Loading...
01-101515SIZOEI11EDBy „r 1_ C)pm ENT OEPAFiT{dIENT WL E N G I N E E R 8 ENGINEERING PLANNING SURVEYING St. Francis Hospital Proposed Ambulatory Services Building Preliminary Drainage Report for Master Land Use Permit St. Francis Hospital Proposed Ambulatory 1 Services Building Preliminary Drainage Report 1 for Master Land Use Permit Prepared for: HEERY INTERNATIONAL, INC. 1326 Fifth Avenue, Suite 8976 Seattle, WA 98101 Prepared by: oaw� E N O I N E E R S A Division of DOWL. Inoorporoted 8320 154th Avenue NE • Redmond, WA 98052 Tele: (425) 869-2670 • FAX: (425) 869-2679 August 2000 Revised November 27, 2000 This report has been prepared by the staff of DOWL Engineers under the direction of the undersigned professional engineer whose stump and signature appears hereon. S �� ag WAS, U ' Z /DQ V6 Una S+�I ONAL�t I J l—w]RES FEBRUARY 22, 2002 S12050-01 Engineering 0 Surveying 0 Planning TABLE OF CONTENTS Page INTRODUCTION.. -................................................................................................... I SITECONDITIONS.......................................................................................................... 2 KING COUNTY CORE REQUIREMENTS............................................................. ..... 3 KING COUNTY SPECIAL REQUIREMENTS................................................................. 8 Fip,ures 1 Vicinity Map..............................................................................._......................... 9 2 Basin Map............................................................................................................ 10 3 Schematic Storm Drainage Plan............................................................................ 11 4 Water Quality Application Methods......................................................... .......... 12 Appendix A: Off -site Analysis Drainage System Table Appendix B: Preliminary Flow Control Design Calculations Appendix C: Preliminary Water Quality Design Calculations 11 INTRODUCTION This report was developed as part of the Master Land Use Permit application for St. Francis Hospital's proposed Ambulatory Services Building. The intent is to demonstrate how the project will comply with Federal Way's drainage requirements as set forth in the 1998 King County Surface Water Design Manual (KCSWDM) and the city's 1998 amendments to that manual. Specifically, the report provides a brief discussion of each of the KCSWDM Core and Special Requirements. While preparing this report, we've drawn on several resources related to the project and surrounding areas: • Federal Way Storm Drainage Map Based on maps prepared by Nies Mapping Group Dated September 1992 • Medical Pavilion at St. Francis Binding Site Plan Submittal Level One Drainage Analysis Prepared by DOWL Engineers Dated October 3, 1993 • Addendum to Level 1 Drainage Analysis Prepared by DOWL Engineers Dated October 7, 1993 • Medical Pavilion at St. Francis Technical Information Report Prepared by DOWL Engineers Last Revision dated April, 1995 • St. Francis Medical Office Pavilion Wetland Analysis Report Prepared by B-twelve Associates Dated November 10, 1993 The building expansion will extend from the south face of the existing hospital structure and displace two parking lots. To offset these losses and accommodate new parking demands, a lot will be built on Tract B of the West Campus Business and Office Park immediately west of the hospital. As planned, the lot will provide 207 parking spaces. -1- SITE CONDITIONS The project's drainage can best be considered in two parts. The building addition and minor parking revisions on the existing campus property are identified as the East Basin (see Figure 2, Basin Map). There is no significant change to the land use within the East Basin. There is little topographic relief on this part of the site and runoff is collected in an enclosed storm sewer and directed to a regional detention facility identified as Lake No. 6 on Figure 21. The new parking lot is sited on a vacant lot covered with shrubs and second -growth timber and is designated as the West Basin. The new parking lot converts the surface from pervious to impervious. The topography is defined by a small knob at the west edge of Tract B and slopes south-southeast at about six percent. There are no distinct channels or other signs of concentrated runoff on this part of the site. Instead, rain sheet flows onto the adjacent property and enters the collection system shown on Figure 2. I J1 Figure 2 is a portion of Federal Way's Storm Drainage Map. .-2- J KING COUNTY CORE REQUIREMENTS CORE REQUIREMENT 1— DISCHARGE AT NATURAL LOCATION Core Requirement 1 (CR-1) requires that a development not change the location where runoff exits a project site. Where there is more than one discharge point, CR-1 prevents transferring runoff from one discharge point to another. Figure 2 shows the two existing discharge points from the project site. Runoff from the East Basin enters the existing storm sewer and drains directly into Lake 6, the regional detention pond along the Hylebos Creek drainage. The developed site runoff from within the East Basin will flow into the existing drains, assuring that the discharge point won't change. West Basin runoff exits the site primarily as sheet or shallow concentrated flow along the south boundary of the parking lot tract. When developed, this runoff will be concentrated and discharged into the existing storm sewer at the north end of 4`h Place South. This storm sewer follows the same flow path as the exiting site's overland runoff, and represents the most practical discharge point for parking lot runoff. CORE REQUIREMENT 2 — OFFSITE ANALYSIS Core Requirement 2 mandates that a Level 1 Downstream Analysis be performed for the project's two basins. DOWL Engineers prepared a downstream analysis for the East Basin in April 1995 as part of the Technical Information Report (TIR) prepared for the Medical Office Pavilion. This information is still applicable, is on file with the City of Federal Way, and no further analysis is warranted. The West Basin required additional review to evaluate the downstream flow path (see Figure 2, Basin Map). In general, the downstream drainage system appeared to be in satisfactory condition with nothing suggesting the need for a more in-depth analysis. Resource Review Adopted Basin Plan - The project site lies within sub -catchment "WHT' in the "Hylebos Creek and Lower Puget Sound Basin Plan". The basin plan recommends that retention/detention (R/D) facilities should be designed to pass the post -development 2-year and 10-year flows to Jcorresponding pre -development levels. Basin Reconnaissance Summa Report - The summary reports show the project within the 1 Hylebos Creek Basin. The report indicates that the existing R/D facilities in the immediate area are functioning adequately and will accommodate future development. No specific requirements are placed on the project site by the Reconnaissance Summary Reports. - 3 - Critical Drainage Area Maps - The project site does not lie within a critical drainage area. Flood lain/Floodwa EMA) - The project site is shown to be outside of any 100-year floodplains on FEMA/FIRM Panel 1250, Map No. 53033C1250 F, Revised May 16, 1995. Comprehensive Surface Water Management Plan - There is no known planning document addressing surface water management for this particular site. Sensitive Area Folio - The site is not shown to be within any recognized sensitive areas described by the King County Sensitive Areas Map Folio. A wetland delineation verified the absence of wetlands and buffers on the project site. USDA King County Soils Survey - The SCS' Soil Survey of King County indicates Everett- Alderwood gravely sandy loam and Everett gravely -sandy loam across the site. Field Inspection The downstream flow path was inspected for one -quarter mile downstream of the site on the morning of November 14, 2000. The conditions at the time of inspection were clear and approximately 40 degrees. The project site was dry and no runoff was observed in the downstream drainage system. The inspection is summarized in the Off -site Analysis Drainage System Table obtained from the KCSWDM. The table is included in Appendix A. The downstream flow path is contained entirely within the city's drainage system (see Figure 2, Basin Map). Drainage System Description & Problem Screening Section A-B - Runoff enters a catch basin at point "A" near the south edge of the site where Fourth Place South dead ends. The catch basin at point "A" could not be located in the field, but rather was identified by as -built plans. The structure is likely hidden. from view by vegetation, landscaping or an automobile. From the catch basin at point "B", a 12-inch concrete pipe extends north toward point "A" for approximately 225 feet. Before detail site design takes place, the point "A" catch basin must be located and inspected. Section B-D - At point "B", site runoff combines with flow from the west side of Fourth Place South, and continues south through an 18-inch concrete pipe until reaching point "D" at the intersection of Fourth and South 348`h Street. Because catch basin "D" has a solid locking cover and lies within a driving lane on South 348 h Street, the lid was not removed. However, the flow path through catch basin "D" is obvious from observations of the surrounding catch basins. No obstructions or damage was observed, and these pipe segments appear in good operating condition. Section D-H - From point "D", flow continues to the south through an 18-inch corrugated metal pipe (CMP) to a catch basin "E" on the south side of South 3481h Street. The downstream flow path continues to the east approximately 560 feet through the 18-inch CMP drain until reaching -4- catch basin "H". No obstructions or damage was observed, and these pipe segments appear in good operating condition. Section H-I - Catch basin "H" serves as the entry to a detention tank built to store runoff from 348t'. Due to the depth of the structure and confined space concerns, a direct inspection of the tank was not possible. However, there are no indications that the tank has malfunctioned and there are no signs of past problems. Section 1-3 - The detention tank empties through catch basin "I" and into an approximately 30- foot section of 24-inch pipe. Point "J" was partially visible from the road but, due to the steep slope and dense brush, could not be reached for direct observation. The total distance from the edge of the project site to point "J" is approximately 1,395 feet, beyond the quarter -mile downstream requirement. Point "J" is also the end of the pipe system that extends back to the Lake 6 outlet. This point, therefore, represents the location where runoff from the east and west basins combines. Mitigation of Potential Problems The entire system appeared to be in very good condition, and no significant problems or concerns were encountered during the field visit. Some minor sediment accumulation in the bottoms of the catch basins was observed, however, it appeared to be an amount that could be reasonably expected in any system. CORE REQUIREMENT 3 — FLOW CONTROL Flow control is required to mitigate the impacts of increased runoff volumes and rates caused by development. The East Basin is exempt from this requirement because flow control is provided by Lake 6. The West Basin is outside of the Lake 6 tributary area boundary so on -site flow control must be provided. According to Federal Way's KCSWDM amendment, the site falls within an area requiring Level 1 Flow Control. We are proposing to provide flow control with the detention vault shown on the Preliminary Site Plan (sheet C2 of 2) and Figure 3, Schematic Storm Drainage Plan. Preliminary sizing for the facility indicates that approximately 20,700 cubic feet of storage volume are required for the 1.77- acre parking lot. The calculations determining the vault size are included in Appendix B. CORE REQUIItEMENT 4 — CONVEYANCE SYSTEM The conveyance system will be designed per the KCSWDM when the project's engineering plans are developed. No detailed analysis is included in this report. CORE REQUIREMENT 5 — TEMPORARY EROSION AND SEDIMENT CONTROL The project's engineering plans will include proper erosion control measures designed per the KCSWDM. No detailed analysis is included in this report. - 5 - CORE REQUIREMENT 6 — MAINTENANCE AND OPERATIONS The project's engineering plans and TIR will include proper Maintenance and Operations measures per the KCSWDM. No information is included in this report. CORE REQUIREMENT 7 — FINANCIAL GUARANTEES AND LIABILITY The project's engineering plans and TIR will include a City of Federal Way bond quantity worksheet per the KCSWDM. No information is included in this report. CORE REQUIREMENT 8 — WATER QUALITY Water quality enhancement facilities remove contaminants that runoff carries from roads and other pollution generating impervious surfaces (PGIS). Federal Way requires water quality measures on both new and existing drainage systems when a project involves redeveloping a site such as the St. Francis campus. All facilities must be designed to meet the standards included under King County's Basic Water Quality Menu. Newly Constructed Areas In those areas of new construction, these standards can be applied with little difficulty. After evaluating the site constraints along with the current and future use of the property, we opted to use wet vaults to satisfy the basic water quality requirement. The design follows the procedure outlined in KCSWDM, Section 6.4.2. Figure 3 shows the location of the two proposed facilities. The West Basin includes the new, 1.77-acre parking lot. To treat the parking lot runoff requires an 8,335-cubic feet vault (see calculations in Appendix C). The water quality and detention vaults are combined into a single facility totaling 29,070 cubic feet and measuring 16-feet wide, 216-feet long and 8.4-feet deep. Within the East Basin, construction will produce 1.57-acres of new PGIS. A 7,375-cubic foot vault is needed to treat runoff from this area. The vault, also shown on Figure 3, is triangular in shape with roughly 1,240-square feet of surface area and 6-feet of depth. This is a stand alone facility; no detention is required within the East Basin. -' Retrofit of Existing Areas Water quality enhancement must also be provided for runoff from existing areas within the East Basin. The degree to which this can be accomplished varies greatly within the campus. The ^� viability of retrofitting new facilities depends on several items including the site topography, the accessibility of the existing storm drains, and the physical room available for new facilities. When we considered these factors, we broke down the East Basin into seven distinct sub -areas (see Figure 4, Water Quality Application Methods). Each sub -area was then evaluated to determine the most practical type of treatment facility, which is discussed below. -6- J Sub -Area E-1 - Water quality enhancement is provided for this area by a grass -lined swale along the west edge of the roadway that makes up this sub -area. No additional treatment is needed for this area. Sub -Area E-2 - This area includes the existing hospital building, the westerly medical office building, and the surrounding lawns and walkways. These areas do not generate pollutant laden runoff, so no enhancement measures are needed. Sub -Area E-3 - This area includes a small parking lot and delivery drive at the north side of the hospital. E-3 is difficult to retrofit because it is entirely paved, the roof and parking lot drains are combined, and the pipe locations make it impossible to install traditional2 water quality facilities without extensive reconstruction. Instead, we would propose to install a non-traditional method such as a coalescing plate separator. Sub -Area E-4 - This includes all new construction in the East Basin. Runoff is treated with the water quality vault discussed above. Sub -Area E-5 - This sub -area includes the existing parking lot west of Lake 6. There is probably adequate area adjacent to sub -area E-5 to construct a traditional water quality facility. Sub -Area E-6 - This sub -area includes the existing parking lot north of Lake 6. There is probably adequate area adjacent to sub -area E-5 to construct a traditional water quality facility. This facility may ultimately be combined with the facility for sub -area E-5 or even sub -area E-4. Sub -Area E-7 - An existing biofiltration swale provides water quality enhancement for this area that includes the medical office building fronting 9`h Avenue South. No additional treatment is needed for this area. There are clearly a large number of water quality alternatives available at this site. However, it is premature to select facility types and begin detailed sizing calculations because such work is beyond the scope of this report and the Master Land Use Permit. Instead, the intent is to provide the city with a general understanding of how this project complies with current drainage regulations. 2 For this report, traditional water quality facilities include the seven items identified on the Basic Water Quality Menu. -7- KING COUNTY SPECIAL REQUIREMENTS SPECIAL REQUIREMENT 1— OTHER ADOPTED AREA -SPECIFIC REQUIEREMENTS The "Hylebos Creek Basin Plan", while not enforceable outside of unincorporated King County, provides site -specific development recommendations incorporated in this report. SPECIAL REQUIREMENT 2 — FLOODPLAIN/FLOODWAY DELINEATION Not Applicable. SPECIAL REQUIREMENT 3 — FLOOD PROTECTION FACILITIES Not Applicable. SPECIAL REQUIREMENT 4 — SOURCE CONTROL Not Applicable. SPECIAL REQUIREMENT 5 — OIL CONTROL Not Applicable. WE Figures S 336th ST S 336th ST �o �L PROJECT SITE,, > z ¢ G � G cn Q4 > S 348th ST Agd©OWL ST. FRANCIS HOSPITAL - 2000 EXPANSION ExaiNman a VICINITY MAP A �Ivl�lon o OOWL. LLC � 4M"" W"� S12050 8-4-00 FIGURE 1 l� 154M Y�d/u OM W. �3A -9- u [ I 4 E Af s� AR _ �__ -- LAKE NO 6 � D 0 a 0z: _LA3 i r N E4 = S. 348TH Y s — 0 100 200 ._ .:..'C 'J,tr4%f�niuiwnkS'�t _ S~ 3 48 _�- SCALE IN FEET - _ o o---� JA©OWL ST. FRANCIS HOSPITAL akalmmum■ BASIN MAP i. o,.n-,o.+ c.r power LLc S12050 11-27-00 FIGURE 2 -10- LIMITS OF NEW IMPERVIOUS SURFACE CONSTRUCTION F rut I I i i iil � iItl 11 ITO 7 MES.0— r ION VAULT 24.735-CF FOR DETENTION 8,33.5-CF FOR WATER QUALITY N o ao so SCALE IN FEET ST. FRANCIS HOSPITAL /////m - - RUNOFF su� � � �O O BE COLLECTED BY THE E-31TIN STORM DRAINS AND WILL BYPASS �� ...�- 1 . 1 pE5C11ARC To ffND OF 4TH PLAGE Y \\V/\\� ;T. FRANCIS MEDICAL BLD EW STORM DRAINS TO 7A"j RUNOFF FROMNE]IfACILITI DRIVEWAYS A .� o M—Lm� �m Y a v 4 � s � LAKE 6 DETENTION POND • • DISCHARGE TO I / DEIEN flON Porno n / a° y� / 7 VAiJLT OVERFL8IY SPILLWAY N POND A \ TC}i BASN WITH IN!fflq SCREEN TRASFI 3; -cd I v MMIMMIM L AREA SPECIFIC WATER QUALITY FACILITY KEY E-1 EX WATER QUALITY FACILITY E-2 NO P.G.I.S. E-3 TYPE A RETROFIT E-4 NEW FACILITY PER FIGURE 3 E-5 TYPE B RETROFIT E-6 TYPE B RETROFIT E-7 EX. WATER QUALITY FACILITY W-1 NEW FACILITY PER FIGURE 3 TYPE B RETROFIT INCLUDES TRADITIONAL WATER QUALITY ENHANCEMENT MEASURES IN KING COUNTY'S BASIC WATER QUALITY MENU. TYPE A RETROFIT INCLUDES OTHER NON-TRADITIONAL METHODS. gaaar..n..r...arrr...w■r.r.�......R� �■ %. ..le 1 ■ ■ wi ■ r ■ ■ ■ ■ ■ e 0 50 100 L I i SCALE IN FEET AREA W-1 W.Q. FACILITY SITE MMMM. r E-1 r f N-- • — — E-3r/ ■ ■ ■ ■ r a IE-5 r � _j POTENTIAL TYPE B %* RETROFIT SITE POTENTIAL TYPE B RETROFIT SITES G AREA E-4 W.Q. FACILITY SITE Appendix A Off -site Analysis Drainage System Table J o � � aif 6 m C a E �p L - N L« Cl) too-0 R ¢ t .0 a L Y mT C f!1 G C ' z m ¢ H a y o C E m } cols ] CD lC SA O m N U C C O U m m E ' ECM W tj a°. C W j5� P E i m 5~ W cr �'E s � m OD m 0Z ZmV mCo Z o o C p c N C o mo C� m c? o mo CC 0 omc NZ a)m zzNzazazazazazazm a NN z a Nd x ts].iL $ �$ O O O O O O O O O O W O � V a Z m e in in o o v m rn r C d (G O N N v cc co Go r r O N cm tm co co co a N m Z v K IG Co J �_ n 0 n CD a LL cd Q �,m a m a m a m a a a- a a o- 0 7� �' m U U U U U o- r O O O - co - co - Go - c N 0 N m Co 2 k Y cn w o 0 0 0 0 0 0 0 0 Gl C A , U- 'O ... C LL LL IL LL lL m IL m LL m LL m lL ID N O E m': a a 'a a a K E a a O Q .ctl � m� Appendix B Preliminary Flow Control Design Calculations DOWL E : Sheet of VEYINo 0 Pl NNINo E N G I N E E R S LANDSCAPE ARCHITECTURE � W.Q. Q Protect:c! •�l7Clc� �Z.0 �+�7�Y1C! i'If Date: Client: By` �. �: : c :..- ..... .:::::._ ..... .. :. ....... : . . . . . . . . .. ......... . : .. ...... . . . :: �� :.: ::.. - : r _ _ m . . . . . . . . . . . .. . . . . . . . . . . . . . ./. ::: ::::: ell ........ t� i c jjl r C�5 zr Flow Frequency Analysis Time Series File:1-pre.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Analysis------- FlowRate Rank Time of Peak (CFS) 0.112 2 2/09/01 18:00 0.990 0.030 7 1/06/02 3:00 0.960 0.083 4 2/28/03 3:00 0.900 0.003 8 3/24/04 20:00 0.800 0.049 6 1/05/05 8:00 0.667 0.086 3 1/18/06 21:00 0.500 0.072 5 11/24/06 4:00 0.231 0.143 1 1/09/08 9:00 0.091 Computed Peaks 0.980 -----Flow Frequency - - Peaks - - Rank Return Prob (CFS) Period 0.143- 1 100.00 0.112 2 25.00 0.086 3 10.00 0.083 4 5.00 0.072 5 3.00 0.049 6 2.00 0.030 7 1.30 0.003 8 1.10 0.132 50.00 ODWL SURVEYING G r^ Sheet of PLANNING E N O I N E E R S LANDSCAPE ARCHITECTURE Project: Date: Client: By° N An T 1 v r I r rr 1 Retention/Detention Facility Type of Facility: Facility Length: Facility Width: Facility Area: Effective Storage Depth: Stage 0 Elevation: Storage Volume: Riser Head: Riser Diameter: Number of orifices: Detention Vault 16.00 ft 216.00 ft 3456. sq. ft 6.00 ft 236.50 ft 20736. cu. ft 6.00 ft 12.00 inches 2 Orifice # Height Diameter -� (ft) (in) 1 0.00 0.98 2 3.91 0.75 Top Notch Weir: None Outflow Rating Curve: None 1 I j Full Head Discharge (CFS) 0.064 0.022 Pipe Diameter (in) 4.0 Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 236.50 0. 0.000 0.000 0.00 0.01 236.51 35. 0.001 0.003 0.00 0.02 236.52 69. 0.002 0.004 0.00 0.03 236.53 104. 0.002 0.005 0.00 0.04 236.54 138. 0.003 0.005 0.00 0.05 236.55 173. 0.004 0.006 0.00 0.06 236.56 207. 0.005 0.006 0.00 0.07 236.57 242. 0.006 0.007 0.00 0.08 236.58 277. 0.006 0.007 0.00 0.18 236.68 622. 0.014 0.011 0.00 0.28 236.78 968. .0.022 0.014 0.00 0.38 236.88 1313. 0.030 0.016 0.00 0.48 236.98 1659. 0.038 0.018 0.00 0.58 237.08 2005. 0.046 0.020 0.00 0.68 237.18 2350. 0.054 0.022 0.00 0.78 237.28 2696. 0.062 0.023 0.00 0.88 237.38 3041. 0.070 0.024 0.00 0.98 237.48 3387. 0.078 0.026 0.00 1.08 237.58 3733. 0.086 0.027 0.00 1.18 237.68 4078. 0.094 0.028 0.00 1.28 237.78 4424. 0.102 0.029 0.00 1.38 237.88 4769. 0.109 0.031 0.00 1.48 237.98 5115. 0.117 0.032 0.00 1.58 238.08 5461. 0.125 0.033 0.00 1.68 238.18 5806. 0.133 0.034 0.00 1.78 238.28 6152. 0.141 0.035 0.00 1.88 238.38 6497. 0.149 0.036 0.00 1.98 238.48 6843. 0.157 0.037 0.00 2.08 238.58 7189. 0.165 0.038 0.00 j I I I j 2.18 238.68 7534. 0.173 0.038 0.00 2.28 238.78 7880. 0.181 0.039 0.00 2.38 238.88 8225. 0.189 0.040 0.00 2.48 238.98 8571. 0.197 0.041 0.00 2.58 239.08 8917. 0.205 0.042 0.00 2.68 239.18 9262. 0.213 0.043 0.00 2.78 239.28 9608. 0.221 0.043 0.00 2.88 239.38 9953. 0.228 0.044 0.00 2.98 239.48 10299. 0.236 0.045 0.00 3.08 239.58 10644. 0.244 0.046 0.00 3.18 239.68 10990. 0.252 0.046 0.00 3.28 239.78 11336. 0.260 0.047 0.00 3.38 239.88 11681. 0.268 0.048 0.00 3.48 239.98 12027. 0.276 0.049 0.00 3.58 240.08 12372. 0.284 0.049 0.00 3.68 240.18 12718. 0.292 0.050 0.00 3.78 240.28 13064. 0.300 0.051 0.00 3.88 240.38 13409. 0.308 0.051 0.00 3.91 240.41 13513. 0.310 0.052 0.00 3.92 240.42 13548. 0.311 0.052 0.00 3.93 240.43 13582. 0.312 0.053 0.00 3.94 240.44 13617. 0.313 0.053 0.00 3.95 240.45 13651. 0.313 0.055 0.00 3.96 240.46 13686. 0.314 0.055 0.00 3.97 240.47 13720. 0.315 0.056 0.00 4.07 240.57 14066. 0.323 0.059 0.00 4.17 240.67 14412. 0.331 0.061 0.00 4.27 240.77 14757. 0.339 0.063 0.00 4.37 240.87 15103. 0.347 0.065 0.00 4.47 240.97 15448. 0.355 0.067 0.00 4.57 241.07 15794. 0.363 0.068 0.00 4.67 241.17 16140. 0.371 0.070 0.00 4.77 241.27 16485. 0.378 0.071 0.00 4.87 241.37 16831. 0.386 0.072 0.00 4.97 241.47 17176. 0.394 0.074 0.00 5.07 241.57 17522. 0.402 0.075 0.00 5.17 241.67 17868. 0.410 0.076 0.00 5.27 241.77 18213. 0.418 0.078 0.00 5.37 241.87 18559. 0.426 0.079 0.00 5.47 241.97 18904. 0.434 0.080 0.00 5.57 242.07 19250. 0.442 0.081 0.00 5.67 242.17 19596. 0.450 0.082 0.00 5.77 242.27 19941. 0.458 0.083 0.00 5.87 242.37 20287. 0.466 0.085 0.00 5.97 242.47 20632. 0.474 0-.086 0.00 6.00 242.50 20736. 0.476 0.086 0.00 6.10 242.60 21082. 0.484 0.395 0.00 6.20 242.70 21427. 0.492 0.959 0.00 6.30 242.80 21773. 0.500 1.690 0.00 6.40 242.90 22118. 0.508 2.480 0.00 6.50 243.00 22464. 0.516 2.770 0.00 6.60 243.10 22810. 0.524 3.020 0.00 6.70 243.20 23155. 0.532 3.260 0.00 6.80 243.30 23501. 0.540 3.460 0.00 6.90 243.40 23846. 0.547 3.680 0.00 7.00 243.50 24192. 0.555 3.880 0.00 ^I 7.10 243.60 24538. 0.563 4.060 0.00 7.20 243.70 24883. 0.571 4.240 0.00 7.30 243.80 25229. 0.579 4.410 0.00 7.40 243.90 25574. 0.587 4.570 0.00 7.50 244.00 25920. 0.595 4.730 0.00 7.60 244.10 26266. 0.603 4.890 0.00 7.70 244.20 26611. 0.611 5.030 0.00 7.80 244.30 26957. 0.619 5.180 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.84 ******* 0.71 6.16 242.66 21272. 0.488 2 0.43 ******* 0.28 6.06 242.56 20956. 0.481 3 0.64 0.09 0.09 6.00 242.50 20739. 0.476 4 0.46 ******* 0.08 5.27 241.77 18220. 0.418 5 0.51 ******* 0.07 4.80 241.30 16591. 0.381 6 0.33 0.05 0.05 3.89 240.39 13437. 0.308 7 0.44 ******* 0.04 2.89 239.39 9974. 0.229 8 0.38 ******* 0.04 2.85 239.35 9845. 0.226 ---------------------------------- Route Time Series through Facility Inflow Time Series File:1-post.tsf Outflow Time Series File:vault Inflow/Outflow Analysis Peak Inflow Discharge: 0.837 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.705 CFS at 9:00 on Jan 9 in Year 8 Peak Reservoir Stage: 6.16 Ft Peak Reservoir Elev: 242.66 Ft 1 Peak Reservoir Storage: 21272. Cu-Ft 0.488 Ac-Ft JFlow Frequency Analysis Time Series File:vault.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period J 0.283 2 2/09/01 16:00 0.705 6.15 1 100.00 0.990 0.044 8 12/28/01 17:00 0.283 6.06 2 25.00 0.960 0.071 5 2/28/03 7:00 0.088 6.00 3 10.00 0.900 l 0.044 7 8/26/04 6:00 0.078 5.27 4 5.00 0.800 J 0.051 6 1/05/05 15:00 0.071 4.80 5 3.00 0.667 0.078 4 1/18/06 23:00 0.051 3.89 6 2.00 0.500 J 0.088 3 11/24/06 8:00 0.705 1 1/09/08 9:00 0.044 0.044 2.89 2.85 7 1.30 8 1.10 0.231 0.091 Computed Peaks 0.564 6.13 50.00 0.980 Appendix C Preliminary Water Quality Design Calculations !930WL SURIVEYING G Sheet of PLANNING ,A E N O 1 N E E R 5 LANDSCAPE ARCHITECTURE :77— Project: Date: Cllent: By: � + r.r rr• � it � �� w ►� w■ J DOWL SURVEYING G 5haet �, of ►�+�"� PLANNING ENGINEERS LANDSCAPE ARCHITECTURE Project: Date: Client: r By: C ::::::::: .::::::: :::: . . . .. . '/c.�.rTJK� .{,� : �: Cl ...... ..: :::::: ......... :::::.:: C. - 3 `J FAd3OWL ENGINEERING ,% r� SL-'-- ING Sheet rI of �. PLANNING E N G I N E E R S LANDSCAPE ARCHITECTURE Project. fs Date: Cllent: By: < � 2`re :.: ....... ......... ......... . .... ......... . ,. ... --....... .+.:: --------- OWL ENGINEERS i RESUBMITTED JUL 1 F 2001 _.l E N G I N E E R I N G P LA N N I N G I S U R V E Y I N G 1 I I I I I j j I j Downstream Analysis for St. Francis Hospital Ambulatory Services Building iJ Downstream Analysis for St. Francis Hospital Ambulatory Services Building Prepared for: Franciscan Health System 1717 South J Street Tacoma, WA 98405 Prepared by: ovwL ENO IN E EFIB A Dlvlalon of DOWL. lnoorpor-t�d 8320 154th Avenue NE •Redmond, WA 98052 Tele: (425) 869-2670 •FAX: (425) 869-2679 July 16, 2001 This report has been prepared b the staff of DOWL Engineers under the direction of � p p p Y the undersigned professional engineer whose stamp and signature appears hereon. ur WA 'J U o � IS7 7ONAL�1 EXPIRES FEBRUARY 22. 2002 S12196-01 Engineering Surveying Planning 1.0 GENERAL The following downstream analysis supplements the earlier Technical Information Report (TIR) prepared in June 2001 by DOWL Engineers. That TIR detailed the design of the drainage system proposed for the Ambulatory Services Building. One element of the drainage design was to convey runoff from all improved areas into Lake 6, the regional detention facility at the corner of 6t' Avenue and 348`h Street. During the course of reviewing this proposal, City staff raised concerns over this approach because it involved transferring runoff into the Lake 6 basin from areas outside of the basin. In particular, we proposed to intercept runoff from the new parking lot sited immediately south of the hospital and direct it into Lake 6. Under current conditions, runoff falling on this area drains south and toward 348`h Street before rejoining runoff:' coming out of Lake 6. The City is requiring that the project preserve the existing drainage pattern. Part of this requirement was identified in the Conditions of Process III Approval. It states that "Prior to the issuance of any construction permit, a Downstream Analysis for the existing system to which the parking area will be connected must be provided from the site to the outfall south of South 348`h Street." This report represents Franciscan Health System's (FHS) response to that requirement. 2.0 ANALYSIS REQUIRMENTS The City's approval conditions stipulate that the existing storm sewer must be shown to have the capacity to convey the peak runoff from a 25-year rain event. The scope of this report is limited to demonstrating the system capacity. This downstream analysis should not be considered a revision to the TIR. That report will be updated and resubmitted to the City with the upcoming civil construction plan revisions. 3.0 FIELD INSPECTION DOWL inspected the downstream drain system on July 6, 2001. The results of that investigation were limited to 4'' Place South due to the heavy traffic on South 348,h Street (this is the second occasion where traffic prevented direct inspection along 348,h). The inspected area spans between Points A and N as shown on Figure 2 — Existing Storm System and described on the attached Off -site Analysis Drainage System Table. The uninspected portion of the system was evaluated by reviewing as -built drawings and earlier inspection records. The one notable aspect of the review was that the parking lot of the Evergreen Eye Clinic acts to dam up the natural drainage path at Point C on Figure 2. Anecdotal evidence suggests all runoff infiltrates, but if ponding were to reach perhaps 1'/z feet in depth, it 1 July 6, 2001 letter from Kathy McClung, Director of Federal Way Department of Community Development Services to Laure Caillouette-Nichols and Steve Pennington -1- would overflow on to the parking lot. From the overflow point, water runs through the private drainage system on the Evergreen site before reaching the public storm sewer on 348t' Street. 4.0 PROPOSED SYSTEM IMPROVEMENTS Due to liability factors, it is impractical to connect our new drainage improvements to the private system on Evergreen's property. Instead, we are proposing to connect to the storm sewer in 4t' Place South. While that system is also private, St. Francis was granted an easement allowing use of the storm sewer several years ago (see title report submitted with Binding Site Plan (BSP) application). The proposed point of connection is depicted on the right-hand side of Figure 1 — Downstream Analysis (see rear pocket) as Node 1. 5.0 EXISTING SYSTEM EVALUATION Again, the scope of this report is limited to evaluating the ability of the existing system to convey the peak, 25-year storm event between that point of connection and the discharge to Hylebos Creek. Our evaluation follows the conveyance system sizing process outlined in Section 4 of the King County's 1998 Surface Water Design Manual (KCSWDM). The system is made up of 10 sections with a node at the end of each section (11 nodes total). The left-hand side of Figure 1 depicts the areas tributary to each node. Note that there is no area 9 because no ground surface contributes runoff at this location. The Rational Method is used to determine the peak runoff rate with this area information. The calculations are determined with the "Pipe Sizing Table (Runoff by the Rational Method)". This information is entered into the backwater analysis that calculates the hydraulic grade line of the system. Data in both tables require minor explanation: Pipe Between Nodes 1 and 2 - This pipe accepts runoff from the new parking lot (Lot 8 of the BSP) and the property owned by Lakehaven Utility District (LUD). Note that the detention system proposed on Lot 8 is excluded from runoff calculations, producing a more conservative figure. Pipe Between Nodes 3 and 4 - This pipe accepts runoff from the Evergreen Eye Clinic. While there is likely a detention system on this site, we did not reduce the peak runoff rate. Pipe Between Nodes 5 and 6 - This pipe accepts runoff from part of the development at the northeast corner of 4t' Place and 348" Street. While there is a detention system on this site, we did not reduce the peak runoff rate. Pipe Between Nodes 9 and 10 - This 128-foot pipe includes a detention tank constructed when 348 h was widened. The 54-inch tank is broken into two sections and each includes a 36-inch diameter reducer on each end. The analysis is based on a continuous length of 36-inch pipe that ignores the intermediate structure. -2- I Pipe Between Nodes 10 and 11 - The pipe outfalls to Hylebos. It is assumed to have a free draining outlet. 6.0 RESULTS OF EVALUATION The only problem identified is at Node 5. The rim of this catch basin (elevation 213.60) is below the hydraulic grade line (elevation 214.78). The easiest remedy to this problem is to install bolts on the solid cover to attach it to the casting. I I I I I I I j 0 O (U J 3 0 a �O U y U O� If7 10 (U Ln IJ A W -1F F O J O 06 Ln 117 fU �O O (U LO �J A W F- 11¢ IA JN (n Q L1 If] N W 0 40 80 1 I 1 SCALE IN FEET -4- j FIGURE 2 I•M, u N r- Cn Cl f� UO r- 0 3 r V cc c d v� v E W > 3 0 o 0 N p C O F p N N vL. C L L 00 0 L d >, p O O y H y; Cd �� °�' �SZ F oa °� � N d •_ L O 7rt y b N F to O �,'O LZ T > O N U ° U CC ?, _ N1 E d,N me C G C C C O � (ccL U + LC r r O Qooy O N 3 F F F O O o U' 73 L. ad r Y ,., 1•. y � .w, N N F F F N N N N N a�� o z o¢ z 0 z m Q) U 0 z 0 z r- ZD c _ G 0 z 0 z 0 z 0 z 0 z �Co L 62 m CAQ U N cC vC7c_ F 0 C [C7 U) c -0 O 4. D G C C w O lT 0 b y NQ LJ.I �02E c o X 0 0 Y c G c a 0 a) a w 'F ¢ c O O F .x F F O O O O O c p p z .� z O z p A.. z z .D D ice- z z z z z 4) ci L C fA N m M l� _.0 v O N u — I I I I I I I I I Q L.E O O O O O N O O en O m O O O O O O p M M V) kn to a. ¢W 0¢ ¢ ¢ o E¢ z o z N z o z z N N N c 3 T y CACD .`ac i o o pq �' ao Wro N C � � p y � � F • V F w � � V3 � CD Cn , bq F .Y b�A cC X ^, x U y. d d O m o E *°- b a a�i pCIO 0 a _ c 3 .L0. N N Ci N CO U y y ¢. !3. O vs o „ o U a)a'a aF 0, CG co i b'b ° oF c •n_ F C .i y 'O U•� �3' F .b N F F ,U Cn b m m 0 Cucc o CL G�FT"N yam o o c F !C C= C G� O .L 0_ U) aD o a�i O O (ID coE V s V] O F N F W _N W Q. 0 Q. m y Q N G o a o Q C1 0. E cc m E A B O cnp F F U 3 0 0 0 O Z a m hi p G c�a Ln p N N V ~iw Cn rA W U N = N N N cc E 0.1 U >% aa) I I I I I I I I I CO) U) ¢ ¢ Cq pa U U a1 M V1 O1 N 0 Q -5- X 0 3 U O_ � U N N N N N N N 7 C N O Ri 3 CC 3 CO 3 Cd 3 Cd 3 CC 3 GO 3 a=+ CC (� �. o 0 'CS 'O •C 'O 'C 'b 'C CO U_ c� U c U F U E U O U E U U •� � W b 0 o °, i >G � 0A G N N U N N N N a)•� w+ O O O O O O O O '^ z z z z z z z z x� 0Eto x� O z O z O z O z O z O z 0 z> 0 0 0 3° C M NW) CDtn r O O O r• c`• t t� 00 00 00 = I I O N O O N 07 O to l— k \ o 0 0 0 o N N Cl! O O tn tl O� n O O to t V1 O cC Y O ♦+ Q� cn Gn cn M z °8to R E rn o ., cc I c o o• (D O OO O O O r N W •t- > Z N O C4 M cn U) C%] O z; y C ti U U U U U r ,>, y p a. a. a a. a A A 3 s o •c b E o 0 > o > s c Y o U U U U U a3 U E c N N N N N M N z U U I I I I I I+ cn W C''4 C ) jC uj Z ClCO w •� O C O E In CD M r CO 00 m m m N uC r Orr r 0-t O N 00 CN W 7L37 LL fit. OOOOOOOOOO Q Ur > 00 CD Q N Z CO a) N U a) 7 n N O O CO CO r r CO N m E O > � t` O N m M 0 O O ti � � �ci �ri m4'1 C04 m r 0 CD 00-0 C) In C) C coU d N OrLO(14WI-r LO I� U� Cl)LOt- - coo) O)~M d co r I- O I.- M CD W O CCf) CM I- I- O CO N 00 00 M o C6cri4I�igC6M6�rl- t O O O O O O O O o 0 a) O O" r Cc) .4 Lo N N COY) r r M LLB CD N c O N N CD O O O M 0 CD O CD o CD 00 r N N 0 0 Cn Uf ^ o C 0 = (n M M r r r r r r 0 0 O W N N W. O J co mNNNNNNNN�� Q v r r r r r r r r In N W Q O CD G H 0 >- C0 0. 00 7 Cn W N = (0 to CDCU = N N N N N't N N c> N Z N cu N N r r r r r r CN r O CD O O O CD O CD O Cl cc > 0000000000 cn ,, z W -0 UCOCL J J C cu U < 7 V ItcocoLOLOcoco co CO CA O r CO I-- CO r r CO ' Q. O Z rrCMMMC+MMInCnCD QZ C L M O M N r 0 00 LC) It MO ~ CG N OOOOOOM r C N N r r r r r r r r 0 Q wO U C7 O tt I� O N O M tlO M _ NC Cn r ti 00 O) O r 0 0 Ui _ C C O O O O r r It' }� U O LL U) E rl*- olnrhCDO)o'ct H Z = U) Q rn C� Un (q D? Cn C v 1p 0 W 0 r r r r N ct U') U r Co N 0 Co CD M CM O Cn W Q o 0 0 0 N O O t O r O O O O O O O O N O r U O CDm0I`000OM C O O CO o m m O m CDw U) U 0 0 0 0 0 0 000 0 Q a m O cD h cD cD cD I� o CD N C 0 0 0 0 tt O r h O M O Q N O O O O O O CD O r r = O N O V N � � r 0 LL N >, 00 t� (0 U O JE LLI i r N M � 0 M I� CO 0) CD 0 O L J Q -7- Page HYDRAULIC GRADELINE CALCULATIONS ENTR HEAD LOSS: Ke FROM Tbl 4.3.5A KCSWDM Page PROJECT: St. Francis ASB INLET CONTROL: Hw/D FROM Fig 4.3.5C OR Fig 4.3.5D W.O.#: S12195 PIPE RUN: 25-YEAR DISCHARGE BEND HEAD LOSS: Kb FROM Fig 4.3.4E KCSWDM FN: HGLCALCS.XLS JUNC HEAD LOSS: FROM Fig 4.3.4E KCSWDM DATE: 14Jul-01 [1j {2} [3] (4] {5] (6} [7j [8} (9j [10] [11} [12y [13} {14) {15] [i6) [17] (18) INLET USE APPR BEND (19 JUNC (20) HEAD LOSS (21) DEPTH CB COMMENT BARREL FRICT. SLOPE FRIC ENTR HGL ENTR HEAD EXIT HEAD OUTLET CONTROL CONTROL CONTROL VEL HEAD HEAD FROP-T HGL CB TO RIM PIPE RUN PIPE OUTLET INLET PIPE BARREL BARREL VEL TW Sf LOSS ELEV Ke LOSS LOSS ELEV Hw/D Hw ELEV ELEV HEAD Kb LOSS LOSS BED K=0.5 ELEV NO. INVERT ELEV SEGMENT Q LEN SIZE W ELEV ELEV So AREA VEL HEAD ELEV [ff] [ft] (ft) (fit] [tt] (ft) (ft) (ft) (ft) (ft) CB to CB Ws) (tt) (in) {1T] (ft) [°I } (sq ft) {Sps} [tt) (n) {°I ] [tt] 0.02 [tty 206.92 0.50 (ft) 0.03 0.06 {tt) 207.02 0.65 1.30 207.45 207.45 -0.01 1.00 0.008 0.00 0.00 207.45 10 1.30 n/a 11 10 6.37 30 24 0.012 206.00 206.15 0.50% 3.14 2.03 0.06 206.90 0.07% 0.03 207.48 0.50 0.00 0.01 207.49 0.30 0.90 207.69 207.69 -0.66 0.00 0.000 0.00 0.00 207.03 9 0.24 216.01 10 9 5.13 128 36 0.024 206.15 206.79 0.50% 7.07 0.73 0.01 207.45 0.02% 0.35 207.38 0.50 0.33 0.66 208.37 1.75 1.75 212.10 212.10 -0.38 1.00 0.379 0.00 0.00 213.21 8 1.32 214.92 9 8 5.13 20 12 0.012 210.00 210.35 1.75% 0.79 6.53 0.66 207.03 1.75% 1.00% 0.54 212.64 0.50 0.19 0.38 213.21 1.35 1.35 21 -0 212.24 213..35 1.00 0.354 0.00 0.00 21. 7 2. 214.9 8 7 3.88 54 12 0.012 210.35 210.89 1.00% 0.79 4.94 4.77 0.38 0.35 212.10 213.21 0.93% 0.43 213.64 0.50 0.18 0.35 214.17 1.30 1.30 212.65 214.17 -0.34 0.35 0.117 0.00 0.00 213.95 6 2.60 214.92 213.60 boRJown Ild, secure under pressure) 7 6 3.75 46 12 0.012 210.89 211.35 1.00% 0.79 0.88% 0.33 214.28 0.50 0.17 0.34 214.78 1.25 1.25 213.04 214.78 -0.25 1.00 0.251 0.00 0.00 21g.78 5 2.99 (Solid 6 5 3.65 37 12 0.012 211.35 211.79 1.19% 0.79 4.65 0.34 213.95 0.08 214.86 0.50 0.13 0.25 215.24 1.12 1.12 213.06 215.24 -0.24 0.35 0.084 0.00 0.00 215.08 4 3.14 216.20 5 4 3.16 12 12 0.012 211.79 211.94 1.25% 0.79 4.02 0.25 214.78 0.66% 0.25 215.33 0.50 0.12 0.24 215.69 1.10 1.10 213.45 215.69 -0.09 1.00 0.095 0.00 0.00 215.69 3 3.34 216.12 4 3 3.16 40 12 0.012 211.79 212.94 1.02% 0.79 3.92 0.24 215.08 0.63% 1.62 217.31 0.50 0.05 0.09 217.45 0.90 0.90 225.30 225.30 -0.09 0.00 0.000 0.00 0.00 225.21 2 0.81 227.75 3 2 1.94 162 12 0.024 212.35 224.40 7.44% 0.79 2.47 0.09 215.69 1.00% 0.90% 0.63 225.84 0.50 0.04 0.09 225.97 0.90 0.90 228.00 228.00 0.00 0.00 0.000 0.00 0.00 228.00 1 0.90 230.37 2 1 1.84 70 12 0.024 224.40 227.10 3.86% 0.79 2.34 0.09 225.21 -8- DOWL ENGINEERING SURVEYING Sheet Of PLANNING rAA E N G 1 N E E R S LANDSCAPE ARCHITECTURE ^�O Project: Date: Client: By: /152f ......... . .. ........ ..... u tL: ........ CD ... .. ..... _�. J DOWL SURVEYING G Sheet of PLANNING E N G IN E E R S LANDSCAPE ARCHITECTURE W.O.#: : ? Project: Date: Client: By: ...... ....... — . :ram c� :::.` . :::: :9:....... ::: ........ ........ ......... :::...... ..... ...... ...... ...... ........... ........ ........... I ............... ........ ........ - _ . . . . . . . .Off. ......... ......... .. .o ,. 2, J r,ADOWL SURVEYINGG Sheet of PLANNING E N G I N E E R S LANDSCAPE ARCHITECTURE _ Project: f Date: Client: By: . ......... . ......� ...... ...... ... ......... . ... ... ......... ......... I DOWENGINEERING SURVEYING Sheet of PLANNING AA E N G 1 N E E R S LANDSCAPE ARCHITECTURE W.O.#: _S�/%�C� Project: r��rcr_s Date: % Client: By: I . .... ......... ... ..... : ..... . ..... ::: ... ........ .... :.:...... ....... ... .:....... . ...... .I...... p • !. Q�• /4/. •� O ' . . . . . / . O V C V R�+I- •� ......... f ... ........ .....:::::::. ........ 0 : --, ::' : Grp .::: L _ �!!/...... r......... . . . . . . . . . . . . . . !EOL SURVEYING G Sheet of AA PLANNING N G 1 N E E R S LANDSCAPE ARCHITECTURE w.o.#: SI�I �fL Project: S� Date: Client: By: 0 /;1) 4.3.1 CULVERTS —METHODS OF ANALYSIS FIGURE 4.3.1.F CRITICAL DEPTH OF FLOW FOR CIRCULAR CULVERTS 120 114 108 102 96 90 84 78 72 60 54 48 42 c LU a 36 0 33 30 27 24 21 18 15 12 3,000 2,000 1,000 500 400 300 200 Z w 50 40 0 30 am m .. 0.90 0.80 0.70 0.60 0 0.50 d U ID 0.40 10 r 2T =1.0 5 A3 D 0.30 4 Q 3 A d 2 + T 1 Note: For all cross -sectional shapes, do can be calculated by 10.20 trial and error knowing that the quantity (Q2T19A3)=1.0 at critical depth. EXAMPLE D = 66 inches, Q = 100cfs dc/D - Ratio = 0.50 do = (0.50)(66 inches)= 33 inches - (12 inches/ft) dc= 2.75 feet 1998 Surface Water Design Manual 9/1198 4-47 Ll SECTION 4.3 CULVERTS AND BRIDGES FIGURE 4.3.1.0 HEADWATER DEPTH FOR CORRUGATED PIPE CULVERTS WITH INLET CONTROL 180 r 10,000 168 8,000 EXAMPLE 156 6,000 D = 36Inches (3.0 feet). 6 (2) 5,000 a = 66 efs (3) 144 4,000 5. 6. Hw• Hw 132 3,000 D (feet) 5, 6. Ci (1) 1.8 5.4 4. 120 r 2,000 (2) 2.1 6.3 5. 108 ¢ a (3) 2.2 6.6 - 4' •D in feet 3. 4. 96 F 1,000 3. 800 3. 84 n: N 600 _ 2. 500 400 - 2. 72 ! 2. W 300 / U CA)/ - 1.5 Z 60 -- U 200 4ti- _ ZLU -1.5 1.5 C 54 C �- D: H W 100 / g 48 Q 80 > a -60 1.0 -1.D LL 42 //rn O 80 O 40 w y .0 LU j 36 30 HW ENTRANCE - .9 t D SCALE TYPE LU a •9 G 20 (1) Headwall - .6 - .8 30 (2) Mitered to onform `1 .8 U p 27 10 (3) Pr cling a 8 - .7 - .7 p Z n .7 fA 5 To a scale (2) or (3) project 21 Izontalty to scale (1), then _ use straight Inclined line through 3 D and O scales, or reverse as 6 18 illustrated 2 15 .5 1.0 rN .5 V12 ILD ENTRANCETYPE HEADWALL PLAN I I II I I MITERED TO CONFORM TO SLOPE SECTION 11 r1 l A(2) PROJECTING SECTION n (3) 9/1/98 1998 Surface Water Design Manual 4-44 / 4.3.1 CULVERTS -METHODS OF ANALYSIS FIGURE 4.3.1.B HEADWATER DEPTH FOR SMOOTH INTERIOR PIPE CULVERTS WITH INLET CONTROL 180 10,000 (1) (2) (3) 168 8,000 EXAMPLE s. 156 6,000 D = 42 inches (3.0 feet). 6. 5,000 Q =.120 efs 5. 144 6. 5. 4,000 laves ifw 132 D (feet) 4. 3,000 (1) 2.s 8.8 5' 4. 120 (2) 2.1 7.4 2,000 (3) 2.2 7.7 4• 3' 708 3' •D in feet 96 1,000 3. 800 g4 - 2. 2- 600 500 72 400 / 2. U 3004=- x Z /5 50 U 200 Z 0 54 a s to 100 J48 / 80 U / _ LL O 42 50 HW SCALE EN ANC W _ 1.0 40 D TY P w IW 36 30 (1) Square dgo with Lu h dwall G - .9 Q 33 20 { cove end with W 30 headwall S [3 Groove end '8 27 projecting 10 24 8 `3J�Z -.7 To use scale (2) or (3) project 21 horizontally to scale (1), then use straight inclined line through D and 0 scales, or reverse as 3 illustrated. _ .6 18 2 15 1.0 12 1.5 F_ 1.5 1.0 1.0 .9 .9 .8 �- .8 ,7_ .6 [- .6 .5 L .5 L .5 ENTRANCE TYPE SQUARE EDGE WITH HEADWALL fib •i PLAN (1) GROOVE END WITH HEADWALL 1 �+f .»+ PLAN (2) GROOVE END PROJECTING 1998 Surface Water Design Manual 4-43 9/1/98 PO FEDFIZAL WAY LIBRARY AND F ICI ° C'A H&A rH SERVICES CAMPUS Prepared for KING COUNTY LIBRARY SIVS11 EM ` 00 Eighth Avenue North Seattle, Washington 98109- 191 2101 -112th Avenue H.E., Suite 110 Bellevue, Washington 98004 (206) 455-5320 17AA MJLLPL erry or= F�,:I-eao-L e .-( FEDERAL WAY LIBRARY f AND FRANCISCAN HEALTH SERVICES CAMPUS TRAFFIC ACCESS STUDY Prepared for KING COUNTY LIBRARY SYSTEM ILl 300 Eighth Avenue North Seattle, Washington 98109-5191 1 j Prepared by TRANSPORTATION PLANNING & ENGINEERING, INC. 2101 - 112th Ave. N. E., Suite 110 Bellevue, Washington 98004 September 11, 1990 TRANSPORTATION PLANNING & ENGINEERING, INC. VICTOR H BISHOP P E President DAVID H ENGER P E Vice President Mr. Tom Fawthrop Architectural Projects Coordinator KING COUNTY LIBRARY SYSTEM 300 Eighth Ave. North Seattle, WA 98109-5191 2101 - 112th AVENUE N E, SUITE 110 - BELLEVUE, WASHINGTON 98004 TELEPHONE (206) 455-5320 FACSIMILE (206) 453-7180 September 11, 1990 Re: Federal Way Library and Franciscan Health Services Campus Traffic Access Study Dear Mr. Fawthrop: We are pleased to present this traffic access study for the proposed Library and Health Services projects shared access onto the existing roadway system. The projects are Located on the southeast side of First Way S. opposite First Pl. S. in Federal Way. We have visited the project site and surrounding street network, and have discussed the scope of this study with Mr. Greg Fewin, Senior Planner for the City of Federal Way. The scope of this traffic study is to analyze the proposed access locations onto the arterial street systems and determine if mitigation is required, and if it is appropriate. The conclusions and recommendations are listed on pages 5 and 6 of this report. PROJECT DESCRIPTION Figure 1 is a vicinity map showing the location of the site and the surrounding street network. Figure 2A shows a preliminary site plan for the library dated September 5, 1990. The Library project consists of a 25,000 sq. f ft. building and 176 parking stalls. 4 Figure 2B shows a diagram of hospital campus expansion and planned roadways. This diagram is contained within the St. Francis Community Hospital Site Development Plan dated August 23, 1990. The Health Services Campus project could consist of the following: I J J Mr. Tom Fawthrop KING COUNTY LIBRARY SYSTEM September 11, 1990 Page -2- - 48 to 60 bed clinic (30,000 sq. ft.) - 100 bed skilled nursing facility - 100 bed retirement housing - 50,000 sq. ft. medical office building - 20 units of housing (duplex/triplex) Both projects are proposing to share access onto First Way South. Also, access through the existing hospital to both 6th Ave. S. and 9th Ave. S. will be available. This access will primarily facilitate traffic generated by the Health Services project. Full development of the Library project is expected to occur by 1992, therefore 1992 is used as the horizon year for the purposes of this study. Also, for the purposes of this study, full buildout is assumed for the Franciscan Health Service campus. EXISTING PHYSICAL CONDITIONS The project sites presently are undeveloped wooded areas. Figure 3 shows existing traffic control, number of roadway lanes, number of approach lanes at intersections, and other pertinent information. The primary streets within the study area are S. 348th St, 1st Way S. and 6th Ave. South. King County classified these streets as follows: - S. 348th Street - 1st Way South - 9th Ave. South - 6th Ave. South - S. 340th Street - 1st P1. South EXISTING TRAFFIC CONDITIONS Principal Arterial Minor Arterial Minor Arterial Unclassified Local Access Unclassified Local Access Unclassified Local Access Figure 4 shows existing PM peak hour traffic volumes at the proposed intersections. Table 1 shows calculated levels of service (LOS) for 1990 conditions at the pertinent street intersections. The LOS were calculated using the procedures in the Transportation Research Board Highway CaRacity Manual - Special Report 209, 1985. The LOS shown indicates worst case traffic approach operation at stop sign controlled driveways. There are six different LOS ranging from "A" (little delay, very good operation) to "F" (extreme delay, poor operation). At stop -sign controlled intersections, LOS is Mr. Tom Fawthrop KING COUNTY LIBRARY SYSTEM September 11, 1990 Page -3- determined by the calculated reserve capacity. Reserve capacity is the number of new vehicles that can be added to a traffic movement before the operational characteristics deteriorate and motorists begin to experience serious backups and delays (LOS F). FUTURE TRAFFIC CONDITIONS WITHOUT THE PROJECT Figure 5 shows projected 1992 PM peak hour traffic volumes without the project. These volumes include the existing traffic volume counts plus background growth. The growth factors used in this report are 6.7% and 7.8% per year for 1st Way S. and S. 348th St. respectively. These rates were determined from King County Department of Public Works Historical Traffic Counts 1978 - 1988. TRIP GENERATION AND DISTRIBUTION Table 2 shows the Library and Health Services Center projects expected vehicular trip generation during an average weekday and during the traffic peak hours, respectively. The trip generation is calculated using the average trip rates in the Institute of Transportation Engineers Trip Generation, Fourth Edition, 1987. A vehicle trip is defined as a single or one direction vehicle movement with either the origin or destination (exiting or entering) inside the study site. Figure 6 shows the calculated site -generated traffic and assumed distribution. Separate distributions were assumed for each project. The distribution is based on the characteristics of the road network, existing traffic volume patterns, the location of likely trip origins and destinations, previous traffic studies, and estimated travel times. TRAFFIC OPERATIONAL ANALYSIS Figure 7 shows the projected 1992 PM peak hour traffic volumes with the proposed projects. First Way South Access The location of the shared access driveway (Liberty Lane) onto 1st Way S. is approximately 350' north of the 1st Pl. S. intersection and approximately 725' south of the S. 340th St. intersection. Both 1st P1. S. and S. 340th St. are unclassified local access streets. Mr. Tom Fawthrop KING COUNTY LIBRARY SYSTEM September 11, 1990 Page -4- The entering site distance (ESD) at the Liberty Lane access onto 1st Way S. driveway was measured using standard King County procedures. The measured ESD's from the driveway were approximately 560' and 1,150' looking left (south) and right (north), respectively. According to chart 2.02 Arterial Roads, King County Road Standards, 1987 (attached) the ESD requirement is 620 feet. The standard ESD is met to the north and can be met to the south with minor brush trimming. A sight distance easement is proposed to the south and is shown on the Boundary & Topographical Survey of Federal Way Library Site dated 6/12/90. We recommend that a height limit of 3' or less be incorporated into the easement. There is an existing curb cut for a driveway directly across 1st Way S. at the 1st P1. S. intersection along the Library project's frontage. Providing access to the Library at this location would be unsafe due to the horizontal curve in the roadway south of the driveway. The driveway would be on the inside of the curve. This curve substantially reduces the available sight distance to the left for exiting vehicles. Sight distance for existing 1st P1. S. is sufficient because it is on the outside of the curve. Liberty Lane is being proposed as a 36' wide shared Commercial Access Street which will serve two projects. According to King County Road Standards, 1987, Section 2.08 Intersections, the minimum centerline to centerline offset "should" be 500' between adjacent intersecting streets onto a minor arterial. Liberty Lane is about 350' northeast of 1st Pl. South. We feel that the Liberty Lane access onto 1st Way S. should be allowed for the following reasons: The existing curb cut for the Library site would be unsafe for exiting motorists due to the limited sight distance to the left. Sight distance recommendations are met at the proposed access with some minor brush clearing. The access is along a common property line. The access is shared by more than one project which will reduce the total number of access locations onto 1st Way South. Mr. Tom Fawthrop KING COUNTY LIBRARY SYSTEM September 11, 1990 Page -5- LOS operations at 1st P1. S. and Liberty Lane are each calculated at B. These good levels of service indicate that traffic operations at both will be acceptable. Street modifications are required to provide access to 1st Way S. from Liberty Lane. These changes are shown on a plan prepared by HCE, First Way South Street Modification, March, 1990. A reduced copy of this plan is shown in Figure 8. We have reviewed the plan and find it acceptable. S. 348th Street Access Providing access onto S. 348th St. via 6th Ave. S. is not expected to cause operational problems on S. 348th Street. The calculated LOS at this intersection is good now (LOS A) and should remain good (LOS C) into the foreseeable future. The proposed layout of the internal Franciscan Health Service campus roadways is such that non -destination through traffic should not be a problem. This is because the roadway layout is very circuitous which will discourage such traffic. Furthermore, the signalized S. 348th St./1st Ave. S. intersection is estimated to operate at a good LOS (LOS B) which, therefore, does not encourage motorists to seek out alternate travel routes. Through traffic is undesirable within the site due to proposed housing for the elderly and other facilities not compatible with increased traffic. PROPOSED ROAD PROJECTS There are no identified road projects listed in the King County Department of Public Works The 1989-1994 Roads C.I.P. CONCLUSIONS AND RECOMMENDATIONS We conclude that the Liberty Lane shared access onto the 1st Way S. will provide acceptable operations without conflicting with 1st P1. South. c=We recommend that the proposed Liberty Lane access be constructed as shown on the site plan with the following traffic mitigation measures: 1. Add a height restriction of 3' or less to the site distance easement. Mr. Tom Fawthrop KING COUNTY LIBRARY SYSTEM September 11, 1990 Page - 6- 2_ Install a stop sign on Liberty Lane on its approach to 1st Way South. Stripe the approach with separate left and right turn pockets. 3. Remove and reconstruct the landscaped median on 1st Way S. in accordance with the plan prepared by HCE. This plan provides both a left turn pocket from 1st Way S. to turn into Liberty Lane and a left turn refuge/ acceleration lane to turn out of Liberty Lane. No traffic mitigation should be necessary for the access onto S. 348th St. via 6th Ave. S. since it is expected to operate at LOS C. The circuitous proposed roadway layout is recommended to reduce through traffic due to proposed housing for the elderly and other facilities not compatible with increased traffic. If you have any questions please call Mark Jacobs, P.E. or me. Very truly yours, TRANSPORTATION PLANNING & ENGINEERING, INC. t1]�. Victor H. Bishop, P.E. President MJJ/akb TABLE 1 LEVELS OF SERVICE PM PEAK HOUR PROJECTED EXISTING 1992 W/O 1992 WITH INTERSECTION 1990 PROJECTS PROJECTS(') 1st P1. S./ EBLT C C B 1st Way S. EBRT A A A Driveway/ WBLT - - B 1st Way S. WBRT A 6th Ave. S./ S. 348th St. A B C �>> Median modifications are assumed to be in place on 1st Way South. TABLE 2 Trip Generation ITE CLASSIFICATION AVERAGE TRIP RATE TRIPS ENTERING TRIPS EXITING TOTAL LIBRARY PROJECT Average Weekday 45.5 569 569 1,138 AM Peak Hour 1.106 14 (50%) 14 (50%) 28 PM Peak Hour 4.915 65 (53%) 58 (47%) 123 HEALTH SERVICES CENTER PROJECT *Clinic, 630 (30,000 sq. ft.) Average Weekday 23.789 357 357 714 AM Peak Hour N/A N/A N/A N/A PM Peak Hour 2.484 52 (41%) 76 (59%) 118 *Nursing Home 620 (100 Beds) Average Weekday 2.597 130 130 260 AM Peak Hour .064 4 (69%) 2 (31%) 6 PM Peak Hour .208 10 (46%) 11 (54%) 21 *RETIREMENT COMMUNITY, 250 (100 Beds) Average Weekday 3.30 165 165 130 AM Peak Hour 0.4 N/A N/A 40 PM Peak Hour 0.4 N/A N/A 40 MEDICAL ❑FFICE BUILDING 720 (50,000 sq. ft.) Average Weekday 34.17 854 854 1,708 AM Peak Hour 1.633 46 (56%) 36 (44%) 82 PM Peak Hour 1.626 49 (27%) 132 (73%) 181 LOW RISE APARTMENT 221 (20 Units) Average Weekday 6.595 66 66 132 AM Peak Hour .519 8 (78%) 2 (22%) 10 PM Peak Hour .628 5 (35%) 8 (65%) 13 * Limited data base ow S177 e w sT k s ( s I a Um ST v+uwor 5 It Ns� i ■ hon T TAC AWL r ST t 1p,� '� ►, *' r r err s .y • f r �° j _ a sT � ri 'r +t �� r ro■ k S►7Th r '. h ,T' � TH WIT ` �-'OL. [FE \ 7TW Project f ; KITTS • � 5� CmSite � �� rrr / a+ gpAN ER 1 IsT ae spa l y Y R 21�'+� _ R If L 1 nbgra T : iT Jr:CRM ,psr f ` BOTH 3 tM� I j� w W 5T r STirjot 30 Ns Ff 29 �. srr MET14 VICINITY MAP FIGURE FEDERAL WAY LIBRARY / FRANCISCAN HEALTH SERVICES CAMPUS 1 TRAFFIC ACCESS STUDY 1 1 1 1 1 1 t 1 FEDERAL WAY LIBRARY SITE PLAN FEDERAL WAY LIBRARY / FRANCISCAN HEALTH SERVICES CAMP S TRAFFIC ACCESS STUDY FIGURE ��:I FRANCISCAN HEALTH SERVICES CAMPUS. SITE PLAN FEDERAL WAY LIBRARY / FRANCISCAN HEALTH SERVICES CAMPUS TRAFFIC ACCESS STUDY FIGURE 28 Library 7/; a c� 35 mph 5 lanes f N co not to scale 0, a� Q Franciscan Health Services Campus Existing .77 Hospital J-7-77 ---- -, S.348th St. Q to � a > rn PARK & RIDE LOT LEGEND F Stop Sign O Traffic Control Signal Appoach Lane & Direction XX mph Posted Speed Limit EXISTING CONDITIONS FEDERAL WAY LIBARY/FRANCISCAN HEALTH SERVICES CAMPUS TRAFFIC ACCESS STUDY FIGURE 3 \"Oz�4, Tuesda8/7/90 16: 30-17: 30 N C9 not to scale Franciscan Health Services Campus ~' Existing J. Hospital F s . i —Library ' { cn > Q � C- co NM *.-4 —1208 a� Q 4-0 rn S.348th St. 6514 Wednesday PARK & RIDE 9/5/90 LOT Q 17: 00-18: 00 EXISTING PM PEAK HOUR TRAFFIC VOLUMES FIGURE FEDERAL WAY LIBARY/FRANCISCAN HEALTH SERVICES CAMPUS TRAFFIC ACCESS STUDY E rra I� N not to scale a j< I4-1 �o 1404 Q) Q rn S. 348th St. 760 --- I PARK & RIDE (A LOT a) Q t PROJECTED 1992 PM PEAK HOUR TRAFFIC VOLUMES W/O PROJECTS FIGURE FEDERAL WAY LIBARY/FRANCISCAN HEALTH SERVICES CAMPUS TRAFFIC ACCESS STUDY 15 3inou Aan1S SS300V O133`d�Ji SndNVO S30MJ3S Hi�V3H NbaSIaNd2J3/,l�IV81-1 J.bM �d�J3a33 NOiino1a1S14 78 S3Nn-10A 0133dd1 ?inOH AVId Wd 03iVNIN30 iOIPO2Jd L 3inou Aanis SS303V o133d?Jl SndVIVO S30MES HiWIH NbaSIONVIA/,UJb81-1 ),VM �d�J3033 S103rMJd HiM S3rimOA 0133'da 2jnOH AV3d Wd Z66L C]3103rO?Jd OLL Rr ZZ D lo- \ I — °° / I iW 3a1d A2Nd 'is UlB-vc'S �80 � D < cn _ djv.ia v+ +vu N �J N 3zjnoij ell- AULLS SS300V 0133Vd1 sndhV3 S30IA83S H11V3H NV3S10NVd3/AdVd811 AVM ]Vd3033 SNOLLVDIAGON AMS Hinos AVM ISM 30H ig z Al it 7: zz its) 7�4; i7- 4 iz zw v, MRST WAY SOUTH Conaullln3 Engint—, Pla nn., i L -.1. .L1.d S.r' 0, .. ..... ... ...... ER LO ct) V OL Ln A W N r; C=nI•••NN3 O L E 1 C 1 7 rt rt d m -•• z N -3 rt G 7 7 . �• O 7 m ro GO. a, to -+.m o+tnn�•m-3-Iat�>>v? ood Q. Q. &w C+ A �_ t0 m V S A �M M(A1 1 fD m m ro 0 7 rt cm Ln ro �, n n 1 rt o O. G Ot ro rt rt 7 ro D m 0 Cr m O O Ln 0 J -4L -•- O rt N v cm -0 7 7 d W N m C a a IRD 'A t0 t0 I< - a 0 CSi. al cm d .NLn . y cr cm N .' N m• 7 o 0 tO In d n O =`S ro lb rt d 0, rt R X 7 N to to _% L/1 n Q. rt rt m -+•vvm �Lm O d d M IC -•• m 0 0 1 �m or0 to n 1 to R rt-3 rt rt rt m Ot o ro m d d n v G. not 7> C n n M< rm+ N a d M N m m O m ro Q !:! c rt 1 7 m 0 d �� 3 -J < < n a m Ln to — rt d ro ro • n 8 NI or J 7 o v m 00 ems o• `p .-. a Z n • O a a -0 CA Ln m t0 < < a to S S 06 to ro m m I< O d d ro H rt 319 m m CM ro N 7 S d kW.7 R me mvv n 11 m �•ro -••C n 1tn -r-in n� d 3 d m S I< L< C • rt Am co �O a,c c -' 1 -0 n 1 0 R a- m m d 1 m m to Vt Ln 70.E -+•N R O d In 0 -�• to m S = S C to 06 n m d M. d C R W rt m r+- wn ....Ev � m rt o -••1 0 f ro _ N m< to m 1 E T d d -�• d 0 7 d a O. R R 1 0 C 0 ro S GV rt R 3 O 7 1 L< m d • C m 0_ O 3 7 n06 C irS+m nro Lc m a s O E Q m n d L< 0 rtl Z E- -- -w Lc o N R to o S rt 7 Q C m m ro S Ln L,. J m O. tA 0 N O d n m 7• O m to LO 1 n d to -+ 7 Wd m to ..•. 7 N �M ro OL rt ct rt m m to n C M O A S 1 d dm� ro to �a m Nr ",2 ( q CL r" ro n to • _ to ID-• V 1 rt c or m m 0 m 110 a a ap no SC d Ln < C m N ro rtn v n in 1 o m 1 R o 1to < tT 0.o Lc m n O • n c m a -• to 1 = G ro to 0 O J rt • m V S G N m m rt A NM 7 7 C., L~ m m `� 1 E m m 7 < -•• R R m m rt m to 7 d E 1 7 N rt 0. d 7 m D� m A 1 L m Ln d tT O 7 N m O (D m --I nto to d R m < O m In m Q. JLO rt N m 7 1 r+ < ; a N a d < • rt 7 %r fD C G J d 3E R 7L W r • Y T G+ L L L R to to m 7J N; t7 L< d -+ ..+ -� -r. 7 1- rt r+ 0)= cn o w 3 m mc =_0 '< 7 CL a Q. a t0 a Ln rt rt N O N X up C 1 X -0to C ..r. {� r+ rt. 0 S• R m d r4'0 o • CL 1 -� • 2 1 to R =• S =,7 rt 1 7 -+• N < —10 n m n0 0 aju jA-+•a c d0c � a n 7 0. LO .••. d — d N v to 7 a 7 1 1 to R J R D n r+ -n -nC 1 -.• T d C R m m = m o,rt R X R ro I- IA- T T d 1 D 1 m to R 7 rt N r+ N m T m m m 0 D to Loa • rt •• iv a d z cr -n3 7L7 OL is IO m d cl R I rt Q S S v; < O • T+ rt _.. d 1 7 J < D a d LA m n a o o 0 1 1 1 1 0 1 1 p a o 0 o a o o o o� c rr rr rrre �a c �a c +d c �d C �d c �a a Ot d a no GOd cmd cu O R 7 7 -• rt 7 R 7 R T 7 R 7 0 J 7 7 7 7 7 0 rt -+• R r+ -•• r+ -+• rt -•• C. rt -• m m m m mmmmmmwa d a a LAY, do • d� 7 0 7 7 7 o p o p o R 0 o c C C C C C N LA lA V1 In N V OL W Ln A N I-•• a+ Ln OL M W A 0 LO V m A V I.-• A Ln A d rt -• O O N O ON . Ln W N V ON CL- C0 S < C n 0 --d 7 A O O c:)tT W- L n Ln Ln Ln Ln O N O m R n O m 1 R V+ O CD 00 C 1 0 tA 7 O m 1 no n p to 1 S C m rt n 1 rt ro m 0 06 C. r l Imit Cr E 3 :3 rtrt rt Mrt -�•L< R< < ' am -.r c O .+ r Ln A 4b Lr A L--• ►+N CL W A LO -+ A V ►+ A 1 n t0 C ro 00 01A 01A (J" L" N V InC c) O O C < 1" ro 7 C+ 1 O O Lrt O _" tJl Ln Ot V7 LT O N 1 m W -7 1 7 E rt O O O 1 0 0 D O 1 rt d m 1 n • + Ln m to 1 to a � v�o o� -1 J J to n a m n a. 0 m 1 C m In •N R m � O d m n n �. R y_ + �y -• L' 1 um Q. ►r GD V 01 L71 A I--• ►+ A Of N A r+ mA Of LO to, A a n ; p A N O OL A LO N tr O O t-• O OL v+� tr 7 < 7 C n d 0 7 O O W OL- O Cl0 0 C CD c)O m G t nCA 1 R O r C rt no Clc a 1 w-rt. na D'i sc '''�� � m o r1in J 1 o o I< Lc ro ? J 1 g a n n c m Q O m .Ll C 7 7 rt R R rt r • _ • O 1 C G•1 W l� LT 45 IrA n••►+ AOL NA U►+W MAMW W A n m dtO C m AA 01A jh OLA C. . . LON V1O O -O01 Ln LP C < 7 A D = or o0 00 00o naE, + 0L" Q -S m n o E m+ O O c LC 1 n m d In dC N 1 7 n R �• n �o c to rt m 1 ro 1 -t m Q N ro ro n c ' a � rt P. co OD <31 A aT 11 CA A r r+ r L" OI CM Ln W W A N V V O A v V m LT 0% A In C:) CD7 < C 7 A C 0,7 n a,-�• 1 ro 7 O co Ln w I.F LT fr Ln L" cr Ln O O CC m n A n 1 R Ln R r ' r- r e+S O O " 1 1 N 1 ad rn n =1 Om C N3 tnanm 1 m a n 1 rt 7 o fi O I•., J m a ant �c Q. r+rJ AIn NW rW NAV • WA m LTO to O 7C C vr L W In O crt Lr O N o Ln LT L? l7L 01 OL o Ln o O 00 O O 7 a In C 7 R R 7 *0 m I•r O n S Cl O o O p m? 7 y S60j Q z r m O b O CD G J 31, 7 P E rt• Q.CM N N'-•' 1--• A L)t Ch N W ANI-•• co N A V W A LAC LD R O L•[ m O. to IM cc r W L" CC CDN O L.n 0101 O O O 7 7 1 7N N l7 F-• Ln O to O Ln L LO Ln C:)Q rt • n a _• r+7 n O O I'D7 LN 7 r r+ a S 11 cx 4. 1 S m -+ m n c O m -rt+ o f7+ W A ATr A cn Ln N W N N t--• 1--• - NO W A V Ln OL OI W A Ln O O CGO 7Oa Ln O 1m tp i Z Z -- Z SHNV'I SS gN gM RH ---------------------------- SHNV'I 30 HHUNfriN 9 b -- L t, IHO Ili SZ9 68 I1dHI 6L -- Z8 I3H'I SS gN RM 9H ----------------------------- SITYvfi7OA JId3VZil NOIS dOIS : QNnOglSVH Hd II 'IOHIINOO HIf1OS/HIHON :NOIIOH'dIQ lZaHIS ZiOfVN NOIIOHS2iHINI-I :Hdkl NOIIOHSHHINI ---------------------- gO'diN00 QNV HdAl NOI.LJHS^dHINI IOHfO'dd /M 366T QHIOHfO'dd ' ' ' ' NOIIVNZlOJNI MJHIO 2Hf1OH XVHd Wd ..... ' .... ' ... ' ' . QHZA'ZVNV QOI-dHd HMI 066T-LT-80 ' ' ' ' ' ' (Si,/pp/'BTU) SISIZVNV HHI 30 HLVG ' r ' f ' w . ' ' ' ........... ' .. LSArlVNV HHI 30 aNVN HIMS kVM IST ''IHH2iIS HIMS/HlEON HHI 30 HNVN HIf1OS HOV'Id IST ' ' ' ' ' ' ' ' IHHUjS ISHM/ISVH HHZ 30 HNVN 00009Z... •.••........•..... .NOIIVZfIdOd VHdV T • . • • ..... • • .. • .... ' ' ' HOLLOV3 2Hf1OH 3IVHd 9E ' ' IHH2iIS 'dOrVN `QHHdS ONINNfid H0VEHAV ------------ --- -- - - - - - ---- NO I IVNZiOJNI O N I1k3I.LNHQ I T-a'Sgd SNOIIOHSHHINI QHZIgVNOISNfl : NDH 986T ,LOHtOHd /M 366T GHZOHfOHd ' ' ' ' NOIZVWHOJNI HHHZO ZIflOH xdHd Nd ! 066T-LT-80 ' ' ' ' ' SISAgVMd HHI dO HNII QNV HIVG HZflOS AVM ZST ' ' ' IHH2iZS HInOS/HIZION alll d0 aNVN HIflOS HOdrid ZST ' ' ' ' ' 'IHHZIZS JSHM/ISVa HHI dO HXVN ------------------------------------------------------ NOIZVN'dO3NI JNIAJI,LNHQI OE19 0010 08'9 OE'L gH S,LdHrI 2iONIN OT19 0010 OT'g 0919 gN S.LdH'I 2iO1'vW OZ19 00'0 O319 OL'9 gH S.LHOI2I "dONIYv dVO rIVOIZIHD LNHNISflf(IV HllridA (Z-OT aTQ-el) rIVNId ',LSIQ JHOIS QHISIlf(IV SHfl'IdA HV'If19VJ, ------------- Sdvo rlvDi .idD 0 0 0 QNnOgHlaOS 0 0 0 QN:1OgHZ-ION _-- --- QN'1O3isaA 0 0 0 QN i0alSb'H SH'I0AOHOlow % SHrIOIHHA S , Ali (INV NOIZdNIgWO0 % SxOflui, :'1S % ------------------- NOIZISOdWOO HrIOIHHA N 99 06 0010 QNnOSH:IMS N O Z 06 0010 QNIlOgHIZION --- --- ----- QNM91SHM N 09 06 0010 QNf1Og,LSvH SN2ifls ZHOI'ZI HOd SNHfll IHJIH HOd H'I MV HQd2iJ HNVrI NOIJVHHrIHOOd (`Ij) SaIaVU gHaO NHal IHJIH lN3OHHd ----------------------- Z-a�BdS2iOsafld .LNHFI,LSI1rQ`d ,LOHrOEd /M 366T QHZOHfOUd • • • •NOIjVRHO3NI =1O 2iflOH XVad Wd ! 066T-LT-80 • • • • •SISkgVN`d alll 90 3WI,I GXV alVG HZIlOS AVM ,LSI • • • • IHHHIS HJ,.gOS/HIHON HHI 30 HNVN HZflOS HOd'Id ,LST • • • • ' ' laaHIS ISHM/,LSdH HHI 30 allVN NOIIVWHOJMI 0NI k3IINHQI y 699 Ot,9 0 7v 9 0t,9 T8 .LdH`I gN ZH3HZs HofvW H ET8 998 998 998 Z9 IHJIH S 8TE £9E £99 t8£ 9E IdElrl gH ,LHHZI.IS UONIW ----------H3---�-- --- HS W d SOZ A - 0 _ 0 ( Lldod ) o ( cldod ) 0 ( gdod ) o ( gdod) A INHWHAOW AZIOvdvo A, iovdd0 A,LIOddVO A,LIOdddO HJIVH HAHaSaH Cla HVHS INHWHAON 'idI,L -MO'id 'Ivfl,Lod -NHZOd -'----_ ___ _ E-a�gdHOIAHHS-30-'IHAH'I (INd A-LIOddVO FA Z Z Z __ SHNV'i --as-- gN gM ga --------------------------------------- SHN`v ri 30 HHglifiN ;.+ Tfi TTT -- JHJI2i 8ET toc -- MIHZ 38 0 99 Ida'i as gN aLy aH ----------------------------------- - -_ S:IN,q IOA OI33VHI NOIS dOZS : QNnOgISHM adAZ gOUIN00 H.LIlOS/HIHON : NOI.L021HIQ IaH'H.LS HOfVT' NOISOasdHINI-:L : ad.lU NOI.I.0asHEINI --------------------------- -------------- ZO'HINOO QNV HdAl NOIlOaSdH.LNI IOHfOUd /M Z66 T QHIOHI'023d • • ' ' NOIZVWHOJNI HHH.LO Hf1OH MVHd Wd .. • ... • ... • .. • ...QHZI�IVNV QOIHHd HNII 066T-LT-80 ' ' ' ' ' ' i 11/PP/��) SISIZVNV HHI 30 H:LVQ . f . f . W .............. • • , • .LS1I`IVNV HHl 3O aKVN HIMS AVM ZST . — ' ' ' IaHHZS HIMS/HIHON alll 30 HWVN HNV'I kiHaaIq • . • . • . ' IaHHIS ISHM/ISVH HHI 30 2NVN 00009Z " " " " * ' * , • * ''* " ' • NOIIV'IfldOd V'HMV T •.•.•.•...•. •.•.•.2iOZOV3 Hf1OH �iVHd 9s • •IHHHIS HorVW 'aHads ONINNqd aoVEHnV ..--------------------------------------- NOIZVNHOJNI JNI.kdI,LNaQI T_a�gd SNOIZOHS23HLNI QHZI'IVNOISNII =MOH 9861 IOHrOUd /M Z66I aHIOHfOHd ' ' ' ' NOIIVNHOJNI HHHIO HaOH XVHd Wd ! 066T-LT-80 ' ' ' ' ' SISAgVNd alll 30 HWII QNV 3IdQ HIf1OS AVM IST ' ' ' ' ZHHMIS HInOS/HIHON HHI 30 HW N HNdrI AIZIHSIrI ' ' ' ' ' ' IHHZIIS ISHM/ISdH alll dO SNVN ----------- ------- NOIIdWZiO3NI JNIddIIN3QI 0£'9 0010 0819 0£'L am SI3Hr1 ZiONIW OT19 0010 OT'9 0919 as SI33`I ZiOI'vW OL'v 0010 OL'iV OL'9 aM SIHJI^d ZiONIW dVO 'IVOIIIED INHWISf1rQV Hf1rldA (Z-OT aTqeI ) rldNI3 ' ISIQ IHOIS QHISIlf(IV 53:1'IVA dVrIf1gVI ------------- Sd''J 'IVJIIIZIJ 0 0 0 QN'lOaHI:1OS 0 0 0 QNIMEHIHON 0 0 0 GNnoa r s3 A --- --- (INgOgIsVH sarioAO2iosow % SHrIOIHHA S , Ali QNV NOLLVNIUNOO % SliOfIZ l '1S % ------------------- NOIIISOdWOO HgOIHHA N 99 06 0010 QNROaH111OS N OZ 06 0010 QNflOEHIZION N gg 06 0010 QNgOgI:SHM _ --- --- - - - - - QNilOgjlsva SNHfIZ IHJIH HOJ SNHfI,L IHOIZI HO3 HrIONd HQdZio HNH'I NOIJVZiHrIHOOd (13) Sgj(IVH ERMO i'i2if1l IHJI'd INHOdHd agg-` ----- ---- Z- d SHOIOV3 INHWIS.'1L'Qd 19 IOHrOHd /M Z661 QHIOHrO2id ' ' ' 'NOIIVNHOJNI HHHI0 2Hf1OH XVHd Ted ! 066T-LT-80 ' ' ' ' 'SISArIVNV HHI dO HMI QNV HIVQ HIf1OS AVM IST ' ' ' ' IHHHIS HIf10S/HIHON HHI 30 HWVN HNVZ AIZIHEI'I ' ' . ' ' ' IHHHIS ISHM/ISVH HHI 10 aNVN NOIIVNHOJNI ONI Adil-\IHQI v 8EL 8Z8 $Z8 8Z8 06 I3H7 SS IHHEIS dofvN v tL8 966 966 966 ZZT IHOIZI g T6E Z5t Z9f, 98f, Z9 IAHI a ZHEIMIS ZIONIN HS ZI HS N d SO'I A - 0 _ 0 ( gdod ) o ( gdod ) o ( gdod ) o ( gdod) A INHWaAOIN )UIOVdVO X.IIDVdVO kIIDVdVO UIOVdVO HIV2I HAHHsau QHZIVHS INa NaAON ZVII -MO`I3 'IVf1IOV -NHILod --------------------------------------------------------------------- £-aBBd HOIAHHS-30-'IHAH'I QNV AIIOVdV0 11V T -- Z Z S3Nv7 gs gN UM gH ---------------- SHNv'I 30 HHa Nf1N g 9T 0 IHJIH 0 £SOT 39T I dH.L T£ 0 ZZ ILIH7 as gN gM gH ---------------------r- SH6vf110:1 3I33VH,L NDIS dOIS : QNnOgHlaOS Hd Ii 1OHiNO3 Isam/,Is H : NOI,LJHHIQ .L=ils dofvN -OII3HS'ialXI-.L :3d. tiOI.:.J3S2idw:�I ------- -- `IOdIN,OJ QNV 3d ,1 NOLLJaSdJIN-I ,LJHfOdd /M Z66 T a3LJHfOdd ' ' ' ' NOIi'v.'N iO3NI H21H.L0 23i`lOH MVad lid ......... • .... • QHZkgVNV QOIdad HINI,L 066T-90-60 ' ' ' ' ' ' (S-i/PP/wul). SIS.&IVNV 3'rI.L 30 aiV(I . r . r . W .................. I SA.,-IVXV 3HZ 30 HINV.l HZf10S 'Held H19 ' ' ' ' ' ' ' ,LHHaIS HIIIOS/HIHON HH.L 30 HYvb'N IaZHLS H.L8t£ ' S ' ' ' ' ' ' ' ' ' Z3H2ILS ISH2A/ZS`d3 alll 30 HNVX 00009Z" ..... .•••••.•.•••••NOIsb-I:'IdOd VHHV T • " " " " ..... HO LJV3 d IOH H Hd S£ ' 'IHHHIS HOfVIN `QHHdS DMINNaM HOVHa V - NOIZdbi2iO3NI JNI:I3I.LN3QI T-a$gd SNOISJHSHHL,\II Q3ZI'IVxoISNq :X3H 9861 ,LOHfOHd /M 366T QH,LOHfOHd ' ' ' 'NOI,LVWMO3NI HHHlO ZIfIOH MVHd Nd ! 066I-90-60 ' ' ' ' ' SIS,igVNd HHZ aO aNII QNd HIVG HZflOS ' HAV H19 ' ' ' ' laaHlS HZflOS/HIHON HHI 30 aNVN ZH HIS HZ8tC ' S ...... ZHH'HZS ,LSHM/lSVa HHI 30 HN N ----------------------------------- NOIJ,VN'dOdNI ONI, 3J LNHQI OE19 0010 0819 OU L SS S.L3HrI 2i0NIN 01'9 00•0 0119 0919 HE S.L3H'I 2IOfVN OZ19 0010 03'9 OL'S as S.LHOIH HONiYv - dVOrldOIZIHD ZNHw,LsilfCIV Hf1rldA (Z-OT a Cges ) rivNId ' ISIQ IHOIS QHISgfQd SHXIVA HV"Ifllavl ---------------------------- SdVO rI''3111ED 0 0 0 QN_'103HIL 70S -__ --- --- QN.10EHI-dON 0 0 0 CiNflogisaM 0 0 0 QNi1091SVH SH'I0X0'HO,LOW % SH'IOIHHA S , Ali (INd NOIZV,Igia ^I00 % SjI0fld L f1S % --------------------------------------------------------------- NOI,LISOdWOD HrIOIHHA N 09 06 0010 QNflOEHIfIOS --- --- ----- QNf109HIHON N OZ 06 0010 QNflOHLSHM N OZ 06 0010 GX,109ILsVH SNUfIl ZHOIZI H03 SN23fIs JHOIM "dOJ HrIONd H(ivdo HNV"I NOIZd2IHrIH00F1 (1j) S.1IQVH 9ZIf10 NHIll ZHOI'd INHOEHd Z_a�vd - f--- S2iolDvd INHNIS11f(IV -90 ioafO id /M Z66T aHZOHroHd ' ' ' • NOIIVWHOdNI HaHso Hf1OH MVHd wd ! 0661-90-60 ' ' ' ' . sIS AgvN`d HHZ 30 HI4II QNv HIVQ Hl lOS ' HAV H19 ' ' ' ' ZHH'HZS HlfIOS/HlHON HH,L JO HwvN lHaHIS H18V£ ' S ' ' " ' ' ,LHHd1,S ,LSHM/lSVH HHl dO HwvN tgs H < 669 < Z99 < 0< Ozz < LO£ < Q < 5£T < 691 < NOI,Ldwuoami JNIAJIINHQI ldaq HH laaHzs Horvw 359 999 £9 ,LHDIH 69T 9LT t£ ,L3H'I SS ,LHH2iis EONIN ----------------------------------_---------- --------------- HS 2i HS w d SO'I A - 0 _ 3 (gdod) 0 (gdod) o (gdod) o (gdod).� JNHwHAON AS,IDVdV0 &IIDVdVO ALIOdddO AlIOVdv0 Hsvu HAHaSH'H (iaHVHS INHwHAOw rivi L -MO'I3 rivfljlov -NHZOd £_a,9gd 'T--- ----- HJIAdHS-dO-'IHAaI QNd kJ IOVdVO