1: STUDY AREA DEFINITION AND MAPS This project proposes to subdivide approxiinately 0.56 acres (24,300 square feet) of land into four lots. The total developed area, including frontage improvements, is 0.62 acres (27,360 square feet). The site is located on the west side of Hoquiam Avenue N.E. at house number 811 in Renton Washington. Currently there is an existing house and an attached garage that will be removed along with an existing driveway to the garage. Also, there is a gravel shoulder on the frontage of the property that comprises approximately 1260 square feet. The total amount of existing impervious surface for the project is approximately 3760 square feet. The proposed short plat will create four new houses with driveways, and will each have ?400 square feet of impervious surface of which 400 square feet will be driveway. In addition, there will be a common driveway that will create 1700 square feet of impervious surface. Also, frontage improvements to Hoquiam Avenue N.E. will increase the impervious surface by approximately 1800 square feet. Thus the total impervious surface is 11,900 square feet and the new driveable impervious is 4200 square feet. The existing 100-year peak flowr is 0.127 cfs and the developed 100-year peak flow is 0.209 cfs, which is a � net increase of 0.082 cfs. Per the 1990 King County Surface Water Design Manual, detention is not required if the increase in the 100-year peak flow is less than 0.1 cfs. 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'. � \o'' : l . �.. � �i-� ��� �� f ( ,,\;,1 � 1 � � ��� � p0 � ✓� i � 'I.� � �, �V> t I ` �� ! .. �1l ��/ / 'Z 0 y .1�. ,� �� 5� ���� ,'� � � j ���� � Atn n P � � , o � , � ' / I��- '� '�`� ��� ���� �� 1 � " � � ��� �� � � � �� '� `'' • +�1�8i�wn�d (,i � � o v � � � �! i �� �� � Golf and � u C j�b� j I f � j s ! i ,,�,.�t� \ �1 � I t' ( 'I �� � ,'y � ' _'� �_ �,_�°�� �?� itF,�(�URCE RE�'IE��� _-iilei�r[�'tl Lli'�ll/1lJa[' �11J'lil: The site is located withiil ;h�• �I,tE�I��� ����ci t�r��l: �in�i C�«lar �Zi� �r I�i���iin,i�� L u.,�,r;...tef� t'r�e��: � TI'10 Slte 1S IOCateC� �\ 1T}1111 111� ��A\ ��i�l ��' ( ��l?1[i1U!lli�� E��.illlllil_ .��C�:�. Floodplain FIRM (FE��VI.q) Mn�� There is no tZoo�. Sensitive Area t uirt�, There are no known s�l��l�l� � ar�aa u�� �n� �ii�. 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Y\j �- � �''-.\ '_' � �; ..t'`�1� � �i� �? � � � "'i1t� .1"t�l I \ � � � i) . , _ � , �. �.. , � j, } � � ,, �� ... �r � j`` j L�" �! _ � _ t '.�--�1 _1� �_" �� ;�L � �►„ � j� �''4 �.:� AK., ! � -- . � ' ! �� � �= f '=-,,� �� 1' ' ,� ; �I ��� � � � � ' i 27 �-�--:• 1 t If � �.� �r` n�g � � \ .� il I wi-- — � �� j � > `\,. _- �, �� F � � ��" -� t�� ss..�. j, I 'I'r - -- � �i I - J �i \� I � � ! I ��. ==;i l �; t � _I ;, ,�, =f :,,���: �L�;i � ,� --1 �' S, 1�'`',, ,�\� f ! °�I �!I�'�I ,� ,_ �.1��I �����`�� ,.%� I � ;I �i� ji �i 1 ` �`,� VI �3 - t . . ' �1 i � -.- ' !j .� •��. `- _ `�tt� _!�n-� '� o\\�f-=i= i_ rl—[ _ �I I `: f� �r�l � . � .�,�•— 'I ..,., ��, _, ..�t ',� j � ` � a i � " � �_ ��� ��� I' ' " ` � , �';:.'..t n�t � n •'�' . , , - � '�-� � �: ::{�-1 ,. � ;'� � ��' T�SK 3: FIELD INSPECTION On September 18, 2006, a site visit ���as made to the property at approximately 2:00 P.1�1. The ��eather ��as sunny and approximately 70 degrees Fahrenheit. The site is relatively flat with a mild slope of approximately one to t«�o percent from east to west. The ground is comprised of mostly overgro«n grasses and a few trees. Also, there is an existing home and an attached garage at the middle north end of the property and they will be removed along «-ith an existing driveway to the garage. T�SK 4: DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS Storm��ater, from the site, is directed to the shoulder of the road and it flows to the south to an existing road side ditch. This ditch is approximately six inches deep with a one foot bottom. Storm water then continues to flow to the south through a series of intermittent 12-inch pipes and road site ditch for approximately 1500 feet (which is over �/4 of a mile). The outlet of the last pipe in this series was not located but either flows to the east through a ne�� proposed plat on the west side of Hoquiam Avenue N.E. or continues to the south into the existing storm drainage system. In either case, runoff reaches i�.E, 4th Street (S.E. 128t" Street) and crosses beneath this road near Duvall Avenue N.E., where it continues to flow to the south in an open watercourse. Although quite flat, the ditch appears to adequate contain and direct the stormwater flow. Furthermore, there are no signs of scouring or overtopping of this ditch. � -���4 �- `�[1T1(;_�T[l)ti _ _.��� (��1"��l��r��� �1t7—Sl�c: lI1�lICI'��t1C)I7 Tl'�IZC�1�� r01' L�1� IZVL15��. 51I�C� ih� Il��\� tlow from the shared entry road and frontage improvements into the road S1C�e COT1Veya11C� �;��TcI» iS 17�1I1117�Li1, 11�1 ��d���I'�� lillp�3�1S :1]'� �L����T�C� t['0111 thi� dz���elopmei-,:. ' � Dennis M. Bruce, P.E. M.S.C.E.; M.B.A. Geotechnical/Civil Engineer 1 � September 22, 2006 ��',vFREr.,� RECEIVE �� American Classic Homes ��T 3 1 20Q6 P.O. Box 1830 �:,,�,,�;;, �, ,;; ; Renton, WA 98057 �"'' Subject: Geotechnical and Infiltratinn Evaluation American Classic Homes Multi-Unit Project 811 Hoquiam Ave. NE, Renton, Washington Th;s engineering report presents th� results of a geotechnical and infiltration evaluation of the American Classic Homes property at 811 Hoquiam A�e. NE, (Sunset Highlands area), Renton, Washington. This evaluation was requested in order to evaluate the sub-grade potential for on-site infiltration. REFERENCES: • Multi-Unit Project Plans (furnished by developer) • Site photographs dated September 16, 2006 by D. Bruce, P.E. UNDERSTOOD BACKGROUND: The overall property at 811 Hoquiam Ave. NE is rectangular in shape with approximately 180 feet of frontage (along Hoquiam Ave. NE) and approximately 135 feet of depth (see property survey and site plan). At the time of this investigation and report, the ove�all property contained an existing single-family residence with access driveway in the central portion of the property. It is understood that American Classic Homes proposes to demolish the existing house and construct a multi-unit development (4 buildings). See project plans. The site is essentially flat with very little slope and no obvious geotechnical issues. The project developer desires to utilize on-site infiltration for storm water control. SOlLS • FOUNDATlONS • S1TE DEVELOPMENT • INSPECTlON • DRAINAGE • DESIGlV & PERM/T • LEGAL P.O. Box 55502 • Shoreline, WA 98155 • (206) 546-9217 • FAX (206) 546-8442 � �lmerican Classic Homes September 22, 2006 . .Page 2 a , � EVALUATION: ! This engineer had requested that P,merican Classic Homes dig a series of soil test pits in order to evaluate soil condition and perform infiltration test. The developer complied (see site plan with test pit locations). Evaluation of all 4 test pits verified the presence of a slightly silty sand, with i occasional gravels. All test pit walls remained vertical and stable after several days of exposure. This engineer performed saturated infiltration tests in each test pit. � 'I The southerly 3 test pits verified rapid infiltration (infiltration rates faster than 20 inches per hour). The northwest test pit experienced a less rapid infiltration rate (approximately 8 inches per hour). Analysis of the soil conditions at the northwest test pit did not encounter any excessive silt content. Hovvever, the test infiltration rate was slower than the other 3 pits. �� Recommended Criteria: Use 30 lineal feet of infiltration trench per 1,000 square feet of impervious surface. Utilize the central and southern portions of the overall lot for infiltration trench placemen# (avoid infiltration trench in the north and northwest portions of the site). Further geotechnical review of actual infiltration and drainage design is required. SUMMARY: • A geotechnical and infiltration evaluation of the property at 811 Hoquiam Ave. NE verified sub-grade soil suitability for infiltration. • Design the infiltration trench system for the central and southern portions of the overall site. • Use 30 lineal feet of infiltration trench per 1,000 square feet of impervious surface (parallel trenches must have a minimum of 6-foot spacing). • Further geotechnical review by this engineer is required of drainage design prior to permit approval. -' ; r = �� <'�,���y �,� �t;z� /I >� �.�� � = , 13 ' J I — rN r=_ Tn , " _ ,0 S�-1 �1 �)� 2 v u.,��10�.I 3 q� L�R = ?CkkJ �-t�.s� �2 � {^{ � ��� � � lVt � / , -7 - >/ , � - � i . Hmerican Classic Homes September 22, 2006 3/ Page 3 �-- • On-site geotechnical inspections required to verify proper installation of infiltration trenches. 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'a' � � � � � 1, -• � � �,���tt k N � , �� . ra �i, O � ���Y`.ys ��q �F aJ � '� �� i�� � y �... � }k�' ��p�"�',� ��,� , � •l ,� �..� � d �"" a ,;;, .� 3 ��� �,. a � Q Z � ,�i �'"' � r � � A � v! a� .F. � � � � � 0., S'4 �{?�T� � �"�4t,h���'�1�.� f� � � � .:y� k t'�,��N �"�. � %`�P._ r �' . � � � � � � ,,; .�„� "t �itx ��Q j�.. ,r -�7I � 4� ���_ ���G� r � ��� ��.�, w w Y`,�� ,,.� �. ���> ,. ��� �� "�'� � ;�'"'��'�s �; � k. , � ti r � `� � a .� � � ��; � fi " . - �; � � •�� 1 � ,�, .. ._ . k�� , � ��� . ,� ��� . a c� � r � ;s , ���: .��.�. ��� Jan 16 07 09: �3a D. Hruce, P. E. 206-546-8442 p. l 1 � Dennis M. Bruce, P.E. M.S.C.E., M.B.A. � Geotechnicai/Civil Engineer .w-�rUpdated January 10, 2007 Septernber 22, 2006 American Ciassic Homes P.O. Box 1830 Renton, WA 98057 Subject: Geotechnicat and Infiltration E�aluation American Classic Homes Multi-Unit Project 811 Hoquiam Ave. NE, Renton, Washington This engineering report presents the results of a geotechnical and infiltration evaluation of the American Classic Homes property at 811 Hoquiam Ave. NE, (Sunset Highlands area), Renton, Washington. This evaluation was requested in order to evaluate the sub-qrade potential fer on-site ir.filtratior. REFERENCES; • Multi-Uni. � �.;,�... � ��.,.. , _.. � :�. �.�.� �., _�.ti�.., � • Site photographs dated September 16, 2006 by C, , UNDERSTOOD BACKGROUND: The overall property at 811-Hoquiam Ave. NE is rectangufar in shape with approximately 180 feet ofi frontage (along Hoquiam Ave. NE) and approximately 135 feet of depth (see property survey and site plan). At the time of this investigation and report, the overalf property contained an existing single-#amily residence with access driveway in the central portion of the property. !t is understood that American Classic Homes proposes to demolish the existing house and construct a multi-unit development (4 buildings}. See project plans. The site is essertially flat with very liftle slope and no obvious geatechnical issues. � The project develaper desires to utilize on-site infiltration for storm water control. SGtLS • FGZJNDATlO1v'S • SITE DEVELOPMENT • 1NSPECTIDN • DRAIA�RGE • DESlGN � PER�'�11T • LcGAi P O. Box 55502 • Shore!ine, WA 98155 • (206) 546-9217 • FAX (206} 5a6-8442 ----•-- -- - ---- - ------------------- ---- -- - ---------------------- ------ --- - ------ - - p. Jan 16 07 09: 33a D. Bruce, P. E. 2�6-546-8442 2 American Classic Homes � September 22, 2006 (Updated January 'E0, 2006) Page 2 EVALU�►TION: 7his engineer had requested that American Classic Homes dig a series of soil test pits in order to evaluate soil condition and perfo�m infiftration test. The developer corrrplied (see site plan with test pit locations). Evaluation of all 4 test pits verified the presence of a slightiy silty sand, with occasional gravels. Atl test pit walls remained vertical and stable after several days of exposure. This engineer performed saturated infiltration tests in each test pit. The southerly 3 test pits verified rapid infiltration (infil#ration rates faster than 20 inches per hour). The northwest test pit experienced a less rapid infiltration rate (approximately 8 inches per hour). Analysis of the soil conditions at the northwest test pit did not encounter any excessive sift content. However, the test infiltration rate was slower than the other 3 pits. Recommended Criteria: Use 30 lineal feet of infiltration trench per 1,�00 square feet of impervious su�face_ Utilize the central and southern portions of the overaff lot for infiltration trench placement (avoid infiltration trench in the north and northwest portions of the site). Further geotechnical review of actual infiltration and drainage design is required. SUMMARY: • A geatechnicaf and infiltration evafuation of the property at 811 Hoquiam Ave. N� verifed sub-grade soil suitability for infiltration. • Design the infiltration trench system for the central and southern portions o#the overall site. • Use 30 lineal feet of infiltration trench per 1,000 square feet of impervious surface (parallel trenches must have a minimum of 6-foot spacing). • Further geotechnical review by this engineer is req.uired of drainage design prior ta permit approval. . � ; Jan 16 07 09: 33a D. Bruce, P. E, 206-546-8442 � p . 3 ' �American Classic Homes - S�ptember 22, 2006 (Updated January 10, 20087 Page 3 / • �n-site geotechnical inspectians required to verify proper installation of infilt�ation trenches. • Januarv 10, 2007 Update: This engirreer has worked extensively with civil / drainage engineer, John Pittman, P.E., regarding the proposed storm water system. This engineer has reviewed the proposed design and concurs that it is geotechnical{y viabfe with the site conditions. As requested by city of Rentan Memo dated December 19, 2Q06... The groundwatEr table exists at 1-foot beiow the bottom of the proposed infiltration trench. As previously stated, geotechnical inspections during instailation are required to verify sub-grade conditions and proper installation of infiltration trenches. It is essential that city of Renton clearly inform the contractor of the requirement for geotechnir,al inspections. lf there are any c�uestions, do not hesitate to cail. �S �,� I ����°`,�'`'"'� 'Q� � . ; ,4 y � �- o'�- , �°.� ���a3 .� . � Cj 4r,6y�.t��o � � �SSr����E�'G�� Dennis M. Bruce, P.E. r Geotechnical 1 Ci�il Engineer Exwr�s 11133� p DMB:abj