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"'t.. vi. �`.�:� ..,.��. �,..ieT`� _t,. ,�... , •._,:., s.� .r. fi, �..� .,�� • • � � • � � ra� • • • � � i ' � � �� /' t f • • � � � � • � i • • � 1 � w I 4 � • • ' � � � • • • ' � • � � .�r ._ :.. .� 1 t�.�k� _ t � .,. , - - - - - - � _ _:�._ . . _.: ,__ -- , . Chateau de Viile 110 Williams Avenue South Technical Information Report Prepared for: Chateau de Ville, L.L.C. 4847 California Ave. S.W. Seattle, WA. 98116 Contact: John Sugden Phone: (206) 937-7140 ��Ff' l�. 4�.� . �� i 30T84 �' r�� G��`_��. �SSI�-�'AL E'�G � l¢ � �XPIRFS:vI - o� ---E Prepared by: Sitts & Hill Engineers, Inc. ; 2901 South 40t" Street �i, Tacoma, Washington 98409 ' Contact: Marty Merriott Phone: (253) 474-9449 October 2005 Job Number 10,494 � TABLE OF CONTENTS SECTION DESCRIPTION NUMBER . I PROJECT OVERVIEW 1 II PRELIMINARY CONDITIONS SUMMARY 6 III OFFSITE ANALYSIS 7 IV RETENTION / DETENTION FACILITY ANALYSIS AND DESIGN 8 V CONVEYANCE SYSTEM ANALYSIS AND DESIGN 32 VI SPECIAL REPORTS AND STUDIES 33 VII BASIN AND COMMUNITY PLANNING AREAS 62 VIII OTHER PERMITS 63 IX EROSION / SEDIMENTATION CONTROL DESIGN 64 X BOND QUANTITIES WORKSHEET, RETENTION / 68 DETENTION FACILITY SUMMARY SHEET AND SKETCH, DECLARATION OF COVENANT XI MAINTENANCE AND OPERATIONS MANUAL 69 EXHIBIT "A" EXISTING DRAINAGE CONDITIONS EXHIBIT "B" PROPOSED DRAINAGE CONDITIONS �� 1 --, , , i SECTION I - PROJECT OVERVIEW The proposed project consists of the development of the 47-unit Chateau-de Ville condominium at 110 Williams Avenue in Renton, Washington. Four above grade residential stories are proposed with one underground level to be used for parking. The site will be excavated approximately 11 feet to altow for the below grade parking garage. The garage footprint will cover the entire site. The four residential stories above the garage will be set back from the site boundaries with grass and landscaped areas above portions of the garage area that are not improved otherwise. The site runoff, including roof drainage, will discharge directly to the existing storm system on Williams Avenue South via downspout collectors. The parking garage storm system, including the wash-down water areas will be collected and routed to an oil/water separator prior to being pumped into the sanitary sewer system. The pump system will be equipped with a backup pump as well as back-up power in the case of a power outage. The footing drains will gravity to ,;, a separate pump station and will discharge to the Williams Avenue storm drainage system. The i �,, existing site consists of a single-family residence and associated improvements, and a large ' ` yard. The post-developed peak runoff rate is less than 0.5 CFS more than the peak rate runoff for the existing conditions; therefore peak rate runoff control is not required. The post-developed peak runoff rate was conservatively calculated by calculating the entire site area as impervious surface. OiI/VVater Separator: The underground parking garage at the Chateau de Ville Condominiums will be equipped with four hose bibs. These hose bibs will be used to clean the garage area. Per code requirements of the City of Renton, the parking garage will require floor drains and shall be connected to a sanitary sewer system. Flows shall be directed through floor drains that are installed in accordance with the UPC to an oil/water separator. Assuming four hose bibs in the garage, each is also assumed to have a flow rate of 20 GPM. It is very likely that only one hose bib will be in use at one time, thus the capacity of the oil/water separator will need to treat a minimum of 20 GPM. Other code requirements include a minimum retention time of 15 minutes. The unit also must maintain a minimum storage capacity of 200 gallons. The oil/water separator we chose is model 660-SA from Utility Vault as required by code. This unit has a retention time of 15 minutes and has a storage capacity of 450 gallons. The above values meet or exceed code requirements. Specific information and dimensions of the separator unit can be seen on the attached detail excerpt from the Utility Vault electronic product catalog. -I - Page 1 of 2 K(ng County Buliding and Land Development Dtvislon • TECHNICAL INFORMATION REPORT (TIR) WORKSHEET - . . � - . . . , � � . I,I !�u o V I �,lE G ProectName CJ-(ar�I�U � V��IE '� Project o er j Address � � V Location 3 Phone — Township , Project Engineer l� /� Ran9e I Company � u� rj Section Project Size AC D.��C Address Phone s� Sr Upstream Drainage Basin Size AC I �,c� -9 . . . � Subdivision 0 DOF/G HPA 0 Shoreline Management � Sho�t Subdivision 0 COE 404 � Rodcery 0 Grading 0 DOE Dam Safety � Structural Vaults 0 Commercial � FEMA Floodplain 0 Other j [� Other �`'11.I L�—�M� L� � COE Wetlands � HPA • � � - Community G� O� ��N�N Drainage Basin � River�i�AR 0 Floodplain � Stream Q Wetlands � Critical SVeam Reach � Seeps/Springs � Depressions/S1�vales Q High Groundwater Table � Lake 0 Groundwater Recharge � Steep Slopes � Other � Lakeside/Erosion Hazard . Soil Type Slopes Erosion Potential Erosive Velocities r o- su��r � roo�r�a� J O AddiUonal Sheets Attatched 1/'90 Z_ Paga2oi2 King Counry Buildtng and Land Development Divislon TECHNICAL INFORMATION REPORT (TIR) WORKSHEET . , . � � . , � REFERENCE LIMITATIOWSITE CONSTRAINT 0 Ch.4-Downstream Analysis � 0 0 0 O 0 Additional Sheets Attatched � � MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION Sedimentation Faalities Stabilize Expased Surfaoe ', Stabilized Construction Entrance Remove and Restore Temporary ESC Facilities I, Perimeter Runoff Control Clean and Remove All Silt and Debris ! � Clearing and Grading Restrictions Ensure Operation of Permanent Faalities � Cover Practices Flag Limits of NGPES � COf1SlNCtlOf1$6qU9�C9 � 01t1Af 0 OthAf � , � Grass Lined Channel 0 Tank � Infiftration Method of Analysis � Pipe System 0 Vault 0 Depression �S 0 Open Channel � Energy Dissapator � Flow Dispersal Compensation/Mitigation O Dry Pond � Wetland � Waiver of Eliminated Site Storage 0 Wet Pond � Stream � Regional Detention Brief Description of System Operation Di��C r �1�'�/-�/J/�� Facility Related Site Limitations � 0 Additional Sheets Attatched Reference Facility Limitation • . . - Q Drainage Easement 0 Cast in Place Vault � Other � Access Easement 0 Retaining Wall — O I L V(/�� Q Native Growth Protection Easement � Rockery>4'High s� aR�� Tract 0 Structural on Steep Slope — PU(-�p S��Q� � Other • . • � I or a civil engineer under my supervision have visited the site. Actual • site conditions as observed were incorporated into thls worksheet and tha attetchments. To tha best of my knowledge the Information provided here is accurate. �°'°"' 1/90 _ 3_ : i 660-SA OIL WATER SEPARATOR _ 450 Gallon Capacity � i x � -, ,_,_,_ -�-�-�-,- _,_,_,_,__, -- -�-- �- Top Section -==�'-=�'- _�'� ' �- � _,�- ,_,_,_,_---, No. 660-ST -� _,_,_,_,_,_,_,-,- �-�_�_�-�-�_�-� �-��,-�-�_�-�-�-�-�-, __,_,_,_,__,_,_,__,_,_,_ I �-�-�-�-�-�-�-�_�_�-;��_�_�_�_ 1.3�0 Ibs. x -"-T'�c�17--i71-_,_iii_-1iS-_,-1=---- I __-_ iii-� i i-i-�-�-�-i-�-i-i-,-i-�-�-_ _ -�-'-�-�-'-�-�-�-�-�-'-�-'-- _i_i_i_,_i_i_i_i_i_�_,_i_�_,_�_,_,�_ - -�-�-�-�-�-�-�-�-�-�-'-�-�-'-- y� 6,. ---�-�-�-�-�-�-�-�-��1T'-'_'_._� � -'-�-�-�-�-�-�-�-'- --- I _ �_�__�_ I o i-�-i-i!T-T_717==�'- i-i-.-�-i- i-�- -�-'-�-��i-�-� - I �_�� - -i��7- i�_i_,_ i_�_�_i�i_i_ - -�-�-�-►�-�-�-� I _i_�_i_�_i_� I _I _'-' � i-i-�- I � x I Outlet Pipe With Sampling Tee � By Others I � I I I � Inlet Pipe W�th Sampl�ng Tee 8y Others 6'-0" 0 0 5'-6" 0 VBU�t NO. 66�-$B p 5,'SO 'bs. a o � 0 .� '.0 �C ID • 6 '� Q 0. A �. .� � 4�-0.. ° UT/L/T Y VA ULT� Coven Availabla With NonSkid Surtace a division of OOldoastle Precas��nc. P.O.BOX 588,Aubum,Washinyton 98077-0SE! Phonr 253�39-3500 Fan: 257-735-4201 For Dstails SN Rwersa Sida Wabaks:www.oldcastlsprocastcomlaubumrva 126 Copyrfght� 1976�OldeasW wer.s�:u+c 660-SA � OIL WATER SEPARATOR I 450 Gallon Capacity _ No. 1012P Galvanized No. 3030P Golvonized Diamond Plate Caver Oiamond Plate Cover� . 2 Ploces� 6�-0' \ 6,-� � Cleor Access Openn�gs � -a � 2�-a� 2 -�� ---� ��-Q � I + + � ' `�`'�'`'�'�;`'�'�`'�` I � I �— ��(\'• \;:;C I -�` ( �- o �� i:�:�.`:�:�::�:`:��`:�:�:�:�:� :::: A �`, � � ,� A � :%;�:;: ��;; %;%:;; � ' � _1 " �:% ;;� I �;;, ;;;;';�;;;;';; � — — — ��' ;�o�; �::�� : �� ;�,�;;� + + Siot 3/4" Dia. �ift Insert For Boffle ond Weir Plates 4 Ploces PLAN VIEW TrP1°� COVER VIEW I Cover Not Shown, See �over Plan 1 1/2� Dia. Lift Hole INLET PIPE 1 Each Side, 2 Sides OUTLET PIPE With Sampling Tee Controctor To Plug (Grout) With Sampling Tee By Others After Installation By Others � � .. ' - 1 � I OPTIONAL RISERS 6�, 12" or 18" Heights o ' � As Required � I �' io � I � O 1 ,' _—__ _0— —__--_— Q_— Oil Reta�ner � Baf`le • 0 L = I � Flow Diffuser � v i 1D Boffle H� �' � I c °J Grit/Sludge �3 Reta�ner Weir o_ a, ! � �n� vi ., � � � M I I 1 _ ' I ' • • . ,. ''y � I ' ��►- 1'-4" i'-0" -�-�-- ?'-9" 1'-11 SECTIaN AA SCALE: 1/2'=1'-0' •n.ms snown nr.sabj.ee ro cnarg•una,oue Noae.. 126.1 ^ S � All Rlyhts R�s�v�d luw: January,2001 SECTION II - PRELIMINARY CONDITIONS SUMMARY This site has historically been used for single-family housing. The topography, historically and currently, is very flat, draining in a northerly direction towards the Cedar River. Based on the site topography for the existing conditions, we are not changing the drainage conditions for this site. The proposed discharge will be to the storm drainage structures in Williams Avenue South. This storm sewer system conveys water to the north about one block before discharging into the Cedar River. There is an existing catch basin located on the east side of Williams Avenue South near the southwest property comer. Site runoff will be conveyed to this structure to discharge storm water from the proposed site. '_� � � . . �. � �. �,; Y , . xN • . . . . . �,;� . . . . � . .. . . .. g��• . . .. .. - . � .a. � . !. ' . . . £ _�.��' � . . . , . . . ..�-: . ',v �. .. . . > � .� . . . � .. . � . ' i t:� � � . � ' . . ' � �� . . .. ' . ' � - � ':k'��. �� ' �. �. • . � . � _ . . �, . . . . ! `��-'� � .. . . . . . .. � .. . . . . ��F� � � . . ... , . �� . . . - . . . ' 't. . . ".it' _ _ . . P ' ' . ��r _ _ _ � ! ��. . . . i - —�.. . � - 6- SECTION III - OFF-SITE ANALYSIS The runoff that leaves this site will be conveyed in an existing 8" Qs concrete pipe on Williams Avenue South. This 8" QS main drains northerly for approximately 700 feet before tuming in a northwesterly direction for approximately 200 feet to reach the outfall into the Cedar River. Due to the negligible increase (< 0.5 CFS) in the peak runoff rate for the 100-year, 24-hour storm event, flow control is not required. The existing downstream system has no record of flooding or over topping, and we do not anticipate the minimal increase due to the proposed project noticeably impacting the system. �{ . _ � _ SECTION IV - RETENTION/DETENTION ANALYSIS AND DESIGN Storm water will be collected from the rooftop and foundation drains and directed to the catch basin located near the southwest comer of the site. No detention or retention will be provided. The proposed project will result in a negligible increase in stormwater runoff to the existing system, which has available capacity. This is in conformance with the 1990 King County Stormwater Management Manual requirements. In determining the potential impact of the proposed improvements, the proposed project site was conservatively modeled as being entirely impervious. The resulting increase in flows over the existing site conditions will be less than 0.5 CFS during the 100-year, 24-hour design event. For the subsurface parking area, incidental flows will be pumped into the existing sanitary sewer system after passing through an oil/water separator. A two-pump system will be utilized with the pumps alternating usage. A similar design has been done for the footing drainage conv�yance system. , ; Please see the enclosed calculations for the overall site calculations and pump systems. ,, � 8 _ KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Infiltration facilities must be desipned based on infiltration testin� and a soils repon prepared by a professional civil enpineer with expertise in soil en�ineerinp. To maintain outflow rates of the infiltration tanks and ponds, all inflow must be pretreated for sediment removal (see Section 5.41. An emerpency overflow path must be identified for infiltration facilities and no'ted on the en�ineering plan. This overflow path must be analyzed to meet the requirements of Core Requirements #1 (see Section 1.2.1) and �2 (see Section 1.2.2) for the 100-year, 24-hour duration design storm, except Downspout Infiltration Systems (see Section 4.5.11. Infiltration facilities may be especially useful in the followinp circumstances, provided the proper soil conditions are present and all requirements can be met. (1) The proposed project discharpes to a closed depression. (2) The p�oposed project discharges to a severely undersized conveyance system that restricts the runoff volume that can be accommodated. (3) The proposed project is in a Critical Drainage Area requirin� runoff volume control. Exemptions From On-Site Peak Rate RunoH Cor�trol On-site peak rate runoff control will not be required for a proposed project in the following situations. Nealioible Peak Runoff Rate Increase': / (1) The propased project site post-developed peak runoff rate for the 100-year, 24-hour duration desifln storm event is calculated for each discharge location$ t� be less than 0.5 cfs more than the peak runoff rate for the existinfl site conditions; OR, � (21 The project proposes to construct 5,000 square feet, or less, of new impervious surface. � Direct Discharae: The proposed project will discharpe surface and stormwater runoff without on- site peak rate r�noff control directly to: A Reyionel Fecility. Direct discharge of surface and stormwater runoff to a regional facility will be allowed if: o the facility has been demonstrated to adequately control the proposed project's increased peak rate of runoff by an adopted King County basin plan or by a detailed drainafle analysis approved by the SWM Division; AND o the facility will be available by the time of construction of the project; AND - o the conveyance system to the regional facility can accommodate, with no significant adverse impact to the drainage systems, the design peak runoff for the proposed project site and the equivalent area° developed to the full zoning potential. ' Proposed projects in adopted critical drainage areas, basin plans and community plans requiring peak runoff rate or runoff volume controls more strict than standard controls shall �ot qualify for this exemption. 8 A threshold discharpe area is an on-site area which drains to a sinple natural discharge location or multiple natural discharge locations.that combine within 1/4-mile downstream. B The equivalent area is the area tributary to the receiving water body equal to or less than the shortest, straight line distance from the discharge point from the receiving water body for repional facility► to the furthermost point of the proposed development. � 1.2.3-5 11194 _ q - _ �� . _ , , - ) � 1 D ) '�1�:1 ' 1 l . � fi►�p °i : �;�1 �►�/ - COPYRIGHT 2000�BIJlQ✓�76f:/�lJ�del,c� �-z- w .., _- - -- -n'" � �j��- �r' ' - i-. , � v� ia m�i� .-r� � ,,, q w �y > --� —�� -�- - � p • ��H .�,r � �.. � ,xnf�I ; � 35 Av ��!(Il �Y ` . �.•. . t „� �• l; �V � I'. �i, (1V �wn.t� i�cMtl � ni o� �4 ix' �{''�� ' ' :,� III'lll, � � ' �. 11119�t . � �rn �ri+ O T`c'o �� . � � h,� I � ,, , • .'.�,nv m',I� i 1,� ;��` ,.�J;' g~ d,o d o� � 1 � . , i �r � i;F , , i•. n'•:Yf/I. . � s i;' � 'F',� ��t pp .� o 'y (� �L ,D4�.L �, �'� � •. � I I. il I I I� �., .�AV 111411�� 3S '" 2 tC•`•'�.-_p n � c +� y '-. �'a o \°� �, �a�o � � . ' �. 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M- �; ,. • • . .�� .. � . ,� • �� , • I�� _ � , . , � . . . . . � ��l�1� ` . . � ��,,�,; �� • • • �� • ' '�,�I��%?�' ' . . � . ►!,-��,r . . ;�!- � . � _--- — _ �. — — , ` ��y,��_ - .. . • ,� KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.2[i SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS �.{ SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type tA rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SOIL GROUP LAND USE DESCRIPTION A B C D Cultivated land(1): winter condition 86 91 94 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 Wood or forest land: undisturbed or older second growth 42 64 76 81 I Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 8� 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. I good condition: grass cover on 75% , or more of the area 68 O 86 90 ' fair condition: grass cover on 50°6 � to 75°k of the area 77 85 90 92 ; Gravel roads and parking lots 76 85 89 91 _ , Dirt roads and.parking lots 72 82 87 89 { �'t Impervious surfaces, pavement, roofs, etc. 98 98 98 98 I Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 � � Single Family Residential (2) Dwelling Unit/Gross Acre °�6 Impervious (3} 1.0 DU/GA 15 Separate curve number 1.5 DU/GA " 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 Planned unit developments, °� impervious condominiums, apartments, must be computed commercial business and industrial areas. (1) For a more detailed description of agricuttural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining•pervious areas (lawn) are considered to be in good condition for these curve numbers. � 3.5.2-3 , 11/92 �S - gXISTING SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECZP(INCHES) 2, 24, 2 ---------------------------------------------------------------------- ******'************* S.C.S. TYPE-lA DISTRIBUTION +:+,r++*++***+#*,r,r,r:* ********* 2-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* - ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 0.48, 78, 0.07, 98, 29 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .6 .5 78.0 .1 98.0 29.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .04 8.00 1289 ENTER [d:] [pathJfilename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a:/10494/E2y SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP n STORM OPTIONS: 1 - S.C.S. TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FZLE SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 10, 24, 2.9 ******'*'**********• S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- I ENTER: A(PERV) , CN(PERV} , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 0.48, 78, 0.07, 98, 29 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .6 .5 78.0 .1 98.0 29.0 : � 16 , � PEAK-Q(CFS) T-PEAK(HRS) VOL(C[J-FT) .10 7.83 2509 ENTER (d:] (pathJfilename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: • d:\10494\ElOy SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP n STORM OPTIONS: 1 - S.C.S. TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION{HOUR) , PRECIP(INCHES) 100, 24, 3.9 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 0.48, 78, 0.07, 98, 29 DATA PRINT-OUT: AREA(ACRES) PERVIOUS ZMPERVIOUS TC(MINUTES} A CN A CN .6 .5 78.0 .1 98.0 29.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CiJ-FT) .19 7.83 4055 ENTER [d:J [pathJfilename[_ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a:\10494\E100y '�� 3 Qr � Qa'� _ �-� .. � � Proposed SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFAL� DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(ZNCHES) 2, 24, 2 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION *************+*t*:,r* ********* 2-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* _ ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 0, 80, 0.55, 98, 6 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .6 .0 80.0 .6 98.0 6.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .27 7.67 3542 ENTER [d:J [path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a:/10494/P2y SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRZNT, S - STOP n STORM OPTIONS: 1 - S.C.S. TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 10, 24, 2.9 ------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION **+*****•**,r***+:*- ********* 10-YEAR 24-HOUR STORM **** 2.90" TOTAL PRECIP. ******- -------------------------------------------------------------------- ENTER: A(PERV) , CI�!P�'RVl , A!_:�'.PER'�'1 , CV!I'�7?ER`J1 , TC FOR BASIDI '_�10. _ 0, 80, .55, 9c, 5 DATA PRINT-OUT: AREA(ACRES) ��R'JICliS I:v?PE�VIOUS "_'C(h:Iv�JTES} A CN A CN .6 .0 60.0 .6 98.0 6.0 — I� . a PEAK-Q(CFS) T-PEAK(HRS) VOL(CtJ-FT) .40 7.67 5327 ENTER [d:j [path]filename(.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: . a:\10494\P10y SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP n STORM OPTIONS: 1 - S.C.S. TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FZLE SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 100, 24, 3.9 ---------------------------------------------------------------------- ****�*************;* S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **'* 3.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 0, 80, 0.55, 98, 6 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINU'i'ES) A CN A CN .6 .0 80.0 .6 98.0 6.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(C[J-FT) .54 7.67 7317 ENTER [d:] [path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a:\10494\P100y Increased Peak- Existin Pro osed Increase QZ 0.04 0.27 0.23 ` l0 0.10 0.40 0.30 1� 0.19 0.54 0.35 - �q- , , SITTS 8� HILL ENGINEERS , INC. DESIGNED��_DATE /d � ��oe /�9S`� TACOMA,WASHINGTON (253)474-9449 CHECKED DATE SHEET PROJECT_��Z��V �EVJ L.L � OF . . . . . . . . _ . 1 . . . . _ , � , , . _ . �_. . . . _ . . . . . : � L:o�r:�K._ � I/et.AGiT�_ iN P/�t–;=� :-_ _ , _ _ _ . _ . . : . – - �-__ . - � _. . ---�---- ___— � - - _ , . : _ � . 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C�; S, �. _ `F d $��:: I�� il�1 � 'u°i: { ,II,, �I I � HYDRt1MAT1C ``T �� SPD104H Shown Pentair Pump Group _�3- ' i � ! 1 • - . - - ' . FEATURES The Hydromatic SPD50H/100H submersible pumps are specifically designed to meet the demands of septic tank effluent applications that require a "high-head°, dual-seal pump. The SPD50H has a powerful 1/2 horsepower motor, while the SPD100H comes with a 1 horsepower motor. Both pumps are standard 2 inch NPT discharge pumps, with 3 inch versions optional, and available in automatic and manual configurations. The SPD50H can handle capacities up to 110 gallons per minute and heads to 50 feet, while the SPD100H handles capacities up to 140 gallons per minute and heads to 63 feet. These pumps features a high-quality cast iron pump volute, motor housing and seal housing construction that help to ensure a long service life. The pump's non-clogging, two-vane, cast iron impeller, which is threaded to a stainless steel shaft, is capable of handling up to 3/4 inch spherical solids — providing long I'rfe in demanding applications. A seal-failure sensor probe (for connection to a seal failure alarm) is standard on three-phase units and available as an option on single-phase models. Two carbon and ceramic-faced mechanical shaft seals are mounted in tandem to provide double protection against water entry for a long, leakproof life. The SPD50H/100H's oil-filled motor provides superior cooling characteristics, allowing the motor to run cool and � • � quiet for years. This oil-filled.design also provides permanent lubrication of the shaft bearings, minimizing maintenance and extending the service life of the pump. In addition, to protect against overheating, the motor windings contain an automatic reset thermal overload protection located in the accessory control panel. Automatic models (1/2 HP) feature the exclusive Hydromatic diaphragm pressure switch, which provides proven reliability in installations where a float might hang up. It also �� - incorporates a unique piggyback . �� _�� plug arrangement, which allows for �� simple conversion �, �- g �� to manual opera- `� tion by simply �� I � 'i removin the �I� 9 switch lu and P 9 inserting the motor plug directly into SPDl00H Shown the electrical outlet. SPD50H Shown Page 2 _ ZC� — ' � i i 1 • - • - - ' • BENEFITS The SPD50H/100H are Completely submersible, A. Water-resistant powe�cord has a compression-fit "high-head", dual-seal pumps for use in septic tank connection and an epoxy potting for double efflu2flt appllCatlOflS. protection against water entry. Lengths of 10 and 20 feet are available with molded plugs, depending on model variations. Automatic models (1/2 HP) feature the exclusive Hydromatic diaphragm pressure switch B• Oil-filled motor provides superior cooling and with piggyback plug-in arrangement. Proven reliability Permanent lubrication of bearings, minimizing fOC automatic operation If1 installations where a maintenance and extending service life. float might hang up. Switch is easily serviced and C. 1�2 or 1 HP capacitor-start motors provide may be disconnected for manual operation. maximum starting torque. Motor windings contain automatic thermal overload protectidli (1e). D. High-quality cast iron construction of pump volute, motor housing and seal housing provide long life. E. Upper radial- and lower thrust bearings are � heavy-duty, single-row ball bearings that are permanently lubricated for service-free life. F. Discharge is standard 2 inch NPT(3 inch is optional) ; ��' G. A seal -failure sensor probe (for connection to a ' � µ��'""'- seal failure alarm) is standard on three-phase units � � .. � �:�.; �;�=��(=�~Y and available as an option on single-phase models. ka: 'A^� e� . '� ' � � H. Two carbon- and ceramic-faced mechanical �T ��. ' �-��-� shaft seals are mounted in tandem to provide �- ''�� t � � double prot=-� -- - - --� -. -- -- • . -- - -- � leakproof lif� � � �r� " - I. The non-clogging, two-vane, cast iron �mpeuer, which is threaded to a stainless steel shaft, i • �f. � ' efficiently handles up to 3/4 inch spherical solids- �j �-r� ��' �,�� _ providing long life in demanding applications. a '�� . � � � � �, n.; J. Bottom inlet has no screen to become clogged, }r � providing optimum pump performance and � -'' � - � minimal maintenance. ��` z,�- , � _ 4_� -- �_ _ 1 ��qr j � �+�' .�'"� �, � . " +� l'_1 �r --- ,11T� ,�r -- — t.; : ,�..._ __ _ - � �^ -;� r.s:�'�. � 'Y� .�' �t _ ^4�,�� :f� 0 •a - I� HYDROMATIC � �� Pentair Pump Group Page 3 _ZS- ' � 1 ! � . - . - - ' . Deta i Is Pump Characteristics Performance Data . /Motor Unit Submersbk 64 Manual Models(50) MH1 MH2 MH6 MH4 MHS Autanatk Models AH1 AH2 - - - H ower 1/2 r Full Load Am s 14.0 7.0 4.0 1.8 1.5 W as Motor T Ca aator Start Three-Phase p �HP R.P.M. 3450 = Phase H 1 3 � VoRa 115 230 200 460 575 a 32 Mlaival Models(100) MH2 MH6 MH3 MH4 M5 } Automatic Models AH2 - - - - � H r 1 0 16 1/2 HP FWI Load s 9.9 5.5 5.2 2.5 1.5 � Motor T T1ree-Phase R.P.M. 3450 Vo�g 230 200 230 460 575 �o z4 as �2 77 ss �2o isa N� � CAPACITY-U.S.G.P.M. 0 ration IMerndtterrt T rature 140'F Max Fluid T Dimensional Data NEMA Desi B Inwlation Class B Disdia Size 2"NPT(3" t.) 7-78 aiu (Z�) SoGds Handlin 3/4" �10e� sire / 149) � VIII�W@I� 73 bs. ` 2 NPT 45/8 � Power Cord:SPDSOH 14/3, smv-a ,o, „sv_,o��a.c2o� �>>� j51� opt)-14/4,ST1N-A,1e,115V=10'(20'opL)-16/3,STVY-A,1e, ` 1 230V=20'std:1 fi/4,STW-A,1a,230V=20'std.SPD100H 16/3, 4-1/8� �ios� 1 ST1N-A, 10, 230V=20' std:16/4, ST1N-A, 1a, 230V=20' � std.•18/5,SiVY-q,3�,200V,230V,460V or 575V=20'std �? i ie � � Materials of Construction "�'' � � __ , - Handle Steel Wbricatin Oil Dielectric Oil � Motor Ha�s' Cast Iron Seal Housi Cast Iron Pun Casi Cast Iron i ,s-ara Shaft Stainless Steel "'� 10°� (378� 12-7/8 (327) Mechanical Seal Faces:Carbon/Ceramic Shaft Seal Seal Body:Brass � 6 $pfID9:St81eICSs StCC) (15z1 II Belbws:&ew-N i };�i6 Im tler Cast Iron I U Bear Si le Row Ball Beari II IOWCf BCef Si le Row Ball Beari All dimensions in inches.MeUic fa internauonal use.Component dimensions may vary:1/8 inch. i Dimensional data not for conswuion purpose unless certified.Dimensions and weights are approximate. Base Cast Iron On/Off level adjustable.We reserve the rght to make revisions to our product and their specifications �� Faste�ers Staidas Steel wicnouc nocice. 'i -Your Au�farized Lxal Disfribu�or- � I� HYDROMATIC 4' !, Pentair Pump Group ' USA CANADA 1840 Baney Road Ashland,Ohio 44805 I50 9001 CertiFied 269 Trillium Drive Kitchener,Ontario,Canada N2G 4W5 Tel:419-289-3042 Fax: 419-281-4087 www.hydromatic.com Tel:519-896-2163 Fax:519-896-6337 Item#:W-02-6130 1/01 E _26 - � � r� HYDROMATIC 8300 Mer�ury Level Float Swit�h . FLOAT SWITCH —CONTROL DUTY Weight Steel Tube 8300 Mercury Series— NarrowAngle Float Switch Mercury Switch GENERAL e� � Designed for accurate liquid level control in many ll applications including sewage environments. C -L US Float The float switch can be utilized to signify specific LISTED water levels or for direct alarm actuation. O O SWITCH VARIATIONS Normally Open (N/O) —Yellow Float The contacts are open (or offl in the hanging SWITCH SPECIFICATION' position. As the float rises 1" (5°) above horizontal, g300 series mercury float s.ti�,�r�es arC uc��gr�eu the contacts become closed and actuate (turn on) operate under the following parameters: the switch. This float is generally used in pump down applications. Minimum o�e�a'�^� �� Normally Closed (N/C) — Red Float temperature -- _ ---- _ _ ___---- The contacts are c osed (or on) in the hanging Maximum operating 17G F position. As the float rises 1" (5°) above horizontal, temperature the contacts become open and actuate (turn offl the switch. This float is generally used in pump up Electrical rating 10 A-120 vac, applications. 3 A-240 vac FLOAT SPECIFICATIONS Actuation point 1" above / below Durable polypropylene material construction. Solid horizontal polyurethane foam intenor. Leak proof, shock proof, and impact resistant. Resistant to sewage and POWER CORD SPECIFICATIONS wastewater applications. For use with intrinsically Conductor cord — physical Chlorinated safe circuits. polyethylene CORD WEIGHT Cord Diameter .290 O.D. Zinc plated cast iron (1.22 Ibs.). Split weight design Electrical for N/O or N/C 18 awg 2, allows for easy adjustment. Design allows for secure type SJOOW, and permanent attachment to cord. 300 V Electrical for SPDT switch 18 awg 3, type SJOOW, 300 V Pentair Pump Group Pentair Pump Group, 1840 Baney Road Ashland,Ohio 44805 Tel:419-289-3042 Fax:419-281-4087,www.hydromatic.com Item#H-02-6400 2/04 �2�� I � . � Versatile, indoor or outdoor liquid level alarm systems. � _ Q-ALERT - indoor alarm system 1"� Q-ALERT XT - outdoor alarm system S� �L � � � �� _ _ . ��- .r � :� .. _. _ � __ - - _ �£ _ s� �-��,� ;� �� ! ��g � �� - �A r � :'_ .:, ;*a, ' � � 1� ,s x = a •-� � J� ' .x a-. s�5 .� ;� '� � Y.- ' y �v�y' � � .a.. �I:� #�,.`t�:,� < l a { i. 3 j �.€' . f n� 4 `•,�, �� f�i�� Y�� .�' ., t _� � � .�'� r Applications: These quality alarm systems are designed to provide a dependable high or low liquid level warning device for residential and commercial applications. The Q-ALERT XT alarm can serve as a high or low level alarm depending on the float switch model used. A potentially threatening liquid level condition is announced by an alarm horn and a red beacon which can be seen from all directions. Common applications include lift pump chambers, sump pump basins, holding tank sewage systems, and irrigation systems. Ir��j° HYDROMATIC �a Pentau Pump Group _2�� !� � - � • Features Features Q-Alert for Ir�door Use and Q-Alert XT for Indoor / Outdoor: • Automatic alarm re-set • Alarm silence switch �.� _ - • Alarm test switch ��=� - • Alarm system (when installed on �k �� separate circuit) operates even if pump ��`� _ ��- � circuit fails � � :i:•, M '� �� • Complete package includes standard .�i'�!_ Sensor Float� control switch with 15 feet ►..�: - (14.57 meters) of cable and pipe clamp for mounting and 6 foot (1.8 meter) power cord • UL Listed • CSA Certified • Two-year limited warranty Indoor Model: Q-�lert Qptions: This alarm is availabl� • With auxiliary dry contacts r� attachment of remote devices • Premounted terminal block so enclosure can also be used as a junction - ��-,° � box for splicing pump, pump switch, __- - and power � - �g -;:� - �; rt� _ �� # . ¢ � . :� -� f; >, - - �_ Indoor / Outdoor Model: Q-Alert XT I� HYDROMATIC � Pentair Pump Group Page 2 _Zq - : Installation Instructions � � , To avoid serious or fntal electrical shock, tum off power source before installing or adjusting this device. A qualified service person must install this product according to national and local electrical codes. Do not install in hazardous locations as defined by the National Electrical Code, AN51/ NFPA 70. INSTALLING THE FLOAT SWITCH 1. Determine desired acfivafion level(see Figure A).To adjust ac6vation level, - move pipe clamp up or down on discharge pipe. ' 2. Tighten pipe clamp around the discharge pipe at desired activafion IeveL f� Keep switch cable behveen strap and pipe to help prevent slippage (see Figure B). ,x� ,.,_ �, . y � � :�approx�matet; 3. To lock releawble tab, run remaining strap between releasable tab and F{,. , � ., � ,�`ottivction;level` head. Pull tighdy. 4. To eliminate obstruction to switch,tuck strap back through clamp head - (see Figure B�. �- `�`�- �-_ _�� _ 1#w ;,: INSTALLING THE ALARM secure cable �� `�' 1. Mount alarm box using existing holes in back oF box.To ensure water-tight between strap � seal, use screws and sealing washers included with alarm. and pipe "� ' 2. DeteRnine "conduit-in" locations on alarm (see Figure C). Note: When - used with a pump application, connect alarm to circuit breaker separate � from pump circuit.This allows alarm to continue to operate iF pump circuit clam P � � should Fail. head 3. Dril) holes for conduit entry,taking care not to damage bosses inside the alarm box. le tab 4. Attach conduit. If alarm includes remounted termina)block option,refer now to Fhe connect wire leads for beacon Terminal BI«k Option Installation fnstructions. 0 0 0 0 5. Bring float switch cable through conduit and wire to terminal strip positions � FI and F2 on alarm cover(see Figure C). O O � 6. Wire"power-in" conductors to terminal strip positions Ll (line)and N (neutral)and ground wire to ground termination post(see Figure C). Note: ground f :,; O O termination If terminal bl«k option is used,attach ground wire to lek terminal 4 as post \� shown in Figure A of Terminal Block Option Installation Instructions. �� 7. If remote device is used,connect to terminal strip for optional auxiliary dry ° ° ° � ° contacts as shown in Figure C. 8. Connect wire leads From circuit board to beacon as shown in Figure C. � � powe� float switch 9. Attach alarm box cover using the Four pre-installed screws. r^� c c � conduit-in conduit-in 10.Turn on power. �v c� o � o I«ation I«ation 1 1. C h e c k i n s t a l l a t i o n b y m a n u a l l y ti p p i n g fl o o t s w i t c h.T h e a l a r m h o r n a n d S o_ � �` � �, beacon should indicate an alarm condition. '~ '~ � o o ►enninal strip for � � optional auxiliary 12. Push silence switch to test silence Feature. � o dry contacts 13.Test unit periodically to insure proper operation. � I� HYDROMATIC �� Pentair Pump Group Page 3 — ��- Specifications Voltage: 120 VAC, 50/60 Hz, 7 watts max. (alarm condition) Enclosure: 6.5 inch x 4.5 inch x 3.0 inch (16 �� m X �� 4� �m u � F'' . � d�or wPather�ronf therm��l��tic. Auxiliary Alarm Contacts: �:;pt�c��a�;: � ar,ps, �� `�A�, ��i�J F-i� Alarm Horn: 82 decibels at 10 feet (3 meters) Alarm Float: Sensor Float�" control switch with pipe clamp Cable: 15 feet (4.57 meters) of flexible 16 gauge, 2 conductor SJOW-A (UL), SJOW (CSA), water-resistant, neoprene (CPE) � Housing: 3.38 inch diameter x 4.55 inch long (8.58 cm x 11.56 cm), impact resistant, non-corrosive, PVC plastic for use in liquids up to 140'F (60°C) Switch: Reliable float switch rated for minimum 250,000 cycles Dimension Data - Q-Alert Dimension Data - Q-Alert XT 4" 1/8 � -- .,�.85) ? � 6• 7"1/2 �� _ _. (152.4) -� (190.F �-� Y J � � �� I J� $� �:: � . ..� . _ ��':r � 4�= �� 4"3/4 (120.65) 4" 1/8 2"1/4 (57.15) (104.78) All dimensions in inches.Metric for intemational use.Component dimensions may vary All dimensions in inches.Metric for intemational use.Component dimensions may vary :1/6 inch.Dimensional dah not for construction purpose unless certified.Dimensions i 1/8 inch.Dimensional data not for construction purpose unless certified.Dimensions and weights are appraximate. ONOff level adjushable. We reserve the right to make and weights are approximate. ONOff level adjustable. We reserve the right to make revisions to our product and their specifications withaut(2 inshnces)notice. revisions to our product and their specifications without(2 instances)notice. -Your Avdwrized L«d Distribuior- Ir�� HYDROMATIC �� Pentair Pump Group USA CANADA 1840 Baney Road Ashland,Ohio 44805 �+�+.hydromafic.com 269 Trillium Drive Kitchener,Ontario,Canada N2G 4W5 Tel:419-289-3042 Fax:419-281-4087 I50 9001 Registered Qualiy System Tel: 519-896-2163 Fax: 519-896-6337 OO 2001 Hydromatic• Ashland,Ohio. All Righh Reserved. Item#:W-02-6930 5/01 SM � � � � SECTION V - CONVEYANCE SYSTEM ANALYSIS AND DESIGN � There is no onsite conveyance system for this proposal other than the roof downspout and footing drainage systems. The downspout system will consist of PVC pipe at a minimum of 1% slope. No calculations are required for this system, per the 1990 King County Stormwater Management Manual. Likewise, for the footing drainage system. ' I ��Z� SECTION VI - SPECIAL REPORTS AND STUDIES Geotech Consultants, Inc. investigated the site soils. Soil conditions were found to be representative of"B" group soils. The geotechnical report and exploration boring logs are included with this report for informational purposes only and are not intended to support any of the Civil design aspects of this job. I _ 33 - : AUG-12-2005 11 :00 AM TSA ARCHITECTS 425 401 0630 P. 02 VVlu.ii �v�r � .- . . t3�6 l�or►hetll 20th$ttee�9uita 16 G E C�'I'E C H 8�usvua W�hin�os 98C05 CONSiJLTA.N'I'S, INC. ta2s��a�-s61a F�►x caas5�a7•es6� • Augual9, 2002 JN p2244 Fir�t P�actflc Development a650 Califomfs Avenue Soutflwset,#2Q0 Seettl0, Waahington 981i8 � � Attentlon, Jehn Sugden v!a racsimNe; (206) Q3r-9 760 Subject; Transmlritl L�r—O�oteahnlcal Etlglr►�rt�� ttidy Propoa�d Chst�au de Vflle Mlxed�.lse Bufldinq 110 WIIIlam6 Avenue� South Renton, Washlnpton _ Dear Mr. 9u�den: We �re ples�sed to present this Qeatechnical englneer'ng report for tne mlxed-use build�ng to � constructed In Renton. The �cope of our servio�r, consJsted o! explorin� �Ite surface and subsurface condltlons, and then developing thl� raport to provide r�commend�tlons for generzl earthwork ansl deslgn crttsrla for foundationa, retaming walle, and t�mporary shoring, Thls work w�s Authorized by your acceptance Gf our proposal, P-S79�S, dated Jurt�6. 20o2. Tha attached r�port contains a discussion of the study �rd our rocommer�dsdons. PkBse c�tect u� if there arc any questio.�s reQerding thls report, or fo� further asslstanca dUrine the desi9n e�nd constructicn pha�es of tnis project. Raspectfuqy subm�te, GEQTECH CONS��TA�. t. ;� ,'• �� Marc R, Id4cGlnnis, P.E. PrinCipal KTHIMRM: esm OEOT�CM CONSU�TANTS,�NC. _ 3� _ AUG-12-2005 11 :01 AM TSA ARCHITECTS 425 401 0630 P. 03 �8/�y��tl�� L��tµ ML'JfMfV�va � I GE07ECHNICAL ENGINEEWNG STUDY Propo��d Ch�toau d�Vilte Mixed-Us� Building . I 110 WIlliam� AvenuB Soutts Renicn, Wa�shinaton ' This report pres►enta the fintlings and recOmmendation� ot our geoEechnic�{ angineerino �study for ttw alte af the propo9ed mixed-use bufidinp ta be loceted et 1'JO Williams Avenue South in Rer�ton. We were provlded witf� archit�ctural plans, whlch inclucied topogr8phy and bu;lding cross sections. TS�I�+Archltects dev�lop9d theSe p1A�s, which e�b dated JUIy 12, 2002. �esed or the9�3 plana, a►�d discusaions wlth John 5ugden of Flrst Padflc Deve{opment, we underetand tflat the buUding wilf ccnsist of approxlmately faur stvrles of �asidentlal space over one fJoor of undergrvund garage space. Svme commerclal space rn�y be provfded on the main fl�ot. The proposed flnlsh flear of elevatlon of the garage is !� be 30 feet, and ihe exlsting site gtace is at approximately 4o faet. Therefore, cuto of approximafeiy 11 fe�t�re�nficipated for con5trueEion af foundations. ' SIrE CONQlF14NS , SURFACE � The Vicinity Map, Pl�te 1, Illustratas the bc�tlon vf ih� she, The site ie pen�rally shaped ae s i r�ctenole anr! �s reEstively flat, The property contains an existing residence {110 Willi�ms Avenue South) locsted In the r,enter of the southern haff. A �rna41 de�tacn�d gar�ge is loc�ted In the very seuthe�etem comer �f t��e aite, wkh drivevv�y accesa trom Will�am Avenue South to th�weat. The �euthem h�lf of the properry i� aurrounded on the sotrth, easl; and north sides ni the sit� with a 3- foot-tall cvnerete wall. The north hatf of tne pro�erty is currantly undeve►Ipped. The properr� to the ��st contafns a on�story, multf-family bullding thet i� sltuated �pproxirnately 4 te�t from Me common property qn�. The footfng for thi9 building appears to be ra�ting within 8 mche6 of the exEstirp grade and exhibits � fbw smafl, h�irline cracks. Tne propsrty to the north conta!!�re s emall garage/shed In its southeast r.emer that fs only a few of ieet from !he cornmon property !i� The property to #he south conta�ns a single-fsmily resl�encc with 9 fu�f baeement. The footingis 4or this reskienc� eppe�r to be located approxkrrtately b fe�t below the existing grade and it ;s set back frvm the common property Ilne a dl�tanc� cf approxfrnataiy 7 feet. The stn�ciures to the north anc the eoc�tti als� ext:iblt small cr�dts, indlcating that excesslve foundatian settfement may hnve xcurred in the pas;. SUBSURFACE 7he sub�u�fsce cOndttbns were exp;ored by �illing two tesi boringg at the appreximate lacatlons shown on the Site �acplereton Plan, Piate 2. These borin�s wer� conducted to �upplement the Infiorms�tinn evailable from khe previaue mre� bari�qs th�t had bsen drilled on the site in 1998 by Assocl8t�d �arth Sclences (AES}, Our explaration program was b�ed on the praposeo constn:ction, artticipated subsurface COndltion6 and those encountered durfng exploratior, and the sCope of wQrk outfined In our proposal, Our borings were drllied on July 8, 2Q02 using a truck-mountec, hollow-stem 3uger drill. Samples were t�ken at rfapt lntervala with a standard �nEttatlon sampfdr This spllt-�poon serr�pler, whlC� GEOTECH CCNSULTAh(T8, �NC, � ^ � � ' � AUG-12-2005 11 :02 AM TSA ARCHITECTS 425 401 0630 P. 04 esiay��a�� :�� YLJ�YfV�V� FlrstPacrfic Developrt�nt JN 0??Aa Aupu�t 8, 2001 Page 2 h�a a 2-Inch Cut�ide di�mater, I� crfven into the soll with M 1d0-pound hammer f811ing 30 inches. The number of blowS raquirod to advence the aarnpler a �iven distance 1a an Ind�ation of ihe cd! density or cons�stenCy. A �eotechnlcel eng�n�er Trom our stsK observed the drtlNryp precees, logged the te�t boAn9s, snd ob'amed repre�ntaiive samplee o} the �oll encountered, 7he test Bonn� Logs are attached as Plstes 3 through �. Tne logs of the borings comFletetl previously by AES are contailneQ in Appendlx A, s�r^� � The two boringe that we conducted gener�lly encountered 5 tc 7 teat of 11r�e• to medium- grained 9and and sllty sand, Once the liner sande wers penetrated, cos►r�e-9r�lned, sandy grave! arxl grsve�iy s�nd ware ert�ountered fOr tfie tull depth ot the boringe, In the sou;hem bo�ing (BoNng1), the sendy g�avel/graveNy sstnd w�s bos� to a depth oi at le�si 22 feef before they bece�me dense. The boring In the center of the westarn side of the praperty (Boring 2}encou�erod the danse�ravell�ravelly sa�d at a depth of approxim�tely T feet. " 'fltie sotks encountersd at the sit8 are pcner�lty referred to as alluvium, which mea� that it w�s depositsd by moving w�ter. Llke most allwlal deposRe, th� soil t�eneath this site contAins �arQe cobbles •nd bouiders and occasionel logs. The maximum explored depth was 4e.5 fest from the exl�ting grou�d surface, Heavi�9 soll condltione were encountered befow a depth o� sppraxlm�tely 25 'aet in 8oring 2 7hb in�cc�ttea that th� groundwater prea�ure is sufficl�nt to force the clean sard end gravsl up into tha auper. Whlle no boulders wete en�cuntered !n the bonngs, it la not uncemmon to encoe�rtter st - least occ�eivnal boulde�s �nd la�pe �bbles In Coarae-9ra}ned sofls that have betr depvsited by fest-mcvinQ we�ter. The boringa prnvlously pertormed by AES in November of 1985 encountered sofls slmilar �c our findings. The boring in the southwe�t comer �EB-3? encountiered a�proxlmately 4� tees of looee, stlu�nal soil and the baring along the eastem properry {ine (EB-2} �ncount.red approxim�taly 12 feet oi looae �Iluvium, beneath whfch was medium-dertise to dense gravet and 9rave'�ly sand. Ttrs boring in tht northweetern comer (EB-1} Ancounter�d medium- dense, AIIuvlal sand�and gr�vel� fer the ful! depth of the e�cptorat'on. C�roundw�tar Conditl,_ons G�oundweter seepage waa observed at a depth of 18 ta 20 fget ir ou; E�orinqs. Slmllar groundwater levels were found !R the provioua AES borings. Borfn�s are rypicailly lef� open for orly e short tlme period. Theretore, the se6pag� levels on the logs represent ttte tecation d transient weter �eepe�e and rnay not Indicete the static groundwater level. Groundwater Ievels �ncountered durinq drfllir�p cen be deceptive, bec�use seepage into the barlltg cen be bloWced or elowed �y the au�er ItseK. It ehould be noted that groundwater levels vaty seaeonaUy wfth ratnfal! 6�nd ather 18Ctore. We arrticlpate :hat aroundwater could be encounterbd shallower during the wet wint�r month� and shortly after heavy rafnfalls. The flnal fog� represent our inte�pr�tations of the freld Id9s Th4 strat�cation Ilnes on the lo�s repres�nt the approwmate bot�ndaries betwe9n sal types at the explorat�ort loc�tions. The actual transition between sail typeg may be gr�dual, end subeurface Cpndttions c�n vary between explvration locations. The lop9 prQvids specif�� subsurtace intormation anly at the iocations tested. oEOT�CH CQN3ULTAhlTa, �NC. �3,� - „ , AUG-12-2005 11 :03 AM TSA ARCHITECTS 425 401 0630 P. 05 UO/N7�tuu< <r ,a� -•.•• •• ��" Fr�c��oe,�ioo,�,►r r�v o�40 August 9,Z002 PaQs 3 lf � tr�nsltlon in sail type occur»d betwaen a:mplea in the borir�s, th• depth of the tranBRion was Interpreted, Th• relative d�sltles and masture de8cripti0ns indic�ted vn the te�! borinfl Ioge aro Interpretive descriptions ba8ed an tfle contlitions ot�servad dunng driiling. C�NC�U810NS AND RECOMME�Q�710NS GENERAL THl9 3�CTION CONTAINS A Sf1A4Mi4RY Qr C(1R STUDY A(�l0 TlAfOINQS FOR TH� F'URPOSEo^ OF R CENERAL OVERVlEW ��1'. MOf?E SPEC�F/C RECOA�4MENDATiONB AND CONCLUSlOAlS �RE CONTAINED rN 7'HE R�M�4!NOER OF TM�S REPURT. ANY PARTY RELYING aN 7NlS REPORT SHrJULU RF•fW T1�fE EN77RE pOCUMSNT. The tes; boring� cnndticbed for this study rovealed allwlaf qravel and grave;ly sand, which Is ty�cai �or the ar�a On the northem porttdn o'the aite, the alluvial aCils generally ber.sme �enss within 10 feet ot the gro�.md surfacs. Howevar, the southern po�tlon o? the siie ccntafns }aoee sands and grsvels to �pths as much 8s 4b t+eet bafore they becama rroedfum-der�se to dense BasEd or. these findings, u�d ou� provious expertence wlth simil�r proJects (n the viclnfty, (t is our opinl�n th�t the proposed bullding can be supported by e combin�t�cn oi conventlon�t ana daep Foundativna. Excavation of approximettety 10 to 11 feet below the exlsklnfl ground aurface ia �n�cipated for th� proposed perking garage. Theref0�e, it sho�Ed be poaeio(e to use conv�ntfonal footinge �or the po�tion of the bulldt�p that Is located north o� borinas 6-1 and �B-2, whi� were conducted near the center of the site. 4verexcavation necessary f�r conventlorlsi tootir.gs on the north portlon of the strucllsre could be badcfilled wiih s�ucturAl fll! Or lesn cone�ete. How�9var, the mexlmum tlept� of overexeavmt�on and �trueturaf Rtl ber�ath footings sho�fd x lirr►Ited to 5 feot. On the southem portlon af the slte, the structuro ahould be supported on dee� foun�ations. Consider�ng the spil artd grnundwater oondltlens, the antldpated buildfng loads, and the prssence of near�y �tructuros that could be afi`ec«eE Esy ground vlbratio�a f�om pile driving, k appear-s that Q�geresat piers wvuld b� the trtost auitable deep !aundation systerr�. The auQercast eorrtr�ctOr should b� made �waro of the heevinQ soil c�ndklons encaunterac in a;r boring sc that they can modify thelr inst�4lation technlc�ues, grout cort�istency, etc. ee spprppri�te 2o prevent upwefling w8ter in the dfiUed ple�. AI�o, if bouldars are anCou�tered ;h�t obstrucf pier installation, k rnay be necesaary to elth�r axcavate the Qbatructbn, if i` Ig cha110W anOuQh, Ar shift the location of the afFocted plor. The trensitlon from Corn+�ntlonal fpptings to deep foundatlons should be near the "enter of the site, however, the actual transitior will not � fulty krtown until the excAvetion occurs_ Ther�fore, th� gtrlictural plans should Include Cetalls for both types nf toundafions, Also, where the transftion occure, the grade-boems tor the deep 4��ndailons shouid be designed to extend beyond the last pier a minlmum of 18 feet to help ml�9ate p06sible differential sett;ement. The praposed building will utilize one level of underground parking, thus, outs of up to 11 feet are arrticipsted. Gue to the preximity of the cuts to the propeKy 'ines, temporary s�oMng wiif like(y be necessary on alI four eldes af the slte. It mey be t�as(ble to maka p�rt(al-height temporary slope cuts above a �horter ahoring wa11 along the west�rn slde vf tha s�t�, it tamperary easements can be obtelned and nC underground utilit,es 1re within Or near th� pl9nned cuts. Considering the c;�t dept!u, soF� and groundwater condnians, and the prosence af adjacent structurea, tne mast feasible shoring system �ppear� to be so�dier Piles. The adjacent s;ructur�s r�st on iooee so��s, and app�ar to have undergone exces8ive �ett{entent In tl�e past. The shoring de�i�n mua; c�^sider the GEOYECH CON$ULTANTS,INC. _ �� _ AUG-12-2005 11 :03 AM TSA ARCHITECTS 425 401 0630 P. 06 C'O!N 7��u�ut L t.av �rr�+��+��• F�rar�r��reronmenr JN 0224a Autiuet�, 200Z Po�e a potential risk of cau�ing additlon�! �ettlsmsnt in the6e adjacertt structurea, Due to the hi�h varlabiNty of the aub�urf�ce oandkione end proxJmliy of �dJocent structurse� vatylnq design psramaters for the north �rid eaufh halvee crf ihe atite ar'�app�oprlat�, A�ain, the tr�nsitlon from ihe "better"to "worse' conditions wlll not be evrdent untll shorinp Installatlan or ex�avation begira. r1s a resutt, it wauld be prudent to hgYe �ddltional reinforcinp beams nf the v8r�ous sizes at the site to address corxlitions as they arb encountered duMng the �harit�g install�tion. Uihere overexcavepon is sttempted for the perlrneter wail foot!ngs, it will be nsces�ry to e�ccav�te the unsuitable soil� a b�cket-wiclth at a tirne, Immedlately backflllin9 eac� overexcgvated section with compact�d quarry spalls. RefEr to the section entitisd Telnper�� Shoriny for l�tformatlon reg�rdi!�g d�ign �nd aonstructon for thv proposed shorin9. The proposed garage 8iab wllt bear or competeRt so�' In the north half of the bullding, However. In tha southern portion of the site where de�p founds�l�ons will be u8�d, the �xcavatinr� will encounte� loo�e soil. If t�is po�lor� ot the slab is su�soR�d on ti'+a loose �oils, It may under�o noNcaaQle settlement relative t0 the pier-suppprted taundetions. If thls rislc la acceatab��,"we recomrnend that the �I�b be support�t! on at least 12 inc�es o1 gr�velly eand �r gr�vel struciu►�al �III, Also, bv help reduce crackin0 when slab Settlement accurs, th� slab ghouiq contaln a n�ln!mum r�lnfareement nf No. 4 rebar n.innir� 1n both dlrectfens at 18 Inches on-center. If this rlsK is net acceptable, tha glab shauld be struaturally supqoRed an the plers. The native, s�ndy gravel can �e reused ae strix#urAl ffll tor siab areas. This soll could also �e reuaetl as stru�lural fllt beneath interior column footin�s. Cvnsideratiors related to overex;,a�atfor and bac�dllling of pnrimeter toundaaon� are discus�ed above. Tha near-surf�rce sitty gand dnCountsred in�hs explo�atiar�a wl�l Ilk�ly be very 91*l�cult to compact for stn�ctural`Iff aue f�o :ts flne- gr�ined natura anC h�ph silt cor�tent. Therefore, !t wi(I I(ksly not be reuseablo fer structural flli. Hovv�v�r, it may be reueed in nonat�uaurai a�es�such ae iendscape beds. The dra�naDe �nd/or waterprootfng racommer�Ons presented in this report are �ntended vnly to prevent e�ctrvs aeepape hom tlowiny throuph conerete wa{Is pr siabs Eve�n in the absence of seilve �eepafle irrto and baneath a�ructurea, waier v8por can rnlgrabe thraul�h waills, slsba, ar,d f�oors frorn tt�e surrpunding s0il, and can even be tren�mitEed from slabs and found�tion walls due !o the cono►0t�. Watsr v�par also results from O�cupant uses, such as cook{ng and bathsng. Excessivo vrater vapor trapped wl�thln str�ctures �n rosuk in a varlaty of unqeslrable condttians, inCJuding, but C�ring process. not ilmited tc, molsture probkms with floe�lr9 systems, �xcegsively mo�st alr within oaoupied area�, and the growth cf molps, fungl, �nd other blologle�l oryanlsms that rnay be herrnful to the h�ealth �f the occuparte, The designer oc architect must �an�'d�r the �ntentia' vapo� s�urcea �nd Ilkery occup�nt uies, and provlde sufl`ic{ent verrtil�tion, ei;� te prevent a build up of e�ess�ive w8tter vapor w'rthln the pianned struclur GeoteCh Consuftants, Inc. ehould be� allowed to r�vJ6w the fi�al developr�e;t p,�r•s tc �:nry ;r��c ;�� recommendation� �e�tted in this report are s�dequately addressed In the design. Such a plar review would be aaditiona' �rork bsyond the current Saope o1�Nork fo�thls etudy, and 'k m�y incJude rsvisions to our recommendations to acxommodate s�te, develo�ment. and geotecrnlca constraints thet bscome more evfdent durin� ths review �rc�r�s� We recorrmend inc!ucin� this reFor! r Its en?i•e`��, ,^ th� :r?��+�: � or'rac� -:c� �,� �;s GE07�CH CON8ULTANTS. INC. II � 3a_ AUG-12-2005 11 :04 AM TSA ARCHITECTS 425 401 0630 P. 07 08�09/�062 17:24 �257478561 �tUit�r � ^u� F�. -� FirSf PacM'c Devs�opmer,t J N 022d4 August 9,200� �9a 5 SEISMIC CONSIDERATJONS . The site ,s located withEn Ssl�mic Zone 3, as illustreted on Fpure No_ 16-2 oi th� 199i Un{torm BulldinQ Code {�gC), In accoroance wlth Teble 16-J o1 the 1997 UBC, the site eoll prcflb within tOC feet oi the ground�ur��ce is bee�t repte�erred by Soif Profile Type S� {5tff! Soln. Th� site soila alvn�the southem portlon of the sfte�ave a rnoderate pvtentiol to�seiamle Ifquefsiction due to thair lovse end wet nstur� on the sa�thern port(on of the slte. 7herefor�s, e deep faundation ay�tem I� recommended for this i�rea. Where rnedlurn-dense to densa gravsla are onc.ount�ered enly a low potentlsl to�liquetaclion exict� duC to thsir dense and Coarze cherdCterictle�. dUGERCa3T CONCRET�PIERS Auydreast pkr� are Inst�Aesd usln� cantlnuou� flight, hvNow-at6Mn xuger �quiprncnt muuntecs cx� r� crans. Con�te �rout must be pump�d contlnuously lhrough the auger ae R i� withdrawn. This allows the plers to be lnstal�ed where caving co�tfitbns or si9nlflc,ant grauntlwater aro sntldpated. We recommend that sugercast plers be 1netAl(ed by an 9xperiertC6d contrector who IS famllfar with the an�cipated subeurface oonditlons. An aAowable compreesive capaCity ot 50 tons can C►e attalned by (nstallir�g a 1g-i;xh-dlameter, sugercaat concr�ete pier at leasi 10 feet into dertse, sandy gravel. For tr�nel�nt !oadlnp, such as wlnd ar �raismlc losads, the �Ilowable pier capadty may be irxxeaeed by one-third. Wo can provfde design �riteria far �tf�i pler diamsters and embedment lengths, if greater cepactties �re required. Tha minlmum center-;o-center pi�r spectng should b� three tlmes the pler dlameter, Ba�ed on our teet bo�ing I�otfiatlo�, we est!mate that pier IenQths of about 16 to 40 feet DRlow the planned gara�e grede will be requlred to s+chleve adequate penetretion Into the bearing soll. � We estlmate that the total setttemerrt of single piers Instxlled as descrlbed above will be on the ' order of olle-half inch. Most of this settleme�t should occur durirx� the Cone`.ructl�n phaae as the deed loads Are �ppllsd. The remitining pos!•cenetruction settf�msnt vwuld Ix reallzetl as the live loads are 8pplled. We estlm�te thet differ'tnti�l settlernentm over any portlon of the 8tructures should be less than ebout orx-quarter inch, we recommend rolnforcing each pier Its entire kength. This typlca�liy conalats of a rebar cage extending a portion of the pie�s lonqth, Combined with a full-Iength center bac, Each pier can be assum�d to hsve a point of flxlty (polnt of maxlmum bendin� mOment) et 12 feet below the top of the pier for�esign of the relnforcing. paeafve earth pressutes on the grade beams wfll also provlde gome lateral reslstance. if 9truCtural fll! is plOCed agalnst the outside Ot the grade beams, the design passiv� aarth pressure from the �tl c�n be a�aurned to be equsl to that pressure exerted by an equivslent fluid wfth � density of 30D pcf. Thi� pa�sive reslstance !s an urtimate value thet does not inclt�de ■eafety factor, CONYEN'rIQNAL FpUNDATIONS The narthem port(on of the proposed building can be �upported on c�nv�ntion�l continuous and sproad footirga bea�Q on u�dist�rhed, medlum-denx to dense, sandy �ravel and grava�ly aand, or on up to 5 ieet of struc:ural frll plaCed above thls competent native soil. 5ee the sectfan en�tled Qensrsl F.QRhwo�k and Structu►�e/ F!l1 for recomrrKndations regarding the p�acernent and compaetlon of struetural frll beneath stru�tures. Prior to placir� struetural fill beneath foundetlons, the excavatlon shauld be Observ�d by tfie geotechnlcal engineer to documertt that �dequate GE�TECH CONSULTANT3,INC, _3�_ t t AUG-12-2005 11 :05 AM TSA ARCHITECTS 425 401 0630 P. 08 pC/U7i tG�iL i r.tY ��v..... - Firsf Pacrfrc Cev9lopmsrrt JN 022d4 Aupuat D, ZD02 pagc 6 besrinq ao41s heve been expossd. We rscommend that c�ntinuous and Individu�l sprQad foatinga have minimum widths of 16 and �4 inches, reapsctively, Foot;ngs should al�o be bottomed s�t least 16 inches below the lowe�; adJacerlt f'tni�h ground surfece. The locel puilding codes 8h0uld be raviQwcd ta determine if difteront footing widths or embedment deptt�s are r6quired, Footin� su�yr'ades must be Cleaned of loose ar disturbed soll p�ier to pOUring concrete. Depending upOn site and equlpment constreints, this mey requlre r�emoving the disturbed soil by h8nd. Unleas {ean cancr�te (minimum 1-1f2 sacKs of cement per zubis yard) i� used to fill e�n overexcavst�or benealh iaa;ir�gs,the overexeqvated hols must bs �t least as wide at the battvm at the aum of ihe depth of the overexcav�tion and the fooding wldth. For exemple, an overexcevatian extenQing 3 feat bebw the bottom af a 2-foat-wid� footing mu�t be at least 5 feet wide at th� bese ot the excavs;lon. lf lean concnete is used, tt� over+�xcsivatlon need only extend 6 i�cnes beyond the ed�ee of the footin�, An allowable baaring pressure of 3,000 pounds per square �oot (psi} is appropriate fo� tootl�igs constrttctsd accosding to the ebove recommendations. Lateral loads due to witld or seisrnic for�e mey be reeisted Cy frictlon belween the foundativn and the bearino eoil, or by passlve earth pre�eure acting on the vsrtical, embecided part�orts o1'the faundetion. For the I�ti�r condltion, the found&tion muet be etther poured tlirectly �gainst relet�vely level, undlsiurbeci aoEl or be surrounded by level structural tlll. We rocommend usin9 the following u�lmata valucs for� the foundation's roeistance to Iateral loading� Coeff�dent cf FncUcn 0.50 I pe�iva�t�tti't Pre$sure I 300 per Y11Ft.n;{p pcf is paunda pN cubic fo0t,snd(il)pavelva aaRh pre�vrs ia compuesd u��ng tM�puMlant fRittl dansity. If the ground ir� front of a founaatfon is loaee cr sl�ping, the passlve earth presgure given above will not be �ppropriate. We recommend maintalning a safety fact�r of at least 1 5 for '.he ioundatiQn's ree�ata�ce to l�teral loading, when u9ing the above ultimate values. PERMANENT FOUNDATJON AND RE7AlNING WALLS Retalning walls �ck�lled on onfy one side should be des{yr►ed to resl9t tha :ateral earth presa�res Imposed by the soil they retalrt, The following recommended pararneters are for walls that restrain lev�l ba�H: 3EOTEGM CON9ul.TAHTB,INC. —�Q ' AUG-12-2005 11 :06 AM TSA ARCHITECTS 425 401 0630 P_ 09 qC/n7�YCi7[ 1/:L4 4L:Jf4f0:l01 ��-v��^. . -- First�acMc Dwe�lopmen� JN 022aa Auguet 9, 7002 P�fla 7 ' A..^tive �on.� Pr�asure ' pcf I . Paeslv6 Eirth Prassuro 300 pct CaeffiCieht of Frictlon G.60 Shc Unit Weight 9 30 pc` When: (ij pCf ia pound� pK WblC fobt, antl plj aptiw and pae�iw aarSh prareuni�n comp�tsd�il�p the�uiWl�nt fl��ld praau►�• ��or i r�s4rain.d w�u�tftrt�annee �}Nct�t INat O.oOZ timM�q� trtpht,�u�NeMn lat�rtl P�*s�q�l b�10 paf tlmee th�helpM a�f ttf�wall ahould be addad to W�abova apttw qputvalent tluiC _ pr�seuro. Thd values �iv�n above are to be used to dea{gn nermanent foundation And ret�Ining w�lla onfy. I The pess�ve preaaur� given f� �ppropnata f0� the depth af level structi,r21 fi�l p��ced in frflnt of a ratafring or foundation wall only. The values for frlctlon and passive reaist�rlCe �r� ultirn�te values ', and do not ir,clude a safety factor. We rv�ommend a safety facior of at least 1.5 for overturning I and sliding, whten u91ng the abov0 val�es to dasign th� wsllA. FtesVained wall soA par�meters ' should be utlfized for a diatance of �,S tlmes the wall he4ght from cornars ar benda in th� wali9. 'Chls is intencied to reduce the amount of cracking th�t can occur where a well �s rastralned by a comer - The denign values giv�n above do not include the e�fects of any hydrustatic prnssures behind the � wa�ls and �ssurnr that no e�'ehar�tes, �uch as those caused by slopes, vehicles, ar adjacent foundatlons will kr� extrted on the walla. If these condi�orxi exist, those pressures shouid be arlded to the abov� lateral soil pr�ssures. A surcharge will need to de add�d to th� d�sl�n prAssure for tt�e north, east, mnd south 9arage walls io acc�unt for the adjecent struc:�re�. We can provlde thi� surchar�e pressure onc�the width and eet{mated beanng cap�cPty of tha adJace�t foundatlona has been d�terrnlned by the siruCtutal enylneer. Where slnping ba�ll is desfred behind the walls, we will need to be given t�e wall dtrnersiors a�d th� slope t�f the hacklfll In O�d!� ;o �r�vide tiie approprirrte des��n aerth presaures, T�e surchargt duE to trafflc loaCs behind a wall can typl�lly ba accaunted for ny �dding e unifan'n pressure equal to 2 feet multipfied by the above act�ve fluid den�ity. Heavy construc�on equlprneni should not be operatdd behind retalnln� and faundation w�lle wfthin a digtar,ce �qual to the �iqht of s waN, uniess the walls arA �esigned for the additior�al I�teral pressuros re5ultin� fmm the equ�pment. The uv��l d�sign cfite��a ass�me �il�tat the backfill wlll b� well-compacted in ll�;s no thlcker thsn 12 inGhss. The comp�e�an of bdekflll near the waUs shoiald �x accomplishad with hand-oFerated eq�lpmerrt to prevent thC vvalls from being ovarlasded Dv the high�r soll ton;es that occv�durinQ r.ampsction. � Reral�fn�Nhl!Ba�ktlll and atemrov�lna Backfifl pleced behind rat�ining or foundation walls should be c�arse, �r'ee-draining structural fiif ront�inlrg no organicF. Thi� bachfltl �hnU1d conteln no mo�e than 5 percent s�lt or dey paRltles and h�ve no grave; greater thar � inches sn diameter, 7'he percen��ge of C�LOTECN CONSUL7AN'"3,INC. —� I l � AUG-12uv-2005 11 :07 AM TSA ARCHITECTS 425 401 0630 P. 10 I bb�VJIL�GL lIiLM tiL'JIM/V�V♦ _.. � �irSt Paclf�Dsvalopment J N 022� �, August 8,2002 Psge 8 , - parlic�eg pasaing the No. 4 eleve should be bstwe�n 25 and 70 p6rcent, The nat�ve eandy ' Qr�vel shou!d be suiteb(� for rduso��fres•draintnq wall backfilJ, . , The purpose of these backtill requirements Is to en�ure that tho desiqn crlt�rla for a retainin� well aro not exceeded becauge of a build-up of hydroatatic pressure �hind the wall. The top 12 to 1 S Inches af the backffll should consist of a compaCted, relatively ' impermeable Soi1 or topsoif, or the surface should be paved_ T.he ground eurface must also slope away from bac.�fllled wa!!s to reduce the patential �or surface water to percalate into fihe bsckflfl. The section entitl8d G�neral Earthwor�k and St�rrt,ctlrrsl Fi11 contelns racemmendatlons regarding the placement and compaction of 6truGtural fill behind r�taln�nQ and toundatlon wails. The abOve recommend�tions are not Inter�ded to waterproaf beivw-grade wslls_ OVer time, the performance of subsurface dralnage systeme r.an degrade, sub9�rface gro+.�dwater flow patte�'ta can ehan�e, and utilltics can break or develap le�k�. TherCfore,- waterpr0afin9 should be provlded where fi„Rure seep�qe through the walls (s not Accept�bl�. Thia typicaKy includes Ilmlting cofd-jolnts and wall penetrations, and using bentanite panels or membranes oh the out�ld�of the walls. 'Ns�tarproafln0 systems �hou►d be Installad by an expertenced centractor tamfliar wfth tha ar�ticfpt�2ed canstruGtior and subsurface condltforts. Applyir� a thln coat flf asph�lt emulaion to the outslde faca ot a wall Is not considered waterprooAnp, and wtll only help to reduce moisture generated trom water vapor or c�plllary at�n irom seeping t`trough th� concrote. A� wlth any ptaject, adequ�te veritilation of baaement and crawl �pace areas Is lmport�nt to prevent a bulid up at water vapor that.is cdmmonty transmlttbd through ooncreta wa!!s from the �urrounding soil, even when ee�pap� la not preaent. Thl� Is approp►iste aven when waterproofln� i5 applfed to the oubide a! ,+�oundation gnd retaining walls. SLABS-0N-GR.4DE The (�ert�r�� section �hould C� reviewed for con�lder�tion9 rel�ted to �Iab6 pfaced en Ioosr sail�. All �I�bs-on�rade should be undertein by a capillary b�eak or drainage (gyer conclstln� of a minimum 4-inc� ihicknes� of coarge, free-draining sfiructural f(II with a gradation sfmllar to that dlscusssd In Perrnaneni Foundatlon a»d R�taln�rr� Wa11s, This capillary break/drafnage 18yer is net necea�ary if the rT�tive sofl� underlyin8 the siab consist of the relatively clean gravel or 9rav�lly �and. As noted by th� Ame�ican Concrete instRttta (ACIj in the Guides tor Conct9te Fleor end Slab StructurBs, proper rnoi8ture prot�Ction is desirable lrnmedit�te!y be►ow any on-�rade sla� that will b� covered by iile. wood, rar�et, imperrneabf� floor coverlr�gs, or any molsture•e�rts�tive equipmerrt or products ACI alsa notes thet vapor re'art7ers, such as 6-mif plastic ahe��lrtg, ar�rypically used. a vapor reterder!s defined as 2 matel'ial with a pemieanc� vf lass than 0.3 US partns per square foot (pgf� per hour, e� detert';�ined by ASTM E 96. (t 1� possible that concr�te �dmfxturea m�y rr�et this epeciflca:lar�, a4though th� manufa�urers ot the adrtlxtures shouki be c�nsufted. 1Nn�re pla�tic sheefing ie used under slabe, jaints should overlap by ai le�st B inch�s e�nd be sealed with adhesfve taps, TI� sheeting should extartd to the foundation watls 'or maximurr� vapor prntectlon. If no poternlal for vapor passage through the slab is deeired, a vapar b�mfar should be used. A v��nr barriar, as deflned by ACI, is a product wRh s water 3ransmissl�n rate of 0.0o perms per square foot per hvur when tested In aCCobance with ASTM E ��, Reiniorced membran�s having a�af�d overiaps can m�et this r�quiremerrt. ceorecM coNsu��ANTs,�kc. _�2- AUG-12-2005 11 :07 AM TSA ARCHITECTS 425 401 0630 P. 11 btJ/G7/[19nt 1r.tY -�a.+��••••••. Flrst pacilrC DevNopment �N 022� AuQust 9, 2R0� hage 9 In ths r�cent past, ACI {5ection 4 1 5) rsccxnmended that e mkr�+murn oi 4 inches 0` watl-9raCed cornpatible oranutsr me�teriel, such as � 5/8anch-minus Crushed rock pav�ment.base, be placad over the vspor r�tarder or bs�Rier to protect them during gltb con8ttuction and to gCt as � "�lotter' for more ewn curing of the concrete slab. However, more CURent Iltarature indicates th�t lonp- term v�por problems Could result where lhe protectianlblott�r mate�ial becaties wet oefere 1he sleb p�ecernent occ;ure. This is espe�lally an Issue in areas wlth wet elfmatas; such as t}�e Puget Svund, Therefare, if there is a potenti�{ that the protection/blotter meterlal will becoms vvet before the siab Is installed, ACi now recommands that nc protectlon/bJotter material be �sed. Mowever, tt�ey then re�ommerro thet th� �ant spscing in the slab be reduced, a Irn�v �hrfnkafle conpbte rni�r+e bs usod, and "other rneasures" (steel relMarcin�, etc.) be utllized 10 reducs the poterrtia► for frregula� slab curing and excassive shrinkage cxaekirtp due to uneven ouring, We recommend that the corrtractor, architect, stn�ctu�el engineer, and the owner discuss thes� issuas and rsvlew reC�n: ACI literature and ASTM E-16a3 to� instayation 9uldel�nes and guidance on the use of the protectfoNblotter rnNter'lel, - EXCAVATlONS ANG SLOP�S �xcavation slope4 should not excee� the ilrnits specE�ed 1n koca�, state, and natlonal gdv�rnrnent safety r!gul�tivns. Temparary ci,2s to a dep:h of about 4 feet rtay be �ttempted verticelly in unasturated eoll, if there are no indlcatbns of sbpe irostabltlty. Hawever, vertical euis should not b� m�de ncar property bound�rle�, or existing ;.;tilRies and �tructures. Based vpon W&Shington Admlrt�Erative Code {WAC) 296, Part N, tha dense grAvrals at tF� s�bJ�d site would g�nerally be c�s��slfled as Type 9 snd the locse flravel� as Typs G. Ther�e,tore, temporauy c4t elapes groeter thar 4 feet in height cannot be sxcav�ted �t an Ir�dinsition steeper th�n 1:1 (Horizontal:Vcrtical) kn � the danse scil ond 1.5:1 (F1;1n in the loese soil, extending continuausly between the top and the bottom of� cut. No unshorod temporan/ cuts should exten� bebw a 2:1 (H:1n zvne stopin� down from the founde*lon� of �jacent structures end settlemCnt-sensitive utilitiee_ As diecussed above, we anticlpate th�t shorin� will b� neecled for most er�It of the Axcav�tiort walls. The above-r'ecomrnended temporary� slope indlnations are baaed or what ha� beer s;�ccesa!u! at ather site3 wlth simiiar so�,l corxiltbns. Tenporary cuts ac�e those that w111 remaln unsupported for a rela#ively �hort dur�tlon to ailow for the construction of found�tlons, retaining rvalls, Of Utflf��ea. Temporary cut sbpes shou{a be protecteC wlth plastic ah�ting during wet wsather. The cut stopes should also be backfilled or retalneC as soon as ooasible to red�ce the pctendai 4or Instab�lity, Pleasz not4 thal loose sotl ca!1 c�vs suda�nly and without warnEng, �xeavation, foundatfon, �nd utlllty contrectora should be mede especlalfy aware at this potential canqer. TEMPORARY SHOR/NG As discussed above, the sensitivity et adjacent buildings and utilitide must bs con�lcered rn tf-e d.glgn te reduce tre risk ef Causing settlement af lhese sd)aCent elements. Regardles9 cf the system used, all shoring systems will deflect in toward the excavaUon. Therafore, thera iA always a rlsk flf n�tic�able eettlement occumnQ on the g�und behind the shonng wa�l, Thase risks are roduc�d, but R�t entlrety eiim�nated, by �sing rtiore rlgld shoring systems; such ss aoldier pilas. The snoring desifln should be su�mitted to G@otech Consulte�rtts, inc. for review pnor to beginning s(te excavatlon. We are available �nd wo�l� ba pleexd 20 �sslst In this deslgn ef(ort. 7 , AUG-12-2005 11 :08 AM TSA ARCHITECTS 425 401 0630 p. 12 !7!S!CJ�I LCiUr i�.�.Y �"+�-•�� "� � Flr�t Pecl!(c Devetlnprr�eClf JN 02�44 , Auguet 9, 2002 Pa�e 1 D ' 9alc�ier Pfle 1Rstalladon Soldler-pilt wslls wout� bs cvn�Vuctod after meking pl�nned Cut slopes, and pricr tc commendng the ma�6 excavatbn, by aett►ns stee� H-b�arng in a Qriilsd ho�e and groutin� the space b�tween the beam end tha soil vvlih concrota for the entire height of tE� driiied hole, 'The cbrttractrx �hould tx propared to case the noies or uee ths slurry rnathod, as caving soil �nd 9eepage �hauld be expected during drillln�. Exc�sslv� �round Io38 in the drltled holes must be �voidbd to reduce the potentiiai for se�Clemettt on �c;jstcent propertieg, if water 1s are�ent in • hole at che tfine the�oldier plle Is pourad, cancrete mugt be tromied to the bottam of the hole. As �xr..a�ation proceeds downward, ihe spaca betwepn the plies should ba I�gged wlth treated timber, end any volds t�hind the timbors should be ftlied wi#h pe� gravel, or a alurry comprised of send and fly �sh. Temporary v�rtieal cuts will be nece�sery betv�en the seldier pl{es for the laggfn$ plexment, The p�rompt 6tf1d careful inst�lletlon of taggin� Is" lmport�nt, particularly In loase or caving soil, to malntair tfi�e lnte�rtty of the excavation �nd pr�vtde safer workinp con�ltiorte. Addltionally, e�re muat be t�ken by the exc�v�tor to r�move no more soil between !he so{dier piles th�n Is nece�e�ry to fn�tall the lag,�ing. Cavin� or everexcavatlon dur!ng laggine pl8cemant could rosuit in loss of ground on nei�hbaring propertles, We recammend a mexlmum center-tacenisr pife spacing ot 6 f�et ad)�cent to exl�ting �tructure�. 7lmber tegging sheuld be deelgned for an applfed I�t�r�� pressure o? 3Q perce�rt of the ddaign wall pt�ssur+e tt the pile 9pacfng is less than three pll8 dlameters. For larger plle sp�cings, tne laggin� ah�uld be cbgignad far 50 perceni ot the aesi�n �o�a. !t permanent building wall� are te be constn,cted egainst tha �ho�in� walls, draln8ge shouid be provided by �ttacMr.g a geotextiie drainage cemposit� with a s01i� plas#ic hackinq, zimllar to Miradt'ain BOpO:�#a the face ot the lagginq, p�lor t�c pnurinq She fot�ndatian wail. 7hese dralnaBe camposit�s ahould be hydraullcally connected to the ioundation draina�e system tt;rough weep hol�s placed in the found�tlon we�l�s. Wat�tproofing would then �e Installed batween the dtainage composite and the foundation walls. Saldl�r+�Pile Wa11 pesJgn The varying aoll condhlons and p�esence of a�acent struCtures requite� the use oi�ffferent sv;l desig,� Ctlterl� 10� the s0ldier pileS, For preliminery d�slgn purpo�e�, the east�rn and south eides ot the exoavation, �nd the Southem approxlmately 90 faat ef the we�t�rn sfde have been designst�d as Condition t, The remalnder of the excavation waNs, whluh �re designatsd as Cona;�fo� 2, have better aoil conditian� and are not do�e ta subst�ntial structurea. Tempor�ty cantllevered or b�eCed soldigr plle shoring that IS IocateC in Condltlon 1, end which has a level backslope should be de�igned fnr 8n actfve sall pressure equa! to th�t pre�ure exerled by �n �quivsl�t�t fluid wfth a un!t wefght of 3S pounds par cubic foot (pct�. However, w�thin th� iimits of the adJac�nt bulldin�s ta the esst and �a:�th, the shorin� wal�s should 'oe deeigned for �n at-rest soii prsssure determined from a 50 pcf ' equivalent fluld weighit. Additfonally, as discuased in the oeneral secticn, e surcharg� would aleo be r,e�ded in the de61gr1 of thls poKion ef the �horing, due te the prox�mity of the adjacent �tructures. Temporery sotdler pile ahortng that s8tist�es Condlllon 2 9h0Uld bQ design�d for �n ��ive sail preasure eq�al to that p�aesure exerted by �r equiv�lent ftuid wlth � �nit v�refght pf 3� Ucf, �E�cr+cansu�ra�rra,iric. �- ¢�.- i � AUG-12-2005 11 :09 AM TSA ARCHITECTS 425 401 0630 P. 13 4UI UJ/ 6V4� ♦�. �v `��J(11VYVi �.r��w i ' •'�� ' �� FirB�PsclBc Dev+slopme»f JN 02�44 Au9u5t 9, �002 Pag� �1 -- T�affic surchsrgss can �ypicaily be acccuntod for by increasir� the effective helpht of ine shorinp w�11 by 2 fset E�astin� adjacent buildings will exerl surcharp� on the propoaed �orinp wAll, tmleec ttte buildlrMg� pre underpinnad. We c�n providb reCommendAtlons r�gerdln� buildirq surcha�gA pressures wfian the preliminary shoring deslgn la cemplet�d. It is imporia� that the sharing design provide� su�Cient woricing room to drilJ ar.d inetall the soldler pAes, without needing to make ur�safe exflesslve:ly atsep temporar� cut�. C�i slopea should be p4s�nnsd to I»tersect the backside of the drilled holes, not the baJc qf the I��flinp. Latera! rrtovemant of tne 5vldler pil�s below thm foundatfon �xcavation level wiN be reslsted by an allawable passfve e�oll pressure equel to that pressuro exer.ed by a fluid wilh e density oF 350 pcf for sho�ing theit Is located In Condition 2. For Condltlon 1, ar� allowgbl� p��elve sol! pressure of 200 pCf, This �olt pressure !s valld only tor e bvei excavatipn in frcnt nf the soldier plle; ft act$ on two tlmes the erouted pil� diameter. Cut slopes made in front of shann9 wall� signficantly decreage ttt� pess�ve resistar�ce, This i�cludes tempofary cuts n9cesesry to Install lr�tarnet braoes or rB�C�s, The minirr►um ernbedment befow ths floor of tha excsvation for canNkver soldisr Piles should be equal to the Iteight of th� "stick-up." ,I The concretc surrounding the embedded portion vf the pile rnust have sutticlent bond and ' �trongth to transfer the vertical fo�d frar, t�e steel section through the cancce;e in�o the soil. I�CCAVATION AND SHORlNG MOKITORNVG As w�t� any shoring system, there is a pote�tial risk of gre�ter-thar-antldpated movsment of the li �- �horing end the gr0und outside of the excavatfon. This esn tr'anslate Into notice�bls damege of surrounding on-�rade elaments, such as toundatlOns and slabs. The adja�ent structures appe�r te have underpone noticeable setilement in the pest. Therefore, we remmmend makire an extensive photographic end vlsual s�rvey of the prOje�t viclnity, prior to demolkicn �vitiQs Installin� shoring or commencing excavatfor?, This do�ments the condi�on of buil�ing9, pavements, znd utllities kn the immedlate viclnliy of tha �it0 ft1 ordsr ic �void, and protect the owner from, unaubetantlated damage ct�ims by �rreunding proper.y owtt�rs. Additionally, the shorir�g walls and the adjacent building t� fhe east shouid be monRored dur:ng constructlon to detect $oil movements. To monitor their performance, we recemmsnd estebllshinr, a serks of auNey refereriC9 pcfnts to rrea�uro any horizontal deflectione of the shering system. Control points should be est�blished a1 a dlstanCe well away from the wslla and slopes, �nd deflxti�ns frortl the rof�renos points ehould be measured throu�hout Gonstructlon by survey mett�ods At Isaat every th�rd soldler plle should be monitored by t�cing readings at the top o` ;he pile, Additional!y, aenchmarks inStalled on the surroundine bulfdings eheuld be rnonitored for at lesst vert�ca) movsrnertt. W� su�gest taking the readin�s $t le�st once a week, until it K estsbli�hed 3hat np deflectlo.�s are occuMng. 7he init;al readings far thls monitoring ehould be taken before ster".ing any dema'ttlon o�exc�vaiior. � the s�te. DRA/NqOE COIVSlD6RArlOM9 We anticipate thet the found�tion walls wlll be constructed agalnst the shoring walls. Where this c�ccu�s, a ftal�coirora�e drelnage composite ehould be placed againet the lagging priar to pouring the f0undation wall. Weep pfpes {ocated no more th8n 6-f�et-an-center ahould be canneded to the 4EOTECN CON6ULTANTS,INC, �C_ J AUG-12-2005 11 : 10 AM TSA ARCHITECTS 425 401 0630 P. 14 eeie9i2aez ��:�a 4��«��ti� r.-� �� Flrs�peC�Mc Dev@lopmen2 JN 02244 August 9, 2002 Pa�s 12 � drainaqe compooite and p4ursd into the foundation walls or the penme�er foc�tin9. A footinp drain inst�Jled alona the inafd� of the porimeter lootin8 wlli be used to collect and �cerry tha w$ter diech�r9ad by tk� wl�� pipes to the atanr► system. �otir►g drslns plsc�c! inside the bufidtny or behind backFi�led walls should con�lat of 4-inch, perFarated PVC pipe surroundad by �t least 6 inches of 1-inch-minus, washed rocK wrapped in a non-woven, ge�textile fllter fearic (Mire11 14pN. Sup�c 4NP, ar slmllar materi2f), At Its highest poinf, a perforated p1Ae invert should be �t least ea Inw as the bottam ot the footing, and it ahould be sloped fer drainage. All roef and eurface w�ter dra{ns must be Kept separ�te trom the found�tion drain aystem. Found�tion drains shoufd be used alonp th�entlre perimeter of the building. Dralns should afsa be placad at the base af a�l eatth�retai�lnp w�lls. These dralnn �hould be BURountled by �t kast 6 Inches of 1-inch-minus, washsd roek and ttten wrappeld In non-woven, c�eettxii(� fifter Yebrle (Mi�fi 140N, Sup�t 4NP, or �cimllar m�tcriaf). At Its hlghest point, a pertorat�d pipe Invert ahould be at laatst 8 inches beiow the bottom of a sleb floor Or tha ieval of e� crawl epacs, end It should be a��peC f�r dreinag�. All root ar,d su�face water dreins must be kept �eparate from the foundaticn drain system. A typical drair detail is aittacred to this report as Pute 6. For th� hest long-term perfoRnance, perforated PVC plpe Is recommended for all subsurf�c� drains. If the atn.ictura inctudes an elevator, it rnay be nea�s8ary to provid� speci�l drainape or wa:erproofin� measures for the dev2itor pit. If nc Se�p�qe iftte the alev8tor pii ie 9ccept�ele, it will be ne�sBgry to provlde a f0oting drsln and fre6�ralning well backfllt, and the walls 6htould be waterproofeq. If the footkng d�ain wlll be !00 l�+nr t0 cenr�Ct :o the storm draina�e system, then k wlll Ilkaly be neces�ery to fnstall a purnped sump to dlscharge the :.ollect�d water. Akematfvely, the el�vator plt could t� deaianed to be ant�rely waterproof; thls would indude des�gnin9 ths ptt structure to resist hydrdstatic upfift preszuras. As a rninlmum, t� vapor teterder, � d�flnec! in the S/�bs-On-Grad� aectlon, shauld be provided In any crew� 9pace area to 14mit th� transrnission al water vapor tram the underly:ng safs, Also, an outlet drain is reccmmended for all crawl apace9 to preven# a build up of any watar that mey bypass the}ootlnp drains, Groundwates was obaerved at approxirrately 18 feet during our tleld wvrk. It seepage Is encour�tered in an exeav�tlan, it should be drained irom the sits by dlrecting It throu8h dralna�e 'i ditches, perfor8t�d plpe, o� French d�iRS, or by pumpiny tt fram sumps intercunnected by shaliow � conneeter trenches at the bottom af the excavation. The �xcavation and sit� Should be graded so thst surfaCe water is dlrect�d off the slte and eway ', from the tops oi slopes. Weter shoukf not be �Ilo�ved to ste�nd in �ny area where }oun:�tions, ' slabs, or pavement9 are to Ix cOnatru�ed. Final sfte �reding In e�ress adjacent to the bulldln� �, shoutd slope a�way �t !�2st 2 perCent, except where the area is paved, Suneca dralns shpu{� be provlded where nece�aary to prevent ponding of water behlnd fourdatlon or retairing walls. , GENERAL EART"HWORKAND STRUCrClRAL F1LL All buildin� ard pavement are9s ehould be sfipped of surface vegetatlon, topsell or9sn�c soil, and other deleterloua meterlal. It is lmpoRBnt that any exlsting foundatiort be rernoved before glte devefopmont. The strlpped or removed materlal8 8h0uld not b� mixed wlth any meter�afs t0 be used as str�ctura�flll, but they could !x used in Ron-structural area�, such as lendscape beds. GEOTECH CONSULTANT6,1NC. _�b_ AUG-12-2005 il : ll AM TSA ARCHITECTS 425 401 0630 P. 15 C'G1 177/tIJCJt 1 r.cti tiad r r r��ur .��.. .. •• � F/ist PacMc!�e►ro/op��r JN 62244 Aupust 9, �0�2 F�epe 13 ` Structurai fiil iS deflnea �s any f II, including utility bZ�Ckfiil, placed under, or dosa to, a buflding, behind pem�t�neRt ret�ln;rt� or toundation walts> or in other ereas whero th� underiyine �oil needs to a�p�ort ioeds. Aii atructu�a� �iil shou{d be p«ced En t�orizonl�! lifts with a moisture cantent at, or near, tha optimum moieture cosrtent. 7h� aptimum ma'rsture content �s that moi�ture c.ontent that results in the �r�t�teat compacted dry den9i�y, 7hs molsture corrter7t ot fill is very impartartt and must i� ctoaely cnntr�olled during the fi�ling and cc�rnpaction proc,�ss. The ailow�ble thicknes� ot th� flil lift rvill dnpend on the matenal type selectecl, tt�e corr►paction squipment use�l, and the nurn�r ai pagaes made to comp�ct the lift. The locsso Ilft thlekness should noc exeeed �2 inches. We recommend testln� the fili as ft ie plaeed. if tne 1111 is not sufllcl�ntly compacted, it c�r. i� recomp�otcd before anather iift ia �laced. Thia �Ilmine�es th� need ta remove the fl�! to echievt the t�quir�d compa�tlon. 1'h� follawing table pt�serrts recornmended rek�t��ve compactions for structural illl' Beneath footings, slabs � 96�r6 or Lvap<yhg� g Fii►ed sbp�S and behind � e retainin wans I �' 95°'o fcr uppar 42 Incn�a of Beneatn p8v�rnents �Ubgrado: 80°k, bebw that .evel VMFwrl� 1Afn►mum RNd'av4 Cqmp�otlen ks tj»raGc,axpressed In p�rcon,Mqr+e,of the oempreEld dry denslry tp tt�muxi�nurn dry dansly, ss d�Errndnod �n aoaoMaaoo wfq� ABTY 7oct � Dsalgnatlon D 16B7�t(Mcd1Md►roator�. The Gener�l asction shauld b� reuiewed for considerations relatEd to th� reus� of or.�sit� soils. Structural fll! that wlll be pf�ced in wet weather snould consist o'a coarse, granuiar soil wlth� silt ar clay centent of r�o mora than 5 percent. The percentage of parficles passinq the No. 20C si�ve shou�d be measur� f�om that pprtion of soll ps88ing the three-qu��ter-EnGh sieve. UMITA.TI�AIS 7he �r►Clu�ions and recommend�tion� caritslt�ed in thl9 report arp b89ed on site ��ndlt;ons a� they exlsted �t the time of our explor�tion and ass�.►me that th� s�ll �nd �roundw�ter conditions encountered In the recent and pr�vious test borinys are represent�tivp �f subsi:�fac� conditians an the slte. It the subsur!-ace canditians encaunterad auring a�n5tructior. ar� si�n�lcen?ly diffe�ent from those observea fn our exploratlons, we should be advi8ed at ance so that we can revlew these cer�ditio�s 9nd rec�n�ider cwr recommenddtions where nec�ssary. Unanticipated anll conditlo�s� are camr��r�ly encountered on constru�tic+n silas and cannot be Pu11y anfioipate�d by merely taking $o!I $amp(ee in t�st borings. 3ub�urtace con�itions can alsa vary between �xploretion Iocat�ons. S�,ch unexpected ccndi�ions freguently requlre making eddDtlo!�al �xpenditurgs to at��ln a properly cdnstr.�cted pro)esct. It fs racommend�d that the owner canslder providinq a contingency fund to ' �cxommodate �uch pot�►�i�f extra coBtS and risks. Thla is a st9l�dard recomrrt�stldatfon for �II project8. , This report hag been prepared for tha �xclusive uga of Firsf Pa��fi� Developn,ent, and �ts I represent2tive9, for spaciiiC appli�atior, to this project and sita. Our Gonclusions and GEO'PECH CONSUL7ANT5, INC. �� AUG-12-2005 11 : 12 AM TSA ARCHITECTS 425 401 0630 P. 16 b�Jby/ltln: lf. c� y��r»rur�a _.__ . . Fi�st Pacil�c Devslepmsrrt JN 022a4 Auguct 0.Y002 Pape 1a � recornmendation� are proiess�on�l opinions derived in accordance with curnent st8nd�rds of prsetice within ;he acope of our aervices atxi wlthin budQet and time constrairit8: No w8rranty Is expressed cr implfad. The sCopo of o�aerviCes does r,ot include servJcas rel�t�d to c�natr;,�ction aafe:y prtcsution9, �nd our recommendationa era rtot intended to direct the c�ntructer's methods, technlqueS, sequenCes, or prvicedures, except as spacificaNy descrived !n our report for consideratian fn dselgn. ADdl�i4L 5�� In additipn !o revisvuinq the flnal plens, GeoteCh Conaultants, inc. shauld be retained to p�ovide geotechnicai consuttation, testlnq, �nd observatfon services durin9 conetruction. 7hls is to confirm that subsurf�ce condltlens �re consister� wlth those lndicated by our explo�ation, to evaluats whAther earthwork �nd foundation conetruotion activRies comply with th� genoral Intent of the recommendatiQns presentsd In thie report, and to provide suggestions for desi�n changea irt ihe everit subsur�aco condltlon� diPfer frcm those anticipated prior to the start oi construction� However, our work would not include the supervision or dlrection of the actuel work of the contracter ar.d its employaes or apents. Also, )eb end slte�at�ty, and dimensionel measurements, will �e the rospdn61bi11ty of the contr�ttor. The following attachmenta cornplete thir report� F'late '1 Vicinity AA�p Plate 2 Site Expioratia� Pl�n Plates � - 5 'Test Borin� Loga , Ptete B TypiCBl Footin9 Drain-Bac�cfiliea Wall� � Plate 7 Typica� Oraineg� Detall-ll��its Agair��t Shortng Appendix A C,egs of Praviqus Borings We appreciate the t�ppo�tur�ity tp b� of 8etvice on thi� projeGi. If you hsva any queQtfons, or If we may be of further s�rvlce, please do no!heslta#a to centact us, � Respecttully subrY►itted, , � 4E�TECH CON6UlTANTS, lNC. . A� �� / ` �7'�'""Y.." I ; �G p� ��'j,� � '"� Kristopher T Hauck �,�b �• Geo:ochn3cal Engln��r � � .� � �� 4� �� s oo x �r�ti� M�rc R. McGinnls, P.E, PrinGip81 1� ---]Q..r� KTH/N1RM: vem GEOTFCti CON5ULTANT9, INC. _��_ AUG-12-2005 11 : 12 AM TSA ARCHITECTS 425 401 0630 P. 17 uwu�itvu�. ar.ar ��d•�ru.+u� ...... �.. . � . ....�. �" _- , � 1 1 X j�! '�wM �(_�!1!��:� � � � I.' � • � � '?�'� • � a it .M �Z ��' y� I M~ � � ; � � `,!�I J��s ,; . 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'' ..i.{I�V4�� ,y �+`� j � \ •.� � �'�'�d. - � .� t � � ` O. •f'- � �1� � � �� v , •.6dY ,14 L2 �' . \� i �A � . ° a, . . . ■ � 5� y � � ,�{� � =1J �y;�. 1 , �'q,'J' ` M"'�• �,� � � �' 3� ° �� i �W ` � I � I � `� � ; .�ti.: mnwMT ;�� , ��C MRu/tl� y � C t�'t ,�� 4 �r a + a ec'�tr , if � ~ � ��.�'_ t � � � . .. � 3 ��". +�r0 � �� MlAI � ��.. -. �� .. � . f7� yr � °y�ri. � -- � � � -�-- -_ _ � , � f ` TM s~ ' rh ' s , i: •..., �� , ,�- , .. . �1. .:.., sh. • �MCt cw,. � x � �� +t� .r :r r � �� i �snt,�� '"� '�s,7► _'all��i - ��.. R 30 �;; �_ � 1. . �d � , �� c�3 �`��'�-.�d�k y , h�I".•�hn N � ,�. f;� �'�r'� �i � rsowror: Th.TlwrtHt G�rtJ�,rftr+e Counq,IN�snk�rn, �9P1/ vrcix��x MaP GEOTECH � �o Wllliams Avenue South �°�`�'T`'�'��' Renton, Weshing#on Jod No; De o; Fiece: 02�44 Au 2002 1 L._ � 1 ` 1 AUG-12-2005 11 : 13 AM TSA ARCHITECTS 425 401 0630 P. 18 0Blt391�602 1i: 2� 42574i6561 U�UIt�H rwut L !!LO ry��r�..�..��^.r�r�w.•.su�u��...�.��+.��...i � r..... ............. . ...__—.......�................ �_._.. . ..__--_____. �._ ...., � ` , 1 ; � ' � ;''� i' ' i EB-� �� : � I � j� ,;l Y: I� � � 1j � + 1 i � ,i I � � � '� � ; � � i � � i . i, ;t il li :1 � i � � � I� : : � : I ; � 1 , : i � li �� ! � ; ; 8-2 a , � > i � � � i a : j � : � Ii f � , li � t � • ' • 1 � + I . i � . E � ex�st►n� � � I � housa il i � I , . � 1 1 = � I ri ;� j � existing ! i � gara�e i 1 i ! ��' �i � . � i B-1 � I � j � i . � l�� ......-- --- ---•-------•----. ...__�........�� i I L...rr��.rr.r�.��.�.�u��r.�rw.�..r��..�..��.J � Approximate tiarinp lvicetfons by Geolech Consultants, Inc. Juy 2p02 4 ApDroximate boring locations by Assoctaied Earth 3cicncas, Noverneer 1958 srr�E��ox��torr�z.�.alv GrEU�'ECH 1101Afilliams Avenue South corrscn.��rs,,avc. Renton, washington _ r�•�: � rvo sca� �: 02244 Aup.2D02 2 —�� AUG-12-2005 11 : 16 AM TSA ARCHITECTS 425 401 0630 P. 02 UO/O D� LNNL L�.iY YL"J f Y f OLOl �LV i G�.f'1 rMVG i 0/LO 1� � BORING 1 �°��`��"�`��`��`� � � Descr�prton . '.''�'��:� &o�wr�, sllty SAND, oCcasion�l flne grev6l, Fme-9ralnecl, moi�t, loose I i�;��:;: � SM1'� . 4 1 �;:,:;I � . :I: : 5 �� '�;.� Brown, a�ndy GRAVEL, some ailt, coarse-9rained, damp to moisi, looss 13 2 "�.�;��.' � �: :;'�' ;��! 10 �. ..;�::� ,. 14 3 '� �i:.W'�,i _bsCortes brown, mottled wlth ar�y, fine-Brained OP , '15 ` S P " ��, ,�,. ,';�;��;r<i.� � 4 :•,.,�,�, �,, `�1 E;;�:;,��!� -larae Ing wet '��;r; � ,;��.�'t: M:r��"�};� : .�,.,:�;�i i:`I�j>ti,'.::' 38 "'`�;��'�..'� -become9 tt�oQlum- to fine-grelned sand, dense 5 > ; ��•� �,;''>�,.�'.I� za ��'��,�:F� 8�!'I'1" 8 ';'�,��';.�"'! -becornes very yravelly, coarse-grai�ad, very danae w Tat bortn�vrr�s t�crnin�bed at 2g.8 feet durin� drillin� on July B, 2002. ` Groundw�ter s�tpage w�s�noount�red ati 18 fe�t during d�illirt�, , 30 36 40 ' BO�ti�'G LOG ,,,,,, �EOTEC�I 110 WiliiamS AvenUe South coiv,�.r.�rrs, �vc. Renton, W�shington ob Dete: �o�yed by: P1ef,r: 02244 Jul �002 KTIi 3 � / I AUG-12-2005 11 : 1T AM TSA ARCHITECTS 425 401 0630 P. 03 08/99�2@02 17:24 4257478561 GEOTE�I rc��, l�;�a � �� BORING 2 � � � ��4 �b��'�aaa�o�'�� r�' ��e�� De�criAtion Brown SANO, aome silt, medium-�ral�wd, darnp to mdsl, loqse 7 1 ! SP 5 �0 2 � � � &oum, s�ndy GRAVEL. coars�g��ined damp to moist, eense � ;�... 10 I'':F,-� 3�14" 3 . •very gravally, no�ample duo to cobhle � ��;�i � 1b - ��,:��;;r ;.; � �'�'� ��,�, 50/4" 4 •1:��'� .,�tain� Itnses Of s�t , .�;. 20 � ��.�:'�:`f�',�� .:ry;.: ;,: 56 5 � : �' � .: -becomes very santly, coars�graineC, wet • GP :i Z5 : �1 r;;��;�, ��"' i. Q � I::�li'� '..;, , -nc sample due to he�ve '� �' � `'' -sal heevs observed at subsequent sample depths 30 ��=��'.'�'1 :,,i,;.;,. �:;�,;, � i;;1;:; 32 7 �� ,, ,', •vety coarse sand and ftne grave! 38 �1'�;�� .�,� 50/5" 8 1 :�� ao ...._. ._._._._,_.��._._...._._._._._._._.�._._._�,_.---�-�-�,._._.......�._�_. � Bortng oontlnued on following pfat�. Bo�z�v� r�o� .,,.,. � GEOTECH 110 Williams Avenue South � coNsvi,T,�rs,�.�rc. Renton, Washington • 0 4a ��20� r-O99��•' P1�:4 _ 52- AUG-12-2005 11 : 17 AM TSA ARCHITECTS 425 401 0630 P. 04 y�VIVJILClV� •I.LY Y{��YlVVV� � • •• �� e- � 5 �� BORING Z (continued} �`°��r��`��Q��.�4��c�`' Descriprio�� ' ' _' Brown, sandy GRAVEL, cc�rae-grained� damp to moist medium-dsnse - ' to aense . . ., 33 8 �, �p � �:.. b � ��'' � 47 �Q . � ' Ta�t borinp was tsrminahd s�t q8,6 fest durtng drilling on July 8, Z002 �� " Oroundw�ter a�page was sncountered �t ZD.a fvot during drilling. t6 � 1 20 25 30 35 40 BORI tiG LOG �.-- G��C� 110 Wllliams Avenue South � � coNsvL.T.�rrrs,zNc. �Q�ton, Washington � � ' .. ob a� D ute:�� .oq,y��: P/atQ:� �s�_ AUG-12-2005 11 : 18 AM TSA ARCHITECTS 425 401 0630 P. 05 Slope bacicflH eway trom . found�tlon. Provide surfaoe drefna whero necessary. Tightline Roof Drain ;Do not connect to footing drain} Beckfill w (�ee text to� � rsquEroments) _ � Vapor Ftetar�er Nonwoven Oentex�ie � � or Barrler Washed Roc Fi�er FabrtC � - (T/e" rnln.stsa) 8LA8 • ��;p��J,�^��•G.� .� .� .� ..9,,� a.C.• `��O��Op � .n .� /ri�r: . •�� GO'�..� .•! • nni Pe.u:.0 a��.�•�[ e��[� p �� i�� ,� '• �� ;�,Lr. p° :Oi.•��•e',�'^�o•.',C C��O v��Q ' ,' {,; � .�� •,�:,.0 ��r��,. ��%c'��.'a"?r''.'. �< � s � � � h-} _.. � . . n , u,.,♦ a s � A�1�.�IC:i' c . � eCoG� - � .,� . 5" mat. o�o; oo . � � a Free-Drainin9 Gravel 4" Perforeted Hard PVC Pipe (it appropri�tQ) ; � (Invert st b�st 6 incfies below � i stab or aaw� s�aoe. Slope ta I drAin to approprlete outtsll. I Plece hofes downward,) � I NOTEa; (1) In crewl space�. provide an outlat draln to prevent buildup of wat�r that byp�sees the perimetar fopting dr8Sn8. (21 Refe�to r�pc,rt text for sddaional dralnage and wsM�rooting con�Idera�4ns. �rYrz Foorzr�� v��v- �iEC�T '�'� CH �ACKFYI.LEA W�LLS �- coxsu�,T�s,nvc. 110 Wllliams Avenue South Beilevue Washln ton o: c e: 02244 August 20a2 Not tn 8��e � d �S�' AUG-12-2005 11 : 18 AM TSA ARCHITECTS 425 401 0630 P. 06 ��/by�Y08: 17:24 4257478561 GEO�ECH PAGE 22/29 Full Gov�e�po,Dr9ina�oanposll��Wa/rprooAnp TknbK f�Q�it� . , � Found�on walE �•` ,� 9oldier p�a �'` ';;.� 1.,,.. , . 8hb �`� Vipor nt�rder --�y. ,..�. �-�;� �� Non-�wov�n N!K fah�ic �-�-V �,.�,,.._�,. � wuh�d rook or p�a pra : � ,4.,..�. � �"p�rioratad PVG t'�ain (twlw tunf�d downw.rr) r Pvc.wea viae•e rn�x,r esnle� � lPeu.ir+ee tooU��ar�q e.+ow sl�b) A�G►cn w�.p plpe�er�fragQ oornposl�,. Pleru wal�proollnp aM plae!!e�c�dng Of drelnaps compontEq� �i -R�fe�to tha r�port for additlonal consider�tions relat�d to drai�Q and v++�terproof{ng. 'I'1'PICAY. ARA�NAGE DFT,A,IIr- �'�� WAX.Z�S�A�]�ST S�iOR.XNG �-- �,�, 11� Willi�n�s Avenue South Renton, Washington , Hv: oate: ra�e: 022K Aup.2fl02 7 - 55� AUG-12-2005 11 : 19 AM TSA ARCHITECTS 425 401 0630 P. OT 061a9/2002 17:24 42��478561 GtU�t�M rwu� toi�o Appandix A -- Leya of Pravious Borin�s _ by Assoclatsd Eerth Sc�ences GE01'ECN COtVtU�Twvrs.�C. - 56- f AUG-12-2005 11 : 19 AM TSA ARCHITECTS 425 401 0630 P. 08 N7/N7/iGIGIL L f.!.Y 4L'J f 4/0:J01 �1CU�GL11 rfdl'1�, LW/ �'y N�.� �$-� �x��.o�T�an� eoR�N� �.o� � � p� 6Ti�►N RFa9161AN�� JQ! S�DIMENT DE3CR1PT�4N Z �w �� , ebwrr�aa + �o �o �4an psa !o '. ... 18� :..DttA¢,�brown� �in� 6AND�eome sik,trscv fh�gravol, I, ��1M}...... ._..,.�...�...... ... ,...... ,..M »� ........ ...i' ' i i i ' � Darnp, brbwn. fin�ta msdlum� �r►dy.8ne QRIIVEI. �� b � �"'�'� �"' tr�tc�Ilpib alk (Altuvium) ' I � ! � ��a��.o�� o r . _ �. _ ; .� � 1.7 r . . w� � .. .�...•..u•�• .... ..w.. ......•...... uu� �..�.......... ..�. � � � � � ATO � � grades t�sNwa�ed, brotin, �ne g��Wly, @n4 to ocerse � � f7` - �AN0. trace si�, (AAwlum) I � ! — 25 ....� _•�� _ - .�. � -_.__. ..r ..._.r.. .____ [ � 81 aoN�ae-�n. � 3Q — . I I fuh.�+Ae�.e.MIY��n dupd.d�p�.wra orr ow�twtlom M t�a YtM wrlbt+Yon af Q�M up;r�lpry n�la.r�o�Ute bM i�dNi. lnbnnWio�w.�v�er.An/M+��n0l�+rP�T�W W^a�.w.MM np�uM ef e11N�1bw ind wua,i. VY.rp acA x;.o<<..pw,obaar re.a.u�.o.r,�rw.w�o�,br.�,.n a M�►a�uon r»�•nwr anee�, ReviarV�C 8y ��...� �.. . A��aclated Earth Sclanc�, (nc. s1t F�thAvsnue, su�ta 1aa R�ntcnApartments Klrkiqnd, wa�nrn��or, 9a03� Renton, Was�inaton Phone; 425-827-7701 KE8847? �ax; a26-827-�5424 dctaber 1898 I � i ,, _ ��_ AUG-12-2005 11 :20 AM TSA ARCHITECTS 425 401 0630 P. 09 --• -- ---- -• •- • ._.,. , .....,. �.w.��•.,�i r'Nl7t ��i�d EXPLORATI�N BORING L4G Num� E8-�,P'ap� 1 of 2 � �� sTMrc�a p�r�Rana SEpIM�NT pESCRIPTIdN •R�� t �bwvrn� �o � r��arud p e , '�--fMaist�'browin.�aNtr tino'�AtiD,'vao�'tkiii priv:l,' ........, a� (Alluv►uRf) ' � qr�dasw�r,xae�s!k(AA�:wlum� �s C �. - �-- ° I � a � -- ie r �2., , �, D�mp, mottladbrown, Rnemaaerae,�sandy.t�ne—•-.... . aF.�►vEL, lrqe:e a(lt (Alluuium� �28 .� 1 B — „ E �♦ ,. ,,....., . --- -� ....___. .......,,._.... ., . .. , ... ...,...:. _ f 8�furat+d� �r�oMm,�ina 9t�wly, hna to rt�ciEurt SIWD, ', �0 . `,�4 , troca c8t. (pJluvJum) � � . ...__. ....... ,._...---• ------..,...�.... . -- ....... .... . � 9altXated. brawn, Ane te madlufr�, �tantly fi�GRAYEL; " ' � • • tP�ce lo Nttla ellt, (Alluvfum) ,�� . u ATD �saturat�d,�g�sy,�ftne C3FiI�YEL,some ens�and,..... �,. 3p � 2-�-}-- t�ac�sJ}tt iA�uvlum) l �., .._s. ......._.... .... .._. ..... .�...... ....... ,.....,. ,... � Saluttlted, gr�y, flne to caaran, sa�dy fine GRAV�L, - � rt,a�u. - aruo.�f,4.oe.ralw q�14r�r.yra.ncw ati.rwlane at�M Wn�.�d lac.tl.n.1 dl..y�,arwry rwia m.diwd►r waavb In�wy�an•�.n�Irw.rfro�wy.r.,�rN1�M�t YA.y.►+naln.wun*Ynp�as�nrOveolonwvM�N,e�Yaiu. VMev�lna� ��r�w�,.�er rK.ro�.�.u.,,w.M.�.��P�w�..M n+�b,, F�vlewad By L.. .� Ae6cc�aesa Earth s�ncaa, Inc, Renton A Q�� cr,�v.nu., su�ce ioo partrnent� Iqrkland, W�nst�npton 98033 R�rtton, Washington ►�r,one; 4�.az�.no� KE98477 Fe�`; 4��"g2�.a42a October 1998 . ��, AUG-12-2005 11 :20 AM TSA ARCHITECTS 425 401 0630 P. 10 8d/�9/l�d: 1 7:�G 4�5?4/bbbl C,tU�tl:M F'HCit 'Lbi ltl EXPLOf�A�'iON BORIIUG LOC Number E8,2 Page 2 of 2 STANDARD PBNETR�1TIpN � 3EDiMENT DBBCRtP"TION � � �� • REs1srA+vcE � �3 eM�mlFoct O 1 IO 76 �Q SJ .�_`. .�_, r.�.,.. !!OH�:le-11�' • �0 � I " � ........1.,. ._ I 50 _ ..�� __�__.._ . -ea ` � � r � � —eo .. . . o� _, . , ,. . , � i � - i I � f �Ve�u11Mo.re�Allewr d�pklb r�W�l cYf�IP�rlbn�m VI�IIM�bl Ise71b�al h►i�o�pler�0ry TIeM�n�liv pl7��e Inrtir��MrH.�nYMwrino��b�c�andl�'dir�rn� TIMy an nYt hrwnMy iaM��+�+of aM�w 1Ml��and lnnYelr, !N�wlll nM il ac�.N noM^.I�AO�fx 1tu YN e�1+wMeMsltn by dtw+of tnlMnwAon yna.��en tt�e b0� RW(llNf�d B� � .._.� Assacteted Es�tt7 ScleRCes, �c. Ranton artrnents 914 Ftfth Ave►we, Suft� ?Oo AP K�1c�end, lNaahlnpton 980�3 Rerttfln, 1Nashington F'hon�; 42!l-827-77�'! KE6S�77 I Fax: 425-817-6�Z4 dc`obe� 189g � �� , AUG-12-2005 11 :21 AM TSA ARCHITECTS 425 401 0630 P. I1 fJl�l/ UJI FtIV(. 1 I.tM MLJ'M f V�V1 4VV i VVi 1 I hlVl,. L f I i4 �X��.C�RA`rION B�f�f N� ��G Number E8-3 pag01 of� � � t9TANDR�D$EN�TpqTION � � ��' SEDIMENT dESCRIPTlON �,� o �� 76 7G �p i topa 1 t0!!'. ,. ......�. _ ....__ •--. ..., y.Moiet, Qarlc�bwNin, tliini 9ANO,�e�oms iiit,�trui dibtl�, (FJII) - � —• ._ nema, tan, Ane 9AND,IflUe eUk (A1�uvk,m) ♦ � � 3 _ — 10 I • •- C .�. . ........._. . .......�................. - �-----.-- ..-. -- -.. Wel, brawn, fine ta co�r�e, �nndy (ine 3RAVEL. --- 1B r - . trace sll� (Allcnrlumy _ I �, Q A7D -- gtab�e to utura�t � r I. � _.. a5 •„ - grades wYh�ome wood l�Iluvtuml � •� ... . . .....,.., � ao .. . . . � saenw.a...eew�.r�ri.a r.�,..n,o�..+..rww.�rn�ww aw►o�Ha�.w�onay noa.rrw�s.a b�r q.o�o�� n�epnuw�M.��oln+An9+r*bMi w i�Qaiwt. tfur r.mt��y npr•,��.d N1�IIM�e 1nd los�eiM. w.r�nK �acp�n�p�ILf�!Wr Kn rr a M+I�nMMn�aeM�ol I�lomrrenq�qortlod on t,b fy. R�� ( ! l_... �4e�i�t�d Earth Sci�Rces, �no, �entcn A 9�1 FtthAv�nu�, 8utt■ 10o pertments Kirkland, W�shir�gton 99�33 Renton, WBshi!lgto►� Phcn•: a��.s27-nd� KE884T7 Fax; 425-827-6424 OCtobs� 48�$ .,60 _ AUG-12-2005 11 :21 AM TSA ARCHITECTS 425 401 0630 P. 12 r�e�ny��ne� 1�:�a 4'1�/4ltl5b1 ��ECl�EC�i PAGE 28/28 � EXPLOFZA`��ON SORING L�G Number EB-3 Pa�e 2 of 2 �� sTiuvo�►�pr��►roN R�BiBT�wcE 3�DIMENT DE9CRtPTlON � - ebw�rooc � �o �o BaturaNd. y, An�to oo�rse, �ndy fin�af2.4V�t,. 6 t17C0 aII�. �N�A�fT4� � � 1 � � .. .....�.. .......� ...r-....�.......� . ...._. ,_...... . - ...... � $�ftJi'�ted� b�OW�, fl�� 9raVlfl�l�tlntl b�tfleditYR SA1r0. —" '� }� • —�'1 — L Sed..�retsd, h�own,N1a�o r.aarsa.��ndy,nn�Do cow�3� �' '�5 r .. .� . 3RAVELLtnnd k�sorne cabbho. ♦ . —._, —_. I�CH�4�•1/Z` - —. !fC �. . .. _,�._ . I , � . � 60 ..._�� . I i --» t5 � - • - S.�wN.n�aN�f»+.�hW i.ore..�t wr on.uv.+lrr M(Ar M�.h1 k.dm a Nb.yptorswry a.t.�rno�fi.a►y�•r.�i. �nlelpt.r.on.,.rylr.wM�t r�.IrMR�d im�rM�l,tiYw.rr rol�.or.�ew i•a�s+rrarw a a1n.itn.�..�,e�om�au. rw r,Al n« '"'�d�M�N�ur�M�M�ohat w bfoplMllo�1A�NV��n Ws fs0. RiW{�M1dQ�y j'— -� �- J Acssadated Earth �aferices, lnc, i�ernon s�� ct,Awn�,�, eWte to� Apartm�nts KtNciend, 1N�ahln�ton 9eb33 Renton, Waahingtan Phane� 4z6-827-7701 KE98477 Fax; 4�S-8Z7-64�� ctober 1988 - (�I - SECITON VII - BASIN AND COMMUNITY PLAN AREAS This site is located within the city limits of the City of Renton and is to be developed in conformance with the City of Renton's Comprehensive Plan. I , _ �, � � � �Z- SECTION VIII - OTHER PERMITS The permits required in addition to the site development permit are a Building permit, Site Plan review, and SEPA review. i i �� , � _ � SECTION IX - TEMPORARY EROSION AND SEDIMENTATION CONTROL ANALYSIS AND DESIGN Silt fence will be used during construction around the perimeter of the site taprevent migration of fines offsite. A rock construction entrance will be installed to minimize debris from entering the City Streets. Vehicles and equipment leaving the site are to be routed over the construction entrance and washed off if needed prior to entering the public streets. Debris tracked onto the adjacent streets is to be swept off prior to the end of each workday. Care must be taken to keep dirt out of the existing drainage structures. The TESCP (Temporary Erosion and Sedimentation Control Plan) for this site also includes inlet protection in the nearby catch basins in Williams Avenue South to protect the existing storm sewer system. The silt fence, rock construction entrance and inlet protection details are included on the foltowing pages in addition to the design drawings. Temporary erosion and sedimentation control facilities shall be continually inspected by the contractor during the construction activity and must be inspected during after each heavy rainfall event where the total precipitation is equal to or in excess of one inch in a 24-hour period. Maintenance and/or replacement shall be provided immediately, as needed. � � . _(��- _ � z w � R/W m a � �� U� }W Q Ur EXISTING GROUND �� w �� 12" • o 0 n EXISTING GROUND • 1. Use 4" to 8" 9uarry spalls or crushed rock for surfacing as shown. 100' MIN. Material with 'fines is not acceptable. (MAY BE REDUCED TO 50' MIN 2. The 100' minimum length shall be lengthened as necessary to insure FOR SITES WITH LESS THAN 1 material is not tracked into the public right—of—way. ACRE OF EXPOSED SOIL.) R=25'MIN r a 15' MIN. � � � a 0 � EXISTING DRIVEWAY RAMP OR SITE ACCESS ROAD TEMPORARY CONSTRUCTION ENTRANCE PLAN � Y_ p� ADOPTED N TS +��i C1TY OF RENTON 3TANDARD PLANS � N�� L47' DATE: 72/96 12 96 REFORMAT TO 11"x17" DCV DRT DATE REVISION BY APPR DWG. NAME: BR23 SP PAGE: 6068 � TEMPORARY CONSTRUCTION ENTRANCE v m �^ FILTER FABRIC MATERIAL 60" WIDE ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE. 2" BY 2" 14 GA. WIRE FABRIC OR EQUIV. I I I NOTES: 2'_p" II I 1. FOR SHEET RUNOFF OR FOLLOWING DISCHARGE FROM A II I SEDIMENT TRAP OR POND. II I 5'-0" ' BURY BOTTOM OF FABRIC 2. MAXIMUM SLOPE STEEPNESS PERPENDICULAR TO FENCE �� MATERIAL IN 8" BY 12" TRENCH LINE IS 1:1. 2'-6" --�-�------------�-- II 6' MAX II 3. MAXIMUM SHEET OR OVERLAND FLOW PATH LENGTH TO II II THE FENCE OF 100 FT. u u 4. IF 50% OR LESS OF THE SOIL, BY WEIGHT, IS FINE PARTICLES SMALLER THAN THE U.S. STANDARD SIEVE N0. 200, THE EOS SHOULD BE EQUAL TO OR SMALLER THAN THE SIEVE SIZE THAT 85� OF THE SOIL CAN PASS THROUGH. FILTER FABRIC MATERIAL 5. THE TRENCH SHALL BE BACKFILLED WITH 3/4" MINIMUM � 6" DIAMETER WASHED GRAVEL. 2" BY 2" BY 14 GA. WIRE FABRIC OF EQUIV. 5. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE 2'-0" UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. 5'-0" 6. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY PROVIDE 3/4" - 1.5" AFTER EACH RAINFALL AND AT LEAST DAILY DURING WASHED GRAVEL BACKFILL �2� PROLONGED RAINFALL. ANY REPAIRS SHALL BE MADE IN TRENCH AND ON BOTH SIDES IMMEDIATELY. OF FILTER FENCE FABRIC ON 8" MIN. THE SURFACE. 2" BY 4" WOOD POST FILTER FABRIC FENCE DETAIL ALT: STEEL FENCE POSTS. ��o ADOPTED U "� CI17 OF RENTON BRUSH BARRIER . � . 3TANDARD PLAN3 N TS � N-�O� LST DATE: 12/96 12 96 REFORMAT TO 11"x17" DCV DRT DA7E REVISION BY APPR DWG. NAME: BR21 SP PAGE: 6066 1 FILTER FABRIC FENCE DETAIL �,,_ .,, w EXISTING FR Q OVERFLOW AND GRATE v � PROTECTION RETRIEV v~i I � STRAP x w EXISTING w Q GRADE J � U I� �. . �e a ° " 'd d ( • � � = e e (O M � .� , . � , . ° ' GEOTEXTILE I FABRIC e a d ' . e - . �.��. t � i e ' � ' ' " , ;.`iV .. �. .ii;,-i:.r.`': � �. I �'. •. ' •. a a SEDIMENT ACCUMULATION a • i < d ,� . .d � NOTES I 1. CATCH BASIN INSERTS SHALL BE PROVIDED IN THE CATCH BASINS ' NOTED ON THE PLANS. 2. CATCH BASIN INSERT SHALL BE STREAMGUARD SEDIMENT. CATCH BASIN INSERT *3003 OR ADVANCED ENVIRONMENTAL SOLUTIONS STREAM SENTRY DIRTRAP. 3. CATCH BASIN INSERTS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. 2 CATCH BASIN PROTECTION DETAIL SCALE: N.T.S. � _b�- SECTION X - BOND QUANTITIES WORKSHEET, RETENTION/DETENTION FACILITY SUMMARY SHEET AND DECLARATION OF COVENANT This section does not apply to this proposal. ! _��- SECTION XI - MAINTENANCE AND OPERATIONS MANUAL The portions of the King County SWM Manual, Maintenance and Operations Manual for Privately Maintained Systems that are relevant to this project have been inclt�ded in this section. If the on-site systems are maintained in accordance with these guidelines, it is our opinion that the systems will perform adequately. It is vital to the function of these systerf�s that they be properly maintained. Maintenance to be required for the lift stations shall be performed on a monthly basis to determine if the pumps are getting electricity and if they are plugged. The oil/water separator and pump stations shou�d be cleaned annually. -6� - No. 18—Catchbasin Inserts Maintenance Defect Conditions When Maintenance is Results Expected When Component Needed Maintenance is Performed General Sediment When sediment forms a cap over the No sediment cap on the insert Accumulation insert media of the insert and/or unit. media and its unit. Trash and Trash and debris accumulates on insert Trash and debris removed Debris unit creating a blockage/restriction. from insert unit. Runoff freely Accumulation flows into catch basin. Media lnsert Not Effluent water from media insert has a Effluent water from media Removing Oil visible sheen. insert is free of oils and has no visible sheen. Media lnsert Catch basin insert is saturated with water Remove and replace media Water Saturated and no longer has the capacity to insert " ' absorb. Media lnsert-Oil Media oil saturated due to petroleum spill Remove and replace media Saturated that drains into catch basin. insert. Media lnsert Use Media has been used beyond the typical Remove and replace media at Beyond Normal average life of inedia insert product. regular intervals,depending on Product Life insert product. il 450 Volume V—Runoff Treatment BMPs August 2001 �� - No. 5—Catch Basins Maintenance Defect Gonditions When Maintenance is Needed Results Expected When .- Component Maintenance is - _ performed General Trash & Trash or debris which is located immediately No Trash or debris located Debris in front of the catch basin opening or is immediately in front of blocking inletting capacity of the basin by catch basin or on grate more than 10%. opening. Trash or debris(in the basin)that exceeds 60 No trash or debris in the percent of the sump depth as measured from catch basin. the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of six inches clearance from the debris surFace to the invert of the lowest pipe. � Trash or debris in any inlet or ouUet pipe Inlet and outlet pipes free blocking more than 1/3 of its height. of trash or debris. Dead animals or vegetation that could No dead animals or generate odors that could cause complaints vegetation present within or dangerous gases(e.g., methane). the catch basin. Sediment Sediment(in the basin)that exceeds 60 No sediment in the catch percent of the sump depth as measured from basin the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. . Structure Top slab has holes larger than 2 square Top slab is free of holes Damage to inches or cracks wider than 1/4 inch and cracks. Frame and/or Top Slab (�ntent is to make sure no material is running into basin). Frame not sitting flush on top slab, i.e., Frame is sitting flush on separation of more than 3/4 inch of the frame the riser rings or top slab from the top slab. Frame not securely and firmly attached. attached Fractures or Maintenance person judges that structure is Basin replaced or repaired Cracks in unsound. to design standards. Basin Walls/ Bottom Grout fillet has separated or cracked wider Pipe is regrouted and than 1/2 inch and longer than 1 foot at the secure at basin wall. joint of any inleUoutlet pipe or any evidence of soil paRicles entering catch basin through cracks. SettlemenU If failure of basin has created a safety, Basin replaced or repaired Misalignment function,or design problem. to design standards. Vegetation Vegetation growing across and blocking more No vegetation blocking than 10%of the basin opening. opening to basin. Vegetation growing in inleUoutlet pipe joints No vegetation or root that is more than six inches tall and less than growth present six inches apart. 436 Volume V—Runoff Treatment BMPs Augusf 2001 —� � — No. 5—Catch Basins Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component - Maintenance is , performed - Contamination See"Detention Ponds" (No. 1). No pollution present. and Pollution Catch Basin Cover Not in Cover is missing or only partially in place. Catch basin cover is Cover Place Any open catch basin requires maintenance. closed Locking Mechanism cannot be opened by one Mechanism opens with Mechanism maintenance person with proper tools. Bolts proper tools. Not Working into frame have less than,l/2 inch of thread. Cover Di�cult One maintenance person cannot remove lid Cover can be removed by to Remove after applying normal lifting pressure. one maintenance pers'bn. (Intent is keep cover from sealing off access to maintenance.) Ladder Ladder Rungs Ladder is unsafe due to missing rungs, not Ladder meets design Unsafe securely attached to basin wall, standards and allows misalignment, rust,cracks, or sharp edges. maintenance person safe access. Metal Grates Grate opening Grate with opening wider than 7/8 inch. Grate opening meets (If Applicable) Unsafe design standards. Trash and Trash and debris that is blocking more than Grate free of trash and Debris 20%of grate surface inletting capacity. debris. Damaged or Grate missing or broken member(s)of the Grate is in place and Missing. grate. meets design standards. No. 6— Debris Barriers (e.g.,Trash Racks) Maintenance Defect Condition When Maintenance is Results Expected When �_ `; Components Needed Maintenance is Performed :�" -'h General Trash and Trash or debris that is plugging more Barrier cleared to design flow Debris than 20%of the openings in the barrier. capacity. Metal Damaged/ Bars are bent out of shape more than 3 Bars in place with no bends more Missing inches. than 3/4 inch. Bars. Bars are missing or entire barrier Bars in place according to design. missing. Bars are loose and rust is causing 50% Barrier replaced or repaired to deterioration to any part of barrier. design standards. Inlet/Outlet Debris barrier missing or not attached to Barrier firmly attached to pipe Pipe pipe � August 2001 Volume V—Runoff Treatment BMPs 437 _ ? Z_ 1 No. 16—Baffle OiUWater Separators (API Type) Maintenance' Defect.' . Condition When Maintenance is Results Expected When �: .'-: Componenf Needed Maintenance is Performed General Monitoring Inspection of discharge water for Effluent discharge from vault should obvious signs of poor water be ciear with out thick visible sheen. quality. Sediment Sediment depth in bottom of vault No sediment deposits on vault Accumulation exceeds 6-inches in depth. bottom that would impede flow through the vault and reduce separation e�ciency. Trash and Debris Trash and debris accumulation in Trash and debris removed from ' Accumulation vault, or pipe inleUoutlet, vault, and inleUoutlet piping. floatables and non-floatables. Oil Accumulation Oil accumulations that exceed 1- Extract oil from vault by vactoring. inch,at the surface of the water. Disposal in accordance with state and local rules and regulations. Damaged Pipes Inlet or outlet piping damaged or Pipe repaired or replaced. broken and in need of repair. Access Cover Cover qnnot be opened, Cover repaired to proper working Damaged/Not corrosion/deformation of cover. specifications or replaced. Working Vault Structure Vault replaced or repairs made so Damage-Includes that vault meets design Cracks in Walls See"Catch Basins"(No. 5) specifiqtions and is structurally Bottom, Damage to sound. Frame andlor Top ' Slab Cracks wider than 1/2-inch at the Vault repaired so that no cracks joint of any inleVouUet pipe or exist wider than 1/4-inch at the joint evidence of soil particles entering of the inleUoutlet pipe. through the cracks. Baffles Baffles corroding,cracking, Baffles repaired or replaced to warping and/or showing signs of specifications. failure as determined by maintenance/inspection person. Access Ladder Ladder is corroded or Ladder replaced or repaired and Damaged deteriorated, not functioning meets specifications,and is safe to properly, not securely attached to use as determined by inspection structure wall, missing rungs, personnel. cracks,and misaligned. 4-48 Volume V-Runoff Treatmenf BMPs August 2001 ��7-