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Permit B95-0412 - UNCLE STUARTS GOLF - FENCE POLES AND NETTING
BUILDINU PERMIT APPLICATION CITY OF TUKWILA Department of Community Development - Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 DESCRIPTION AMOUNT: RCPT # DATE: (206) 431 -3670 P f ' � eS-. r BUILDING`PERMIT FEE `j' . " . PLAN CHECK PLAN:CHECK FEE:> l'' NUMBER BUILDING SURCHARGE q APPLICATION MUST BE OTHER.. FILLED OUT COMPLETELY TOTAL: :- SITE ADDRESS IIEE EE S AA UITE # EE SS VALUE OF CONSTRUCTION - $ S160th ST. and PAC /HWY SO. AttND CLRRTTKOAIObITITHEATER $300,000.00 PROJECT NAME/TENANT c ASSESSOR ACCO NT #( 3 oti "`10i - °I ) Uncle_ ` �OJ l UNIT � LZ L3 04 - geLZ -06 (.t,z3oy -go L4- - 11 SRO GOLF FACILITY i 7-2- oy - go36 - oz� zZ3 _ g TYPE OF U New Building U Addition U Tenant Improvement (commercial) Demolition (building) WORK: 0 Rack Storage 0 Reroof 0 Remodel (residential) 0 Other: FF.NCR PClr.FS /NETTING DESCRIBE WORK TO BE DONE: INSTALL POLES AND NETTING PER ATTACHED DRAWINGS FOR CONTAINMENT OF GOLF BALLS. BUILDING USE (office, warehouse, etc.) N/A NATURE OF BUSINESS: GOLF DRIVING RANGE WILL THERE BE A CHANGE IN USE? 2i' No 0 Yes If Yes, new building requirements may need to be met. Please explain: SQUARE FOOTAGE - Building: Tenant Space: Area of Construction: WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? ® No 0 Yes IF YES, EXPLAIN: FIRE PROTECTION FEATURES: 0 Sprinklers 0 Automatic Fire Alarm System PROPERTY OWNER PHONE STERT,TNf RRAr.TY ARnANTZATTON 45) -8100 ADDRESS ZIP 777 10Rth AVF_ N_F- RFr.r.F.VU wASH 98004 _ 98004 CONTRACTOR HESSE CONSTRUCTION PHONE 937 - 2397 ADDRESS 6514 47th AVE. S.W. SEATTLE WASH. ZIP 98136 WA. ST. CONTRACTOR'S LICENSE # HESSEC110CW EXP. DATE 2/16/98 09V7 9T// STRUCTURAL ENGINEER D'AMATO CONVERSANO I YtkIONE 8272238 ADDRESS 610 MARKET STREET, STE 200 KIRKLAND WASH. ZIP 98003 I ;HEREBY :.CERTIF:Y: THAT I HAVE READ AND ::EXAMINED >THIS AND KNOW THE SAME; TO BE.TRUE:AND: <CORRECT,:'AND I AM:AUTH:ORIZED.T.O,APPLY E.OR °THIS PERMIT BUILDING OWNER SIGNATURE DATE U_NC Ir T GO�I 12/11/95 OR PRINT NAM • �'`�' F t om` PHONE AUTHORIZED r v a AGENT ADDRESS 010 N.E. 41st BELLEVUE, WASH. CITY/ZIP gA CONTACT PERSON JIM ROBERTS PHONE 462 -8060 APPLICATION SUBMITTAL In order to ensure that your application is accepted for plan review, please make sure to fill out the application completely and follow the plan submittal checklist on the reverse side of this form. Handouts are available at the Building counter which provide more detailed information on application and plan submittal requirements. Application and plans must be complete in order to be accepted for plan review. VALUATION OF CONSTRUCTION Valuation for new construction and additions are calculated by the Department of Community Development prior to application submittal. Contact the Permit Coordinator at 431 -3670 prior to submitting application. In all cases, a valuation amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Building Division to comply with current fee schedules. BUILDING OWNER / AUTHORIZED AGENT If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. EXPIRATION OF PLAN REVIEW Applications for which no permit is issued within 180 days following the date of application shall expire by limitations. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 304(d) of the Uniform Building Code (current edition). No application shall be extended more than once. If you have any questions about our process or plan submittal requirements, please contact the Department of Community Development Building Division at 431 -3670. DATE APPLICATION ACCEPTED DATE APPLICATION EXPIRES I2 5 I I "q( 10/22/03 �J�v��� w� CUK� �� ' ;� `� g Depart ITY OF men of WI Community Development - Permit Center l' ; :y; * 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 MOS fir (206) 431 -3670 • Building Permit Application Tracking PLAN CHECK PROJECT NAME l� // �� NUMBER V ) n cle_ 3k'ucx.rt 5 � --E c . SITE ADDRESS - I SUITE NO. �5-041 a • 36 /° . S i -- INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that the status of the project may be ascertained at any time. • Plan corrections shall be completed and approved prior to sending to the next department. • Any conditions or requirements for the permit shall be noted in the Sierra system or :summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ", date and initial. DEPARTMENTAL REVIEW "X" in box indicates which departments need to review the project. . :M EPARTMENT;: DATE: :IN :: : :: ::..: . E ......... .. <>: : : ": :: : ::::» :< . RE UIREMENTS l COMMENTS :N P O X BUILDING - 1...11_94„ R, CONSULTANT: Date Sent - 0-y- Date Approved - lo?'l.l'g5 initial review ' (ROUTED) S 3L1 'Xi FIRE ` /10 /L/ /A FIR PROTECTION: (l Sprinklers (-_) Detectors (j N/A FIRE DEPT. LETTER DATED: INSPECTOR: INIT: 7! • C )Yes U No PLANNING ZONING: IBAR/LAND USE CONDITIONS? REFERENCE FILE NOS.: INIT: MINIMUM SETBACKS: N- S- E- W- PUBLIC UTILITY PERMITS REQUIRED? ( ) Yes [3 No PUBLIC WORKS LETTER DATED: WORKS INIT: • 0 OTHER INIT: A BUILDING - TYPE OF CONSTRUCTION: CERT. OF OCCUPANCY? UBC EDITION (year): final review INIT: °Yes 0 No (M BUILDING OFFICIAL INIT: REVIEW COMPLETED AMOUNT CONTACTED OWING: DATE NOTIFIED BY: (init.) 2nd NOTIFICATION BY: (init.) `�� I � 3 NOTIFICATION (nit. Y:) s I ' 01/08/93 • ... : , T .... .. ... .. ... ... ........ • ........ .........,...... ..... ,..:.............1. 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Natation; UNCLE S•1•UARTS Irtits SL Pe rmit No -: ' 1495- •041.2. Type: R BLDG' `BU,ILDING NEft�f1T . 4'ai^ce1 No 222304-9017 • Site.; (4ddress: 15820 PACIFIC HY S Total.. 'rr:cs": 311 3 4t TMr i N vment 1,'226.71 'Total. ALL f mtj: U it ance. 1 .43:1 ■7j * * *•A•t1***•A *kh #kAk *. * *11, -k* ' A- A ** ** * *kvie *Ak' *A *,! *ik * *4•#•k4 Account Gods Descr ^aption ..' Amount . 000/345 ■ 83U PLAN CHECK NONNNRES 1 r. ' g•?N6::,i:,: ;• .,?%; ./Z�Ri3X Nicrt�sonm.o, ..._.. .... 1/ .«.a.+v.Rrno rr 44.1Vriaedaecwme(v+!. V10w c.» 4%./4.+n i 7m•1 u:....,,.•.A !' es�mar r nn . ..,......�....- ..,._... .._ _.._. .....:.,.,..•..,...«mtm t. • • • .. • GEO.TECHNICAL ENGINEERING STUDY PROPOSED THEATER ADDITION •, .. LEWIS AND CLARK CINEMAS • KING COUNTY, WASHINGTON - , E- 1536 -2 FOR STERLING RECREATION ORGANIZATION RECEIVED . C ITY. OF „TUKWILA DEC 111995 • • PERMIT CENTER ' RE.CEIVEt) .. ON i § 199 Rt)@filT, f011iAlil lkIiliUC. a.......i:'..:...4 ::.,r, n• ...:........ .._..._�__ .. .. _. .__......,.w. wan ^•n.yT'•.'rr'[4ciT.:'NM'<i>• ^'R K".YY^ir�:'h ^e ra, SiY `.'.R.;irA.','x;{'w.YtY•l.'!17 XE•' Af% f4' t: ° BLffiRR" H' ?`.! C^.? : Yf'S 1`. � 'l•.[rI:MRt"'iw..witu......• •.n........,_... • • • 441\ " Earth Consultants Inc. Gr oir chnlc nl t:nginrrrs• Geologists & Environmental Scientists December 31, 1985 E- 1536 -2 4r. Sterling Recreation Organization PO Box 91723 Bellevue, Washington 98009 Attention: Mr. Bob Aegerter Gentlemen: We are pleased to submit herewith our entitled "Geotech- nical Engineering Study, Proposed Theater Addition, Lewis and Clark Cinemas, King County, Washington." This report presents the results of our field exploration, laboratory tests, and engineering analysis. The purpose and scope of our study was ;?5 outlined in our proposal dated November 22, 1985. The subsurface exploration disclosed dense glacial till soils close to existing grades. The proposed structure may be supported on conventional shallow footings using an allowable soil bearing capacity of four thousand (4000) pounds per square foot (psf). This report has been prepared for specific application to this project in accordance with generally accepted geotechnical engineering practices for the exclusive use of Sterling Recreational Organization and their representatives. No other warranty, expressed or implied, is made. We recommend that this report, in its entirety, be included in the project contract documents for the information of the contractor. The following sections of this report describe our study and contain recommendations regarding foundation design criteria, earthwork considerations, and site drainage. PROJECT DESCRIPTION } At the time our study was performed, the site and proposed building location were as shown schematically on the Boring Location Plan, Plate 2. 1805 136th Place N.E., Suite 201, Bellevue, Washington 98005 222 E. 26th Street, Suite 103, Tacoma, Washington 98421.9998 Bellevue (206) 643.3780 Seattle (206) 464.1584 FAX (206) 746.0860 Tacoma (206) 272.6608 ro!ICtfav W-r Mlay.uAV, err. . -q ;: n• :::, .�: .. ✓.. .r .. r. ., ,. ... .. .:. ...: ._ ,r ox. »: r9A . t .. .�.,. .zn.,o-!.�SCaY.ret'.ritq:m 4!: v.4AMi1r+TPtia .. .. Sterling Recreation Organization E- 1536 -2 December 31, 1985 Page 2 Based on our discussions with you and your architect, we understand that it is planned to construct a 56 x 110 foot addition to the north side of the existing theater complex. Cuts and fills are expected to be four feet or less. Anticipated loads are on the order of 3 to 4 kips per lineal foot for wall loads and 70 kips for column loads. If any of the above design criteria change, we should be consulted to review the recommendations contained in this report. In any case, it is recommended that Earth Consultants, Inc. provide a general review of the final design. SITE CONDITIONS Surface The subject site is located at 15820 Pacific Highway South, Seattle, Washington. The site for the proposed addition is adjacent to the north side of the existing theater and is currently a portion of a paved parking area. The pavement slopes generally to the east. Subsurface The site was explored by drilling three test borings at the locations requested by the client shown on Plate 3. Please refer to the boring logs, Plates 4 through 6, for a detailed description of the conditions encountered at each location explored. A H " description of the field exploration methods and laboratory testing program is included in this report following the Discussion and Recommendations section. The soil borings disclosed a relatively uniform subsurface profile. Boring B -1 showed a medium dense gravelly silty sand to five feet below the surface which may be possible fill soils. Beneath the sand, similar tan silty gravelly sand is found but dense in consistency and becoming very dense at nine to ten feet. Borings B -2 and B -3 showed the dense silty sand with gravel at the first sample interval, at two and one -half feet. This material is a weathered till becoming less weathered and more dense with depth. Groundwater No groundwater was observed while drilling. However, some seepage may be expected into excavations or in more permeable soil layers, especially during wet weather as seepage may fluctuate depending on the amount of rainfall, surface water runoff and other factors. Earth Consultants, Inc. tfl$H?•wjMnw.VJ'U lrrc..t#'i .. #A.r,ifr�r:• ,,: •: , ..,.. .. .... ... ... .... .. »:Y,...c • aa2A.9_N Sterling Recreation Organization E- 1536 -2 December 31, 1985 Page 3 DISCUSSION AND RECOMMENDATIONS General The soil study has disclosed excellent soil bearing characteristics for the proposed level of development. The main geotechnical considerations for development include the potential for existing utility trench fills and the moisture susceptibility of on -site soils. Our experience with construction observation of the existing facility indicates that prior development of the site has resulted in remnant fills. The fills may require overexcavation and replacement with structural fill under load bearing areas. This condition will likely occur along the existing structure. The silt content of the existing on -site soils makes it highly susceptible to moisture accumulation. As a result, the soil may become unstable and unworkable if exposed to significant moisture. Consequently, we recommend that the construction be planned during periods of seasonal dry weather if possible or consider import of granular non - moisture sensitive soils. Foundations The proposed structure may be supported on conventional conti- nuous and spread footings bearing on the undisturbed dense glacial till soil underlying the topsoil or on structural fill placed above competent native soils. Overexcavation of soil below the footings may be required depending on final site grades. Fill placed under footings should extend outwards from the edge of the footings a distance equal to the fill thickness. Exterior footings should be bottomed at a minimum depth of twelve (12) inches below the lowest adjacent outside finish grade. Interior footings may be at a depth of twelve (12) inches below the top of the slab. Footings founded on competent dense native till soils may be designed for an allowable soil bearing capacity of four thousand (4000) pounds per square foot (psf). Footings bearing on structural fill should be designed for a bearing pressure of three thousand (3000) psf. Continuous and individual spread footings should have minimum widths of twelve (12) and eighteen (18) inches, respectively. A one -third increase in the above bearing pressures may be used when considering short term wind or seismic loads. For the above design criteria, it is anticipated that total settlements of footings founded on till soils and on fills less than five feet thick will be about one -half inch, with differential settlements of one - quarter inch. Almost all settlements should occur during construction. If any continuous footings are located partially in cut and partially in fill, we Earth Consultants, Inc. H . . ;."•; "if: .: :.; ;1 i; ,..... .... C °S •. ..., . - 'ay +l •i.'A .1 . ..e`f a<: X7r': v -... wi,,. • Sterling Recreation Organization E- 1536 -2 December 31, 1985 Page 4 recommend that the structural engineer consider adding additional reinforcement in the footings and footing walls near the cut -fill transition line to minimize the possibility of structural damage due to differential settlement. Isolated spread footings should �• be extended to natural soils in the transition zone. Lateral loads due to wind or seismic forces may be resisted by friction between the foundations and the supporting compacted fill subgrade or by passive earth pressure on the foundations. For the latter, the foundations must be poured "neat" against the existing soil or backfilled with a compact fill meeting the requirements of AN structural fill. A coefficient of friction of 0.40 may be used between the structural foundation concrete and the supporting subgrade. The passive resistance of undisturbed natural soils and well compacted fill may be taken as equal to the pressure of a fluid having a density of three hundred (300) pounds per cubic foot (pcf). We recommend that drains be placed around all perimeter foot- ings. The drains should be constructed with a four inch diameter perforated pipe bedded and covered with free draining gravel. The drains should have a positive gradient towards suitable discharge facilities. The footing drainage system should not be tied into the roof drainage system until the drains are tightlined well away • from the building. The footing excavation should be backfilled with granular soil except for the top foot which should be backfilled with a relatively impermeable soil such as silt, clay or topsoil. Alternatively, the surface can be sealed with asphalt or concrete pavements. Slab -on -Grade Floors Slab -on -grade floors may be supported on the compacted compe- tent native soil subgrade or on structural fill. Any disturbed native soils must either be recompacted or replaced with structural fill. The slab should be provided with a minimum of four inches of free draining sand or gravel. We also recommend that a vapor barrier such as a 6 mil plastic membrane be placed beneath the slab to reduce water vapor transmission through the slab and the resultant moisture accumulation. Two inches of sand may be placed over the membrane for protection during construction and to aid in curing of the concrete. Retaining and Foundation Walls Retaining and foundation walls should be designed to resist lateral earth pressures imposed by the soils retained by these structures. Walls that are designed to yield an amount equal to at least 0.002 times the wall height can be designed to resist the lateral earth pressure imposed by an equivalent fluid with a unit Earth Consultants, Inc. '._._.: Ih7}M ...ar�. wtivR.•'Mi{9rl.kl +: 2:�::.��. "r'.. .. . ... , .. .. w ..... , ... _ ...rr „rv',r:.- a'Sc� " ?.as;:r 7'au✓17;!*�'.J:ro}'MEtr!• rw?s, • Sterling Recreation Organization E- 1536 -2 December 31, 1985 Page 5 weight of thirty five (35) pcf. If walls are to be restrained at t.� the top from free movement, a uniform force of fifty (50) psf should be added to the equivalent fluid pressure force. For calculating the base resistance to sliding, we recommend using a passive pressure equivalent to that exerted by a fluid having a density of three hundred (300) pcf and a coefficient of friction of 0.40. The wall pressures apply only for a maximum wall height of ten feet. It is assumed that no hydrostatic pressures act behind the wall and that no surcharge slopes or loads will be placed above the walls. If surcharges are to be applied they should be added to the above lateral pressures. 11 Retaining and foundation walls should be backfilled with compacted free - draining soils with no organics. The soil should contain no more than 5 percent silt or clay and no particles greater than four inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. Alternatively, a geotextile product such as Miradrain may be used. We recommend the use of footing drains at the base of all perimeter footings. The footing drains should be surrounded by at least six inches of one inch minus washed rock, and provided with a positive gradient towards suitable discharge facilities. The ;.; pipe invert should be at least as low as the bottom of the footing. Site Drainage No groundwater was observed in our borings. However, it has been our experience that groundwater levels change significantly due to changes in rainfall amounts, surface drainage or other factors. If seepage is encountered in the excavation, the water should be drained away from the site by use of drainage ditches, perforated pipe or French drains, or by pumping from sumps interconnected by shallow connector trenches at the bottom of the excavation. We suggest that appropriate locations of subsurface drains, if needed, be established during grading operations by a represen- tative of Earth Consultants, Inc., at which time the seepage areas, if present, may be more clearly defined. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where buildings, slabs, or pavements are to be constructed. During construction,_ loose surfaces should be sealed at night by compacting the surface soils to reduce the infiltration of rain into the soils. Final site Earth Consultants, Inc. ,.e : ,:,•. - •.• .....: _l: a'r:9d ..Ym +c. ^.1. Nwv.S;:.. &':•.. ciz 9; it'fitr �.Y51it:� • Sterling Recreation Organization E- 1536 -2 December 31, 1985 Page 6 grades should allow for drainage away from the building founda- tions. We suggest that the ground be sloped 3 percent for a distance of at least ten feet away from the buildings except in areas that are to be paved. Pavement Areas All parking and roadway areas may be supported on native soils or existing fills provided these soils can be compacted to 95 percent density and are stable at the time of construction. Structural fill and /or fabric may be needed to stabilize soft, wet or unstable areas. In most instances twelve (12) inches of granular fill will stabilize the subgrade except for very soft areas where additional fill could be required. The upper twelve (12) inches of pavement subgrade should be compacted to at least 95 percent of the maximum density. Below this level a compactive effort of 90 percent would be adequate. - The pavement section for lightly loaded traffic and parking areas should consist of two inches of asphalt concrete (AC) over• four inches of crushed rock base (CRB) or three inches of asphalt treated base (ATB). Heavier loaded areas would require thicker sections. We will be pleased to assist you in developing appropriate pavement sections or specifications for heavy traffic zones, if needed. • Site Preparation and General Earthwork The building and pavement areas should be stripped and cleared 1 =; of all slabs, existing utilities, all organic matter and any other deleterious material. Stripped materials should be removed from the site or stockpiled for later use in landscaping, if desired. The stripped materials should not be mixed with any materials to be used as structural fill. Structural fill is defined as any fill placed under buildings, roadways, slabs, pavements, or any other load bearing areas. Structural fill under floor slabs and footings should be placed in horizontal lifts and compacted to a minimum 95 percent of the maximum dry density in accordance with ASTM Test Designa- tion D- 1557 -78 (Modified Proctor). The fill materials should be placed at or near the optimum moisture content. Fill under pavements and walks should also be placed in horizontal lifts and 1•,. compacted to 90 percent of maximum density except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. On -site soils at the time of our exploration were near or slightly above apparent optimum moisture content and should only be considered for use as structural fill provided the grading operations are conducted during dry weather. The on -site soils have a significant amount of fines. Thus, compaction and grading Earth Consultants, Inc. ..,,. ...... wxr:: rM)4' h!: V( 1::..•: an+ xr: n!; Krr,# YrrYXnt: c: rtlSNS trdSL- X". rShaYaw+ w' s.w...r.wwoa.,,p.,,.........,. .. ......�... , • Sterling Recreation Organization E- 1536 -2 December 31, 1985 Page 7 -w will be difficult if the soil moisture increases above the optimum moisture content. Therefore, unless the moisture content can be reduced, it may be necessary to use imported granular soil as structural fill. The moisture content can be reduced by aeration nn in dry weather or using lime or cement stabilization. Ideally, structural fill to be placed in wet weather should consist of a granular material with a maximum size of three inches and no more than 5 percent fines passing the No. 200 sieve. During dry weather, any compactible non - organic soil can be used as structural fill. FIELD EXPLORATION AND LABORATORY TESTING Our field exploration was performed on November 26, 1985. Subsurface conditions at the site were explored by drilling three borings to a maximum depth of fourteen (14) feet below the existing grade. The borings were drilled by Drilling Unlimited using a truck- mounted drill rig. Continuous flight, hollow stem augers were used to advance and support the boreholes during sampling. The locations of the borings were approximately determined by taping from the existing structures. Elevations of ; borings were approximately determined by handleveling and extrapolation from the site survey. The locations and elevations of the borings should be considered accurate only to the degree implied by the method used. These locations are shown on the Boring Location Plan, Plate 2. The field exploration was continuously monitored by an Mt engineering geologist from our firm who classified the soils encountered and maintained a log of each boring, obtained representative samples, measured any groundwater levels, and observed pertinent site features. All samples were visually classified in accordance with the Unified Soil Classification System which is presented on Plate 3, Legend. Logs of the borings 1:.;" are presented on Plates 4 through 6. The final logs represent our interpretations of the field logs and the results of the laboratory examination and tests of field samples. The stratification lines on the logs represent the approximate boundary between soil types. In actuality, the transition may be gradual. In each boring, Standard Penetration Tests (SPT) were per - u ' formed at selected intervals in accordance with ASTM Test Designa- tion D -1586. The split spoon samples were driven with a one hundred forty (140) pound hammer falling thirty (30) inches. Representative soil samples were placed in closed containers and returned to our laboratory for further examination and test- ing. Moisture determinations were performed on all samples. Earth Consultants, Inc. r• .. ,.., ..: :.:....::.....,.,.........,, <,.....,,...............e.... .._.....„,......,,-., ..,....,..,v...., a..,,.:., , w.,. n, rw- n«. ca: xm. r. nwiw:.. rnr« ..»x.w,uh <.a•MHCmvwnxttvwae<nw, mew. ,«m...:.n :.,....._....,.._... -. _.._- __..,.,...,., • Sterling Recreation Organization E- 1536 -2 December 31, 1985 Page 8 • Results of moisture determinations are shown on the boring logs :i included in this report. LIMITATIONS Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses. The conclusions and recommendations are professional opinions derived in accordance with current standards of practice. No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from the borings. Soil and groundwater conditions between borings may vary from those encountered by the study. The nature and extent of variations may not become evident until construction. If variations then appear, Earth Consultants, Inc. should be allowed to reevaluate the recommendations of this report prior to proceeding with the construction. Additional Services It is recommended that Earth Consultants, Inc. provide a general review of the final design and specifications to verify that the earthwork and foundation recommendations have been . properly interpreted and implemented in the design and in the con - struction specifications. It is also recommended that Earth Consultants, Inc. be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifica- tions or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. The following plates are attached and complete this report: Plate 1 Vicinity Map . Plate 2 Boring Location Plan Plate 3 Legend Plates 4 through 6 Boring Logs 11 ,��;� S. LE� Respectfully submitted, 111 40 OE W A S h / s � ., X Qj � 0, , O ` EARTH CONSULTANTS, INC. ° ° e, +, Z � pF � � 5 (<• 0 Al Robert S. Levies , P. E. s � President SB /RSL /tm ,S ,,r Earth Consultants, Inc. Ml:kl Mfro ,,vnV fH Y4 v; r <. «..f!V ,l`J`• . ^h . .. •. yar +% N. ' .1 � �� , s ue' s I .. r IT • i asp AMR" mar-- ZIP w 22 a 2 . I � � ,- _ it rill— _ .. _ . _ - ( 41 � I. k- PP - ' la vi'' I ,r 03 Ire 1%. t • 44-,..2,_ .. 4..,.... 4 ,, ,,.... .., = ' I '"—T77' ;11,3 Itl ..". ' - - -- lEittri.. E ,rArco'' mar — . : ; ,. .0 : w I 14 1 r rf =. 29 I !- ^' 'i Ai RtpO�RTJ #- RI ,1i ! S(.r U � �' -, i ' g ©tra Hg c tN • I s fI I' 1 ! D ,11r/ " ST u 1 rt 1 Q �� aim , *rw , W` �l J�J� . f.ww N jar" - - „ • \-: - = -- - '-":/ „ I i elff neelln* - - -- Li t •• I j. f s ■ .w ".4 s 7,....N 2 --, A tvl • „it.... .I 1) ' i tir._,;:c. F 4 t + . ,. . 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MAJOR DIVISIONS GRAPH LETTER SYMBOL SYMBOL TYPICAL DESCRIPTION •.! •• • GW Well - Graded Gravels, Gravel -Sand Gravel = �.'_ • •• = • gw Mixtures, Little Or No Fines And Clean Gravels :« •« • Gravelly (little or no fines) : :0::.::•: Coarse Soils • • • • • • • GP Poorly Graded Gravels, Gravel - • rained gp Sand Mixtures, Little Or No Fines • Soils More Than GM Silty Gravels, Gravel -Sand- 50% Coarse Gravels With gm Silt Mixtures Fraction Fines ( appreciable Retained On amount of fines I 0 GC Clayey Gravels, Gravel- Sand No. 4 Sieve gc Clay Mixtures •• Sand i t ° • SW Well- Graded Sands, Gravelly • And Clean Sand • • •• ° • p O • •• SW Sands, Little Or No Fines Sandy (little or no fines) • ;:.,.; ° : 0 ;!- More Than Soils - :... SP Poorly- Graded Sands, Gravelly 50% Material ,. •.. •• • •• • Sp Sands, Little Or No Fines Larger Than .&. • ;• �••� . More Than (appreciable Silty Sands, Sand -Silt Mixtures No. 200 Sieve 50% Coarse • • SM Sm Size Fraction Sands With Passing No. 4 amount of fines) SC Clayey Sands, Sand - Clay Mixtures SC • I ML c d ery , Flour, ml Clayey Inorgani Fine Silts Sand Clayey Fine Silts Sands w Rock / Slight Plasticity Fine Silts Liquid Limit CL Inorganic Clays Of Low To Medium Plasticity, Grained And Less Than 50 ir CI Gravelly Clays, Sandy Clays, Silty Clays, Lean Soils Clays ; ..1 O Organic Silts And Organic 01 Silty Clays Of Low Plasticity MH •Inorganic Silts, Micaceous Or Diatomaceous Fine More Than 50% Material mh Sand Or Silty Soils Silts Liquid Limit Smaller Than And CH Inorganic Clays Of High No.200 Sieve Clays Greater Than 50 Ch Plasticity, Fat Clays Size �/ OH Organic Clays Of Medium To High Oh Plasticity, Organic Silts - -41. : -: — • PT Peat, Humus, Swamp Soils Highly Organic Soils —. .. y pt With High Organic Contents Topsoil '�. • Humus And Duff Layer Fill �■siAs o Highly Variable Constituents The Discussion In The Text Of This Report Is Necessary For A Proper Understanding Of The Nature Of The Material Presented In The Attached Logs Notes : Dual symbols are used to indicate borderline soil classification. Upper case letter symbols designate sample classifications based upon lab- ■ oratory testing; lower case letter symbols designate classifications not verified by laboratory testing. T I 2 "0.D. SPLIT SPOON SAMPLER C TORVANE READING. tsf T . 1 SHELBY TUBE SAMPLER OR 4u PENETROMETER READING, tsf P SAMPLER PUSHED W MOISTURE, percent of dry weight -E SAMPLE NOT RECOVERED . pcf DRY DENSITY, pounds per cubic h, S WATER LEVEL (DATE) LL LIQUID LIMIT, percent a WATER OBSERVATION WELL PI PLASTIC INDEX r • 1) { I. .' 1 LEGEND Earth ` Y Consultants Inc. ` GEOTECHNICAL ENGINEERING E3 GEOLOGY Proj. No {536 -2IDitto Dec. '85 Plate 3 • BORING NO. A____ Logged By __SB Date 11/26/85 ELEV. 3551 Graph CS Soil Description _Depth Sample Blows (9G) Ft. . ❖.•O. . ❖. ❖. . ❖. ❖. . ♦4 • . • 4■••;•;■ sm Tan gravelly silty SAND, fine, moist to - 23 20 ••••• ••,•,•,..• wet, medium dense (possible fill) . . ❖. ❖.• •••••• • ..... 7 ■ i f sm Tan gravelly silty SAND, fine, moist - 47 9 to wet, dense Grades to silty gravelly SAND - 29 8 Driller reports harder soil at 10.5' --10 3. - I. i F .., sm • Tan silty gravelly SAND, fine, moist, 3 =_' very dense (till) - T 50/5 10 Boring terminated at 13.5 feet below existing grade. No groundwater encountered while drilling. BORING LOG r i I � LEWIS & CLARK CINEMAS ADDITION Earth \ 1 ; 1,91 KING COUNTY, WASHINGTON Consultants Inc. /' \ GEOTECHNICAL ENGINEERING & GEOLOGY Proj. No. 1536-21 MM Dec.' 85 I 4 ................ .. c:.,.... ..... ._........ a..... w. u.:.. u.......: ww: ..,.... r...+. w.. nv. m.. i.........•: �. ya«...s r... a• r. r•«... wu+...... ..«.• a.« �•.-. r• v. rv: x�. r. frv+ gr15. 4Ah• r.' NaYI OM. H) W. v,' Nf3MA' t' taiLPikl L4' �. 1yYWiA..\ t. nXrManan+: erw.. +w.•...........r._..�..�._..... __.. r•,...._...._.- «- .�..... A BORING NO. Lo B SB ELEV. 35 Date 11/26/85 US VV (N) Graph Soil Description De�h Sample Blovrs () F!' Ft. sm Tan silty SAND, fine with gravel, 40 10 moist, dense G . S — 5 YA Grades to: Tan silty gravelly SAND, fine, moist, - 37 8 dense Cobble at 10' --10 ti; • sm Tan silty SAND, fine with gravel, 1114 moist, very dense (till-like) - T 51/6 9 Boring terminated at 13.5 feet below existing grade. No groundwater encountered while drilling. is • ;t BORING LOG LEWIS & CLARK CINEMAS Earth KING COUNTY, WASHINGTON. Consultants Inc. GEOTECHNICAL ENGINEERING as GEOLOGY Proj. No. 1536 -2 Dab Dec,' 85 [Plate 5 ... .. ... .. .:.... .. ... ...a r.ue.ti.t9. . ..m, +:t:.•AiY..]LHtUa Li Y1t .TYtN.1.i1!v:.; sra1nv...nquwntir.l0.+aNiW."h:X ror .. .... a .... ik* . R..* YVlYCf.'.' N111YY: Yl 4uValNYeQNr.' IYi1' qM' A. WI �pC: kX. X+ ntN •.uaevzVma.xa+.w..nw.....�_.. ... .... .._.......-- .....- �..... rrk BORING NO. Logged By SB Date 11/26/85 ELEV. 352± (N) VW Graph cs S Description De Sample Blows (96) Ft. ? \1 { }ff cr... sm Thin silty SAND, fine with silty - 45 13 lenses and gravel, moist, dense . JJ • «fC { ��: i Grades to: Tan silty gravelly SAND _ 47 7 ,,...... - -- --10 . J. Grades to: _ sm Tan silty SAND, fine with gravel, - 50/4 9 moist, very dense (till) - Boring terminated at 13.5 feet below the existing grade. No ground- water encountered while drilling. ry BORING LOG 1 ' 1 LEWIS & CLARK CINEMAS ADDITION KING COUNTY, WASHINGTON Consultants Inc. / : r GEOTECHNICAL ENGINEERING & GEOLOGY Proj. No. 1536 -2 I Data Dec. 85 Plata 6 �, .fl - ++a»nr9W t& 94W9».!c�.a. I. 9t $5efl?rr,9W) afn,.rlvxrJlV✓tD:aY ItNUra+wwr.w+,+avw.+-.+.•.........,....._.__..._.....- ^::t .. ,,.. .. ,.e;:... ,. �w..,,,...: ,..,•�. . ....... ... ...... n. e.. •r_.•�ae,rw.•— 'la:rrw±nrinur. + ' ' \ *owl ' • ••.` • t • I . • , VER GREEN ORDER. NO. D C:r6' 1 Trrix compAvy. nvc. Sec Ti �v D3r4 ` Rg, 4t .�. f ra,,, � ;le k a SR M r STATE 0,09 HIGHWAY Tb MP 3.10 010 4' '"�w ./�, ,� �ti• 1 RIVERTON HEIGHTSI `1 u'•2 ' ` Au •9,ve a, /40 wmr4w RAI/ Dklrur0 id .10I1”11 ir Of el i 11 e 0 �‘t, „Ircl., Rte.. war n_+'�. 4 :4 1 ' ' r •vm •!1f ykt w! awl .10. C ll r r ‘. #., 1)0 @ . � � � ,�� I a 1 Nyal ( PfL4M.Hlf Ir• ) • 1 ! h i �” ` '...t X 11. � ;41! ' 0 • If t, r `4 ^ ! 111 " C, �, ? •• • ; 1 N.., H••,r .1 I7►►► ,��� ▪ �,^^^�'_777ry0., It 1411 ��i s °1 p 7 I i 1 P to 7 l41.1.. MM / J h • . }! .-7 I.e . i ••t'IW 1. �. M 0 111, /'' 10 C ve % 0 • I .,.., tt,rsr ,J: �4i` i an a« 10 11 0•11101 mat M �• I , ` /I. ' ' x ,11 ° •., -.9 L I NMI. A(•MN �• 1 • 1 � . / i `� 1 1 ,r s N. . ,i . .,%... ....., , ;))a 1 11/4•11.1%. 1 � n T Y 1 e n e r, ' .. 0 ' ' :41,, .1.\.;..,, • ►L �' .,.w1/ N. �' t - r : ,,,, 0,•'. , 6.411•. �*. tir m, iIn uroq WA. Ml Ag%1 w orm 'This sketch is provided, without charge, for your information. It is not intended to.show all matters related to the propeny including, but not limited to, area, dimensions, easements, encroachments, or locat of boundaries. It is not a part of, nor does It modify, the commitment or policy to which it is attached. The Company assumes 110 LIA.B1LITY for any matter related to this sketch, Reference should be made to an accurate survey for further information. i I • t •S'x'Mt.t� }1 'i1 ... . - .. .. • •• - ;;' . Commitment No 22296 SCHEDULE A. PAGE 2 t That portion of the South half of the Southwest quarter of Section 22, ':'ownsh 23 North, Range 4 East, W.M., in King County, Washington, described as follows: Beginning at the Southwest corner of Tract 119, SUNNYDAI.E GAI' .DENS, DIVISION NO 1, according to the plat '. thereof recorded in Volume 25 of Plats, Page 50, in King County, Washington; THENCE North 0 °04'20 East along the West line of said Tract l 19 : :to the Southerly line of Secondary State Highway No. 1 -L, as acquired by Judgment and Decree of Appropriate tin entered June 21, 1960 in King County Superior Court Cause Number 545600; THENCE Westerly along said Southerly line to the Northeasterly lint: of Old Military Road, as said road was established and ' used prior to 1965; THENCE Southeasterly along said Northeasterly line to the Northerly line of South 158th Street, formerly Gilmore Street; ' THENCE Northeasterly along said Northerly line to the point of beg nning; TOGETHER WITH that portion of vacated Old Military Road, adjoir.ing, which, upon vacation, would attach thereto by operation of law. END OF SCHEDULE A i , u OF DEC 1 1 1995 PERMIT CENTER • . � 3 • • , • • •4::/1;41,4Vatt/Ara..' ,r.r.k•FttrtteitalatiP,Nlett.tOttatteulaWirArtvtguekettnetitt:ruslivan... ArarsrmemoorsommortiksYwretesoments.wreumuttwomemourattarSOWAVIOVAVVVO, • CJ iZ II; ............... , Cs t City of Tukwila John W Rants, Mayor 0 , tn , Department of Community Development Steve Lancaster, Director .......... /908 July 18, 1996 Jim Roberts Uncle Stuarts Golf Inc. 9010 NE 41st Bellevue, WA 98004 RE: Uncle Stuarts Golf Driving Range/Batting Cages L95-0061 (Conditional Use Permit) L95-0062 (Design Review) E95-0032 (Environmental Review) B95-0412 (Building Permit) Dear Mr. Roberts: As you know; for the above referenced projects to proceed you must first complete the environmental review process, including preparation of an Environmental Impact Statement (EIS). We sent you a letter last January explaining the process for preparing the EIS, including the fact that the process would not begin until you submit the $1,000 administrative processing fee. • It has been almost six months since the SEPA determination was made and we still have not received the $1,000 fee. The purpose .of this letter is to inform you that if we do not receive the fee by August 2, 1996, all of the above referenced applications will become void and any vested • rights you may have had with them will be lost. • If you wish to keep the process moving, then you need to submit the fee by August 2nd. In addition, you need to submit the qualifications of one additional consulting firm, or the addendum to the qualifications of Adams and Clark as you discussed previously with John Jimerson. Don't hesitate to call me at 431-3670 if you have any questions. Sincerely, Steve Lancaster DCD Director • SLJJ C:\sepakstuexp,doc IMIN•11111■111•111111■1■1~ 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 431.3665 ;� JAW .. w q ( .: i ,, . $I� City of Tukwila John W. Rants, Mayor r! _ : O • °•• 47 . 0 1 ?: Department of Community Development Steve Lancaster, Director 1908 = , March 14, 1996 Ms. Carol A. Huber Committee Chairperson Homeowners & Residents of Laurel Estates Association 3810 S. 158, #C -5 Seattle, WA 98188 - RE: File #PRE95 -024 SRO Golf Facility Dear Ms. Huber: I have reviewed your letter of January 4 1996 and have discussed the issues you have raised with the City's land use legal counsel. It is our conclusion that the application submitted by SRO Golf Facility is a complete application for purposes of compliance with City application requirements. This does not mean, however, that the application is vested. Washington's vested rights rule requires that (1) the application submitted be substantially complete, and (2) that the application meet the substantive standards of the City's land use and construction codes. You have raised the question of whether the application meets the first of these requirements. Our review indicates that this part of the rule has been satisfied for the following reasons: . 1 1. Soils Report: As you correctly indicate, a soils report is a required element of 1 an application. A soils report was submitted. You have disputed whether it is adequate, which is a different issue. While it is true that the report is ten years old and • for a different project, it does not mean that a report has not been submitted. The City often receives applications which contain inadequate, erroneous or incomplete • information. We still accept such applications and require corrections and /or additional information as part of the review process. In this case, we are asking for additional information to determine more precisely the soils conditions on the site and whether the information in the report is accurate. It may or may not be. The applicant must still prove that the soils in the site are adequate for the loads which will be created by the project. If they are not, the applicant will fail the second half of the vesting standard I have described above and the application will not be vested. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 4313665 t. • ,. t•:•:.•:.•.:..:. i' .r .'. v.,. efvf:' w_ 2frWeGat: e3: 1(. L'. Y.' T!)..' e^, Y3:h'kd'.^•Sw:.S�•Sr':Txk�T4:4' X12. RCf! A: V .R4�.•'%w5•::'+1:tY.t,;YhYttY4N if. 7K.". C• nFKOtfAnYlrMSn. n' MahnGi'!'. N: o-+ M^ b' XT'. w4YLC. o2+ Y`'^ er��MF. iqt 'll'M5b'tY.kN11rtR+'.."�t�•�+^ air... nww. mv. un+ n� +Y..h'a..x+.tv�Nw"f'- <f:Md:v^:• Carol Huber J 3/14/96 Page 2 2. Drainage Report: A drainage report is not a required element of a permit application. The City frequently requires such reports in cases where, substantial impervious surfaces are being created by a project, which will affect storm water runoff facilities. In this case, the project, (that is, the pole and net system for which the permit application was submitted) will create negligible impervious surfaces, will not trigger the minimum thresholds for application of storm water control requirements, and as a result, the City Engineer has determined that a drainage report is not required. I would anticipate that future permit applications related to the overall project will trigger the need for a drainage report, and that drainage issues will be analyzed in the required EIS. • 3. Seismic and Wind Tolerances: You have questioned whether the plans submitted by the applicant meet the seismic and wind tolerance requirements of the Uniform Building Code. This is not an application requirement, but a substantive standard imposed by City Codes. If, as I have noted earlier, the applicant is unable to prove that his project will meet these requirements, his application will fail to meet the second half of the requirements to vest a permit application. A final determination on this issue is pending further review by the City. 4. Application for Clubhouse: You have raised the question of whether the application for approval of the poles and netting can be approved if an application for the club house building is not submitted at the same time. The City has no requirement that property owners apply simultaneously for every permit they ultimately intend to • seek. In fact, it is quite common for property owners to apply for some permits and then prepare plans and submit applications for additional permits after they know whether the initial permits will be approved. Of course, each application is evaluated on the basis of the codes in effect at the time of the relevant application. 5. Utilities Permit:. You have raised the question of whether the application is complete because a utilities permit application was not included. A utilities permit is not required in this case because the project (again, the pole and net system) does not require utility service. Thank you for your letter regarding the application. As I indicated, the City has not yet completed the SEPA environmental review process, nor determined whether the application meets applicable City standards and so I cannot state, at this time, whether a permit will or will not be issued. Sincerely, Steve Lancaster, Director Department of Community Development cc: Duane Griffin l./ Linda Cohen Ron Cameron • •.nGa. . . senn:n .....:.......... .. ...'. .. .' , w .....+.—+. n ....... w. w+.... ww...: n....._._.. �..—... v..... w. t. . n. n4weide!: )cx.atMnl..rA+.1t.Mrbr.wrcw+re. fan+. Ftt. wh. Rw.. r........ r ..«.ww+.............— .......... �..... ... .......,.......... MEMORANDUM ti FROM: Duane Griffin, Building Offici. re-e• TO: Steve Lancaster, DCD Director DATE: 1/5/96 RE: Building Permit Application B95 -0412 (Uncle Stuart's Golf, Inc.) On this date I received a copy of the letter from Carol Huber representing the Homeowners & Residents of Laurel Estates Association, dated 1/4/95, and was asked to comment. My comments are as follow: 1. It is probably not relevant but the file Ms. Huber referenced in the subject line of her letter is PRE95 -024. That number is a Pre- Application Meeting number and that particular file does not contain any of the specific information referenced in her letter. The permit application file number for this project is B95 -0415. 2. Permit application B95 -0415 is presently in the plan review process and has been forwarded to our structural plan review consultant, Robert Fossatti Associates. They have made a preliminary review and have sent a corrections letter to the Project Contact Person, Mr. Jim Roberts, requesting further information and calculations. A copy of the letter is attached. I think that the Fossatti comments letter covers the concerns expressed in paragraphs #1, 3, and 4 of Ms. Huber's letter. 3. I don't think that the issues raised in ara ra hs 2 ,5, and 6 of Ms. Huber's letter P g P pertain specifically to the Building Division, without input from other Departments. Therefore, I haven't attempted to address them in this memo. 4. The plan review process is the method in place to review plans for code discrepancies and gain compliance prior to issuance of building permits. To this point it appears the process is working, and, since the permit hasn't been issued, I don't know that the request to deny the permit application is appropriate or warranted. 5. If there is anything further that you want me to do relating to this subject please let me know. 2 Attachments 1. Ms. Huber's ltr, dtd 1/4/96 2. Fossati ltr, dtd 1/4/96 ..x..:....< .,_ .. J............- ,..,......... o,,, ..,.,., ..z sti ?:... ....]:bVUC; ..r _r., c,ac+:..;,tn:; ¢:.. ..... mavmo az..... x.. m. Wwwaecxa .,.x„..>........,..,r.. -<r,- :...,..,,.... x...__.,...._...._.....- ....._. _...__.__.._...,....., ..,.,o+, (:, •ce„/..1- ( 1 cvLtri—yrr.. • © 0 0 January 4, 1996 JAN 0 5 j9 4' Mr. City SofvTukwilaster, Director �CL �� Community Development Department 6300 Southcenter Blvd, #100 Tukwila, WA 98188 Ref: File #PRE95 -024 - Building Permit Application Filed 12/11/95 for "Fence Poles /Netting" Project: SRO Golf Facility Dear Mr. Lancaster: The Homeowners of Laurel Estates Condominium Association respectfully request that the City of Tukwila Planning Department decline the above mentioned Building Permit Application submitted on December 11, 1995, by Uncle Stuart's Golf, Inc. It appears that the application was submitted prematurely in an attempt to have the project considered /grandfathered under the prior zoning height designation of 115 feet, following the December 4, 1995 approval of the amended zoning codes. It is our contention that the application presented is totally inadequate for review and consideration purposes as relates to the project in question. We base our opinion on the following primary factors: 1. It appears that for purposes of the required Soil Report, the Applicant submitted a 10 -year old "Geotechnical Engineering Study" prepared for a "Proposed Theater Addition" to the existent Lewis and Clark Cinemas building. Granted it is possible that the report "might" (but not necessarily) indicate some homogeneity of soils in the area. However, for purposes of considering the proposed development, the report is totally irrelevant and provides absolutely no information allowing for the city's consideration of the netting /pole structure. A study of the particular site, including subsurface soils analysis and drainage capabilities would appear to be not only basic, but integral to any consideration of the feasibility of the project -- without such a study, the application has no fundamental basis for consideration. 2. Specific drainage and water retention discussions were not provided; these would appear to be critical considering the nature (large area of turf) of the proposed development. ._ a., `" HWw, ww. w.,.:•.r +p °, l.a., ,. . .itfdr RMr. ^.. ... .. . ••w+: ... ;fi aT5i1 ' m•.Mt, •Aresur b1/. f1".. OJpaiThr*F9'.P•M.Yt'1K7.H'•.: W!M:4trN T.`•a•a•to s, u. .w.ChM•«r..s..rnws»,.....e.wew t2"a9.'M. January 4, 1996 Page 2 of 3 Mr. Steve Lancaster, Director Tukwila Community Development Department 3. The lack of a relevant Soils Report has made it impossible for the consulting engineers (D'Amato Conversano, Inc.) to make any specific recommendations regarding necessary foundations. 4. The City's Application includes the statement that "Plans must adhere to the 1994 edition of the Uniform Building Code and must be referenced on the plans ". Based on a cursory review, the application appears to "fall short" of this requirement. Current codes require structures to meet specific guidelines with regard to wind tolerance and seismic disturbances. With regard to wind tolerance, it appears that UBC codes for the Puget Sound area require structures to be able to withstand "Minimum Basic Wind Speeds" of 90 -100 miles per hour. The November 9, 1995 materials estimate provided to the Applicant by Redden Marine specifically notes that "the poles used for this estimate are engineered • considerate of five factors....(including) wind speed 70 mph ". The proposed structure thus appears to fall short of current UBC code requirements. With regard to seismic disturbances, which presumably would be covered in a soils study, it again appears that the UBC has specific building requirements in as much as the entire Puget Sound is in a high seismic activity area. The Application does not address this matter at all. 5. The application submitted addresses only the "Fence Poles /Netting" portion of the proposed development in as much as it was submitted in an effort to be considered under the deadline for prior zoning height designations. In our opinion, it would seem that the pole /netting structure is basically an extension of the club house /golf driving station building, and as such should not be considered separately. The siting and elevation of the proposed 2 -story building needs to be considered conjointly with pole /netting structure elevations and siting -- the development needs to be viewed as a "whole ", particularly for purposes of lighting impacts, noise impacts, drainage requirements and public safety (i.e., ball containment). • I. wiw,quaawa. ., • u. . o , rn, . , , w,..:...... .. 1 36 :ittravktixarxe.^:Erar 3`. • "A.`.W.:3:37.+: aratf."'.f.t'ma7: ruse :uocF?'i'rvGt".ifl",tt4fittele QStost" _ tttxt- iiv! tima r itstrdCtine'F!'k.7tt".`.stro o lava .¢Mr v2.ft , YX Mw'ar+t,Wnsa.2q�f,`k'kk�':R January 4, 1996 Page 3 of 3 Mr. Steve Lancaster, Director Tukwila Community Development Department 6. City requirements for building permit application submittal also require "a completed utility permit application form ". Applicant did not submit the required form. .Presumably this would include water drainage requirements, watering system design and lighting information - -- all of which are pertinent to consideration of the application submitted. In sum, it appears that the major portion of the information submitted . is either incomplete, irrelevant, and /or misrepresentative of the project to be considered. Consequently, in view of this, and as supported by the primary reasons outlined above, we believe that denial of the Applicant's Building Permit Application (as submitted on December 11, 1995) by the City's Planning Department is fully warranted and justified. Thank you for your thoughtful consideration of our request. Sincerely, Carol A. Huber, Committee Chairperson, Representing Homeowners & Residents of Laurel Estates Association 3810 S. 158th, #C -5 Seattle, WA 98188 cc: John W. Rants, Mayor John McFarland, City Administrator Linda Cohen, City Attorney Jack Pace, Senior Planner John Jimerson, Associate Planner Phil Frasier, Senior Engineer Phil Snyder, Dept. of Fish & Wildlife • • • • • • • R 0 B E' T ► 1'RIIFhaS111\ U. 1111 �M:0 \II ►►14\1 I: tint'I'I I I Ie tinl III 110113 •1131. I 1 1, )` � ` \'1" I I SF;K►IClia S I' . M III' 21121: t „ ( )RI CRCU1,\ NR►rrII►► ►t:1II\ , rt,\fullal II \In.11.1 11►l►v1 N.,n: IF7.li1'1111\I;: 121061 621.1111)9 1I:I.I;1'IItl\I 1:1Wn •, 71•,,10 A S S() (: I A '1• E S I\ • 121161 1.21.9X11 1'►\ p11116 51 2 C,1 \SI I:I'I \t t: \6I \I•: January 4, 1996 41041 Jim Roberts 9010 NE 41st Street Bellevue, WA 98004 • Attention: Mr. Jim Roberts Regarding: 95 -T -34 (Uncle Stuart's Golf) 6q5 _0u « RFA #95102-34 Dear Mr. Roberts: We have received information on the proposed project which consists of providing poles and netting for the containment of golf balls. No structures are part of this permit. We have reviewed the submitted information for compliance with the structural portions of the 1994 Edition of the Uniform Building Code as adopted and amended by the Washington State Building Code (Chapter 51 -30 WAC). Our comments follow: 1. The soils report submitted is not applicable for this project. Submit the necessary soils information applicable for this site. The soils engineer should review the proposed design and make the appropriate soil recommenda- tions. Specifically, the soils engineer should confirm the lateral bearing the engineer used in his design as related to the class of materials per Table 18 -I -A. 2.: Submit structural drawings for our review.. Information should include, but not be limited to: • structural notes, sealed documents by the engineer of record, drawings showing the necessary information on page 1 of the calculations, complete foundation details. 3. Page 2 of the calculations shows that Exposure B was used for the design. It appears that Exposure C would be more appropriate for this site. Calculations should be revised accordingly. 4. The design wind pressure column on page 2 of the calculations considers a 50' tributary width of the netting that is 8.3% solid. This is appropriate however the C factor should not be reduced by 2/3 for cylindrical elements. The design wind pressure should be evaluated for the pole, in addition to the net surface; this calculation should consider the 2/3 reduction of the C factor. Please forward a copy of this letter to the structural engineer of D'Amato Conversano, Inc. and respond to the above comments in 'itemized letter form.' Resubmit two copies of revised drawings and one copy of revised calculations to our office, as required. Very truly yours, • Ft E V. • • ROBERT FOSSATTI ASSOCIATES, INC., P.S. • A rys (• J AN . 0 5 •1996 a l Kolke COMMUNITY cLK: l DEVELOPMENT cc: Mr. Duane Griffin , •, ',,,...,"' .".%';',''',.,'4,'•''''''','''''‘''''''..;';'.';',',:,',..,,'..•:•;•'','",:‘,' ._ -.±...,;,':%;;r;::'.1',;''''‘;;;;;;"!':,...'*':',;'';':';''''::':',(;3'''''"''—':::;;11..:%•:1 , :' , ",r,'. : ,,, ''',,„ ;,,,';;;} ,` ;,' ';; ; ; ii '', '',:•.'•,:;; ;' "l *,, .'.',;;', .'; '„ ; . , .7 .; :', ' . ;*,•,' .., •;:i's ;:;;;,';' (.;•■•,.;'.."',3,°: j r, '',;.,:',' ,;.''' ; ''' '' ' ; '; 2 '''';;;* ; ;.-*; ' ,:;..."‘•; ,l':; ''.'•'',••;:;••• ;',';'''.:.' "•::.;,';.*''';• • • • •;; ••, • : ', •'•;•;, : •• ' ... • . .. '• :n.'*,,‘ ;',,;' , •'... ..*,: -•." ';.i,',.;;;;"•'' •••• ', • ; S. , ., , , ,,.,,: 7.„fi..:: ,1j.,, :, ,.," ;$ ;,,, :,.. ...**; : :f , '',;': . 1 ' r' .. .,* , s , ' .. •': 31, ,::. ' ,, ;". r„ „:•',.,, ,, f : ;; , , '.. ; ;:.. : ;;;‘; .,,', * '..,'• , „ ;,, . •. • :::'',..",s;;;, ''''. 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' 1 • ' , . • • , ( 11' Mail° r . , John W. Rants'. ..s- ............ .,, . •`-'.,' liso, N.,i ', City of Tukwila k," ill N 2. Director G ) '' ' Commu nity Develop , ...I f Is•"::,6%.",..,,tk $.01% Steve Lancaster, 5 ', Department of Commu .. . , . . . , _. . 1908 . '• Dec i :• . , Robert gi ss E a n tti .n Asso ,,. Consulting 401 Second Avenue South Suite 503 • • ' ': 1 Seattle, WA 98104 R 0412) Stuart's Golf (B9-"" 34. . .. •. ' : .. 95-T- - uncle Regarding: ..19 , `, ••• : . . , . , Please do structural review per D.B C , 19 . . . Sincerely, , , ' • ' \ __4} 1 / 1 . 1 g)i ) . 1 . 9, 5f 5 IXt-QP Shellie L. Bat . Perm Technician .. . . . . . . . Tukwila, Washingto 88 n 981 Suite #100 • Southcenter Boulevard, u 6300 Sou • (206) 431.3670. • -Pale (206)431,3665 ' { ',N, b '7Ynn Yr roT.Y..'V "Y*1P.4` + 0 . � .. r '_: S' N. rw,,.,«. t r�:< a° sa^;. �. �, rc:• n; �r. A: a: ir» s^:... x' Y+; �; r.' x�rt�rs!: L:' t' s�4° �:+ 7.! � �t��.. 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ZYI �J: �.._. t., r_ rfY* '^t!sr >�,` <rc•hY:�:t".."dx » ,�•}:,. tu oaU Uncle, &No rfis Golf A. pR �' N ttki n y CITY OF TUKWILA Id: ACTP125 Keyword: UACT User: 1670 12/08/95 Activity Table Processing BUILDING PERMIT Permit No: EST95 -01 • Status: VOID Type: B -BLDG Vers: 9501 Screen: 02 Fee Information Building Fee (Y /N) • Y 1,887.25 EXIST BLDG SQFT: Other Bldg Fee (enter $): .00 NEW BLDG SQFT..: Plan Review Fee (Y /N) - • Y 1,226.71 CONST AREA SQFT: Other Plan Rev (enter $): .00 # OF STORIES...: Building Surcharge (Y /N)..: Y 4.50 Calculated Fee: 3,118.46 Archive Date...: / / Microfilm Date.: / / Additional Fees Work w/o a Permit (Y /N).: N .00 Inspect After Hrs (hrs).: .00 Reinspections (hrs) • .00 Other Inspections (hrs).: .00 Add'1 Plan Review (hrs).: .0 .00 TOTAL PERMIT FEE: 3,118.46 F7= Update, F2= Previous Line, F1= Screen Index, ESC = Cancel Update CITY OF TUKWILA Id: ACTP125 Keyword: UACT User: 1670 12/08/95 Activity Table Processing BUILDING PERMIT Permit. No: EST95 -01 • Status: VOID Type: B -BLDG Vers: 9501 Screen: 01 Base Information Parcel No: Owner: Validated By: Plan Ck Approved: / / Status: VOID Applied: / / Issued: / / Active /Inactive: I Completed: / / To Expire: / / C of 0 Issued: / / Bus Lic #: Final Notice: / / Nature of Work: Location: Category: (N= NEW /A= ADD /ALT + SFR,DUP,TRI,APT,MH,COM,IND) Zoning: Gas /Elec: Census Code: # of Units: # of Bldgs: Pub Own: Streams: Slope: Wetlands: Water:UNKNOWN Sewer: Setbacks - North: .0 South: .0 East: .0 West: .0 Valuation: 300,000.00 Fire Protect: Type Const: Type Occ: UBC Edition: Occupant Load: Occupancy Grp: F7= Update, F2= Previous Line, F1= Screen Index,,ESC= Cancel Update rs•cw Wa m,Rrv•; r,v,„ .r ... .. r, .r.. .. •1 a� :r;,ti �r';. s, e:.:% siin'" T�. ati:,"' c?'. '' Z�Ca. �7. y;,",.' wc' kJt+ Stt3S+ Y: �% +'E.:9:�'4tt247Rai,5'Y.34<.," Oft". S1S( Y�' 3: P- tittdaar'. a: waeY. �esY�RiB.. �ry quawrxuntsaa:* xtrttx� , YN�l W�k�WYa' vLrztl w a . . ".. REDDEN MARINE + REDDEN MARINE SUPPLY, INC. A 1411 Roeder Avenue Bellingham, Washington 98225 -2916 (360) 733-0250 1-800-426-9284 SINCE 1959 FAX (360) 733 -7180 NOVEMBER 9, 1995 GOLF INC. 90101/2 N.E. 41ST. ST. BELLEVUE, WA 98004 ATTN: JIM ROBERTS DEAR JIM, PLEASE FIND ATTACHED (2) MATERIALS ESTIMATES CORRELATING TO THE COVERAGE PARAMETERS COMMUNICATED TO ME BY KYLE HANKE. AS STATED ON OUR FIRST ESTIMATE DATED SEPTEMBER 8, 1995, SPECIFIC SOILS INFORMATION WILL BE NEEDED TO CONFIRM SUSPECTED CONDITIONS AT THE SITE. ALSO PLEASE NOTE THAT THE POLES USED FOR THIS ESTIMATE ARE ENGINEERED CONSIDERATE OF FIVE FACTORS AS FOLLOWS: 1.) POLES NOT TO EXCEED 50' O.C. 2.) EMBEDMENT DESIGN CONSIDERS A CONCRETE RESTRAINT 3.) WIND SPEED 70 MPH 4.) EXPOSURE "C" 5.) ALLOWABLE LATERAL SOIL PRESSURE 150 LB. I HOPE THAT YOU FIND THE ESTIMATE INFORMATION USEFUL FOR YOUR EVALUATION PROCESS. I LOOK FORWARD TO HEARING ANY FEEDBACK THAT YOU HAVE TO OFFER. SINCERELY, REDDEN MARINE SUPPLY, INC. • KEN BROWN • SPORTSNET DIVISION KB /gp ENCLOSURES RECEIVED CITY OF TUKWILA • DEC 1 1 1995 PERMIT CENTER LOCATIONS Cordova, Alaska * * * * * Bellingham, Washington * * * * ' * Homer, Alaska , ? <:dt' + "'ws"+' rig -Sr ara,^ 031..'1,iD Vitt Nt. +irtal:MAIli. SO 74T'dl tP. Yittzr,+dsRltplMlA't4by re.ma9rP'msamen is fiY i�FU[valkell 3.us« tSibtt4 x1 ' 'r: REDDEN MARINE L : REDDEN MARINE SUPPLY, INC. ) A�. � : , 1411 Roeder Avenue ,� a � Bellingham, Washington 98225 -2916 (360) 733 -0250 1- 800 -426 -9284 SINCE 1959 FAX (360) 733 -7180 MR. JIM ROBERTS / GOLF INC. COST ESTIMATE LEWIS & CLARK PROPOSED RANGE SITE OPTION #1 -120' HIGH NETTING , ENCOMPASSING FULL PERIMETER OF RANGE. A.) FABRICATED REDDEN #930 POLYESTER NET PANELS, RIBLINES AND ATTACHMENT SNAPS. ESTIMATED COST: $63,950.00 B,) HARDWARE (CABLE, POLE FITTINGS, ANCHORS, ETC.) ESTIMATED COST: $10,500.00 C.) FABRICATED STEEL POLES, ENAMEL PAINT FINISHED, ENGINEERED PER COVER LETTER. ESTIMATED COST: $149,800.00 D.) INSTALLATION AND MISCELLANEOUS MATERIALS (ESTIMATED FOR AND PERFORMED BY OTHERS). ESTIMATED COST: $95- 105,000.00 TOTAL ESTIMATE - OPTION #1: $319,250.00 IMPORTANT NOTES: ALL PRICES GIVEN ARE BASED ON INDUSTRY EXPERIENCE AND OTHER AVAILABLE RESOURCES (SEE 9/8/95 LETTER), POLE PROCUREMENT REQUIRES DIRECT. CONTACT BETWEEN CUSTOMER AND MANUFACTURER, COSTS GIVEN ARE F.O.B. JOB SITE AND DO NOT CONSIDER APPLICABLE SALES TAX. LOCATIONS Cordova, Alaska * * * * * Bellingham, Washington * * * * * Homer, Alaska rManv.,, w.. a,, ,m..✓w, w M.+•+w. armor}+ mX Saf.l M• s. tmFSaNrs' c' tz14GAT�J�fY. 674bR]' R+ 6aMS. 1FMl bvtIRMASA�L '�f'EWC7Fd+cgladlRgl�tklM _. bkftlx4x�f4eNnsn' sofa+ w. ww+ v+•+'wMSrYA *hAldlfuhT.Mtl. - _ REDDEN MARINE 1 I I REDDEN MARINE SUPPLY, INC. :\ , { 1411 Roeder Avenue Bellingham, Washington 98225 -2916 (360) 733 -0250 1- 800 - 426 -9284 SINCE 1959 FAX (360) 733 -7180 MR. JIM ROBERTS / GOLF INC. COST ESTIMATE I EWIS & CL•ARK PROPOSED RANGE SITE OPTION #2 -120' HEIGHT COVERAGE ON NORTH SIDE, 100' HIGH ON EAST AND SOUTH SIDES. A.) . FABRICATED REDDEN #930 POLYESTER NET PANELS, RIBLINES AND ATTACHMENT SNAPS. ESTIMATED COST: $57,350.00 B.) HARDWARE (CABLE, POLE FITTINGS, ANCHORS, ETC.) ESTIMATED COST: $9,200.00 C.) FABRICATED STEEL POLES, ENAMEL PAINT FINISHED, ENGINEERED PER COVER LETTER. ESTIMATED COST: $136,360.00. * ADD $1,250.00 TO PRE DESIGN AND BUILD 100' POLES FOR LATER EXTENSION TO 120', D.) INSTALLATION AND MISCELLANEOUS MATERIALS (ESTIMATED FOR AND PERFORMED BY OTHERS). ESTIMATED COST: $75- 85,000.00 TOTAL ESTIMATE - OPTION #2: $277,910.00 IMPORTANT NOTES: ALL. PRICES GIVEN ARE BASED ON INDUSTRY EXPERIENCE AND OTHER AVAILABLE RESOURCES (SEE 9/8/95 LETTER), POLE PROCUREMENT REQUIRES DIRECT CONTACT BETWEEN CUSTOMER AND MANUFACTURER, COSTS GIVEN ARE F.O.B. JOB SITE AND DO NOT CONSIDER APPLICABLE SALES TAX. LOCATIONS Cordova, Alaska * * * * * Bellingham, Washington * * * * * Homer, Alaska • i + i C? 5: '. ESriwavxfae.. r:. rowwn. r. r. awvneawwr.. rww. w.. w.. r. w.. .. w.n +aw.v +rr%V-.arGCf1%�wN+.wen i4kWY3. tif•J L4. i" L'. iiC1�17. W1Il k5NaP! YN/. OQt1N, TkMAVS41kMlIP!( bPMSN \YfEMwyM.tsk+wltllnb�MewlFw4o ... .•w.........— ....,_._......... - ...w+w.+l' • REDDEN MARINE ` 1 , - / REDDEN MARINE SUPPLY, INC. ' � � ' 1411 Roeder Avenue Bellingham, Washington 98225 -2916 (360) 733-0250 1- 800 - 426 -9284 SINCE 1959 • FAX (360) 733 -7180 REDDEN GOLF NETTING SYSTEM RECEIVED CITY OF TUKWILA * COMPONENT TOLERANCE/TECHNICAL DATA * DEC 1 11995 NETTING COMPONENT - PERMIT CENTER RED DEN #930 POLYESTER GOLF NETTING, 2" STRETCH MESH (INSIDE) " - LONG STITCH KNOTLESS JOIN -. RESIN DYE AND BONDING TREATMENT - 93 LB. MESH BREAKING STRENGTH ATTACHMENT TWINE/HANGING TWINE - • #36 BRAIDED POLYESTER TWINE - 270 LB. TENSILE STRENGTH - DYE TREATED PERIMETER BORDER ROPE AND RIBLINE/VERTICALS - BRAIDED SYNTHETIC COVER - PARALLEL SYNTHETIC CORE - 2,200 LB. TENSILE STRENGTH ATTACHMENT SNAP - (STAINLESS OR CADIUM) STAINLESS- - 1/4" DIAMETER MARINE GRADE STAINLESS STEEL - 2 3/8" OVERALL LENGTH - 3/8" EYE DIAMETER - 700 LB. BREAKING STRENGTH CADIUM- ' - 1/4" DIAMETER CADIUM PLATED STEEL - 2 3/8" OVERALL LENGTH - 3/8" EYE DIAMETER - 560 LB. BREAKING STRENGTH • LOCATIONS Cordova, Alaska * * * * * Bellingham, Washington * * * * * Homer, Alaska ::....... ........ .. .:.......,.,.......... w.................«...........,.... ..,.w.. a s+,. rv. r, sw.. a.. att' 7- XSr! w' F' iit7tiik YS' i^ sUH +AMCNfMAO'Neid. »rh.+rw...v... .....+ r., .. «...._......- .rr..........., .........._. ... ... -wna t REDDEN MARINE i 11 \ - I REDDEN MARINE SUPPLY, INC. ) , �I�i 1411 Roeder Avenue Bell i n gham, Washingt 9 2 2 9 8 1 4 6 98225 -9284 -2916 \ 360 733 -0250 SINCE 1959 FAX (360) 733 -7180 REDDEN #930 POLYESTER vs NYLON AND POLYPROPYLENE FIB TO EFFECTIVELY COMPARE ALTERNATIVE FIBER COMPONENTS USED TO MANUFACUTRE GOLF NETTING, EVALUATE EACH FIBER COMPONENT USING THE FOLLOWING CRITERIA (IN ORDER OF IMPORTANCE) AND THE ATTACHED FIBER PROPERTIES - TYPICAL VALUE CHART PROVIDED BY THE CORDAGE INSTITUTE TECHNICAL SERVICE. (1) RESISTA1YCE3(11 VIOLET DEGRADATION FROM SUNLIGHT: - THE ABILITY OF A FIBER TO RETAIN ITS INHERANT QUALITIES (STRENGTH AND FLEXIBILITY) AFTER LONG EXPOSURE TO SUNLIGHT IS OF PARAMOUNT IMPORTANCE. BEST - POLYESTER GOOD - NYLON FAIR - POLYPROPYLENE (2) BREAKING STRENGTH (BOTH WET AND DRY): - NOT ONLY SHOULD INITIAL STRENGTH BE CONSIDERED, BUT MORE IMPORTANTLY, THE ABILITY OF A FIBER TO RETAIN A HIGH PERCENTAGE OF ITS INITIAL STRENGTH AFTER BEING EXPOSED TO U.V. AND WATER. BREAKING STRENGTH -DRY (GRAMS/DENIER): 7.8 - 10.4 NYLON 7.0 -10,0 POLYESTER 6.5 POLYPROPYLENE POLYESTER WET STRENGTH COMPARED TO DRY: 100% 100% POLYPROPYLENE 85 %-90% NYLON (3) WATER ABSORPTION: - IF THE FIBER ABSORBS MOISTURE SUCH AS CONSENDATION OR RAINFALL, GREATER STRESS (WEIGHT) IS PUT UPON THE FIBER, i i PERCENTAGE OF WATER ABSORPTION: ZERO POLYPROPYLENE '` < 1% POLYESTER 2.0 %-8.0% NYLON i. �' (4) ELONGATION/CREEP IND .R S ISTAIN_ED WORKING LOAD: - IF A FIBER ELONGATES, IT BECOMES WEAKER. ELONGATION ALSO AFFECTS .AETHETICS, NETTING ON THE GROUND AS IT STRETCHES/ELONGATES. LOW - POLYESTER MODERATE - NYLON HIGH - POLYPROPYLENE • LOCATIONS Cordova, Alaska * * * * * Bellingham, Washington * * * * * Homer, Alaska t, , Y f C , CORDAGE INSTITUTE TECHNICAL SERVICE _ 3 - a:"4� 1 �.'x ' � - !���r'i:?r1 M . —7":: ., - '.- _ . ,. . -- _ _ _ _ t i3 :E4 ��: c a "s ir -i`- ;i: - ::..�: �D� ' �• °• o��- - '` '� 1, y 7, [ � p0G,.,.�� - i � {{ )1 r�'� i�.� li L f _. . r . • s '�.yry . • 1 .V. Es t ' - ... ra ' .:.1cc ... t4 d . ., ....- .- ......X... - ^ .. .:�yG6G�e�8ard2a>r.T�X .,r V ^Y. "' �� I . L POLYPRO- POLYETHY- MANILA SISAL COTTON NYLON POLYESTER PYLENE LENE ARAMID HMPE ` " Strength: � . i Breaking tenacity-dry (grams /denier) 5-6.0 4 -5.0 2 -3.0 7.8 -10.4 7.0 -10.0 6.5 ( 6.0 18 -26.5 30 Wet strength compared to dry strength Up to 120% Up to 120% Up to 120% 85-90% 100% 1 100% 105% 95% 100% Shock load absorption abilitjr Poor Poor Very Poor . Excellent Very Good Very Good Fair Excellent Weight: . Specific gravity 1.38 1.38 1.54 1.14 1.38 .91 .95 1.44 .97 Able to float No No No No No Yes Yes No Yes Elongation: Percent at break 10 -12% 10 -12% 5 -12% 15 -28% 12 -15% 18 -22% 20-24% 1.5 -3.6% 2.7 Creep (extension under sustained load) Very Low Very Low Moderate Low High High Very low Moderate Effects of Moisture: E • Water absorption of individual fibers Up to 100% Up to 100% Up to 100% 2.0 -6.0% <1.0% None None 3.5 -7.0% None Resistance to rot, mildew and deterioration due to marine organisms Poor Very Poor Very Poor Excellent Excellent Excellent Excellent Excellent Excellent Degradation: Resistance to U.V. in sunlight Good Good Good Good Excellent Fair 7 Fair 7 Fair Excellent Resistance to aging for properly stored rope Good Good Good Excellent Excellent Excellent Excellent Excellent Excellent Rope Abrasion Resistance: - Surface Good . Fair Poor Very Goode Very Good' Good Fair Fair Excellent - Internal Good Good Good Very Good 6 Excellent' Good Good Good Excellent Thermal Properties: High temperature working limit 300 °F 300°F 300 °F 250 °F 275 °F 200 ° F 150° F 350 °F 150° F Low temperature working limit -100 °F -100°F -100°F -70°F -70 °F -20 F -100°F -100°F -200°F Melts at Chars 300 F N-6 420 F 490 -500 °F 330 285 800 °F 2970F N-66 480 ° F Begins to decompose Chemical Resistance: 3 Effect of acids Will disintegrate Same as Same as Decomposed Resistant to Very resistant Very resistant Resistant to Very resistant in hot diluted Manila Manila by strong most mineral most weak and cold mineral acids; acids; acids. Strong concentrated resistant to disintegrate by acids will acids weak acids 95% sulphuric attack, z acid particularly at f high tempera- I tures or concentrations. i Effect of alkalis Poor resis- Same as May swell but Little or none No effect cold; Very resistant Very resistant Resistant to Very resistant tance; will lose Manila will not be slowly most weak strength where damaged disintegrate by alkalis. Strong exposed strong alkalis at alkalis will the boil attack, particularly at high tempera- tures or concentrations. Effect of organic solvents Fair resistance Good resis- Poor resistance Resistant, Generally Soluble in Same as Resistant to Same as for fiber, but Lance soluble in unaffected; chlorinated polypropylene most ketones, polypropylene hydrocarbons some phenolic soluble in some hydrocarbons alcohols, oils, will remove compounds phenolic at 160 °F hydrocarbons. - protective and in 90% compounds lubricants on formic acid rope 'Grades with special overfudshes are available to enhance wet strength and abrasion properties. 2 Based on DuPont Kevlar® data. 3 ExceUent when jacketed. 4 Based on Allied Signal Spectra® data. i 5 Based on Spectra® type 900. 6 Based on Spectra® type 1000. 7For non -UV stabilized product, consult manufacturer. s Dry condition. Under wet conditions: Good. J . , +8ti}knu.i'SS2Cr i�k ° w 'i;::�+:'.l2:iTt:h'^f7 L'I.W� N�OM1N�LYth1' dNtti' J811Y2fEi.' dTNk. 'ti1'YtWf4AaViYaxwwuuLme.W»rtaNC �MruuYlHb'W1A®Mut�yr.. .'�., ..' .- .•J•: wt .tiw.yw..u......L....+.�.- .rwxw- D'AMATO CONVERSANO iNC. . Consulting Engineers Structural Calculations & Detail for . Golf Netting Pole for Uncle Stuart's Golf Inc. Prepared for Uncle Stuart's Golf Inc. s 1y LL •y 1-5:41,) p_ Y : 20663 .% EXPIRES 7/24/ December 11, 1995 CITY RECEIVED OF D'Amato Conversano, Inc. DEC 1 1 1995 Consulting Engineers PERMIT CENTER DCI #95242.00 V UkU 6 199 ROOERT FOSSATT1 ASSOC. 610 Market Street, Suite 200 Kirkland, Washington 98033.5451 (206) 827 -2238 FAX No. (206) 827 -8986 X I . . , , , , , . . . �iMl drsS�L::: n: l�iril.'i:.. i,,,:,. LY.:w:•: 1.' 3Y. Ti.•... z,„.. 4.,;... F` fiG:....( y. 3i, prt,1•N +'.�.Y.ii'IVfG�'..,..1,, All{ FYR �a...Y i......: H. Y,. M' hwwf x' i. M....w mErw `IMWtMdr. in.Fw,.iKm...«•. w..��r t'.rt • . �DCI Pro ect J Project No. Sheet No. D AMATO U N C L E ,S-�Z75 Cc L 1 N <7. ( y CoNVERSAA 1/6 I NC. S uhjec t By Date ,r • Consulting Engineers 2 s7 A z L 67 r � -D' / 2 . 1 / , q S t rt • • l t 2 _p /A " C *P 4 T V, I GQrf-JE 60 .r C . I I o07-6-4. )/,4.K4rN2 251 �i = 79.0 r,;,; (NFr .S'GR,J . 5 / • j► • • • II • • I 7 toczr szcipf-r/od . co • i 8 0 " o• , p, x a a o OuNCl2rrr aoac & Ja 1NC R Tv (VA I iRicf rr7 / /i I: iii !10 iC QeTj= C�OC.LI�7Q. Poi/it/IA / W / / So /LS Pt - P.ety e•. a T : i t PF.f (Szfr&z oe °RUS 'v • r?oce- 'Tp o4Lsr,(? .T'o/i, -. I ,,; ,, r • . . yr1Y' . . s , :r..<r. , ew , owvKrww.rn,. ...,.,n.a...H.,.+..rw..,..,w,.. .. -' .. • , . , , »a....n.w_ nn t' r�., o-....,..--........»«.. e, n. �pw• w.+. r+. wwiru. w• n..++ e- wm�avcwdabrnmrn. �s+ MK' tM `kalwaw++. «xwn,.....,.,..�.... �.. .......,,..,eswNa , DCI Project Project No. Sheer No. D�AMATO UNGLF STci4- /2%,(' G•GI G,- GT 9S2 6 2 2/ 3 CONVERSANO INC. Subject By Date Consulting Engineers "1.- 7 -c^ ftrfZ 9 a 8C ' . / z • �� s r /,))//).,!?: 20 ievv e •'(p • B • as • /6 • y . 0, " (A -iy ;) = 0.93 � ,,l,.Fs /s t4 . '7) , u$C /45/P n4,4 r _ S.at (T,i^e /6- ) `1 11 3 p�ud .••••-01) ( Td 2 /6 '--1‹) (it 7) ( / . 7f ) A ke, e, 1- ( t r+ . t f /r� • G�( Cl j 60 /. +p r u? a 1" /Glo � �, U J o -/s"' 0.1eS 0.6Z 7, 5 S e8.8 • s88.8 4 .9/6 '1. y16 /S - La 0.8g o. 67 /7, S' Z 1 2. C) 2'00 3. 7to 8./26 20 -23' o , 911 0,7z. 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Subject B Date Consulting Engineers ov Nb rg 7'i Oki I94 Y Lt gC-) . r Gf3C /806. 2.2 ODNSYZ,4,A 6 b � - o K Ai �a 1otL ,2 tro.)lrR4 -IsUc) d 2 r: �� ?- apr -et ��. 6,a9 f // a., 6'x.2 ' C '` V - 6 `Z / !, 6,2 �, Z _�� V - 2 (4ss c...�? �,,, - S' e. /7.44 /8 -.z •,4 � 4,� - Lid...0_�.-E . / s• b ' 2 o o ) d Z - • !` ZS ( )896 4 ) / 6 7' z ') (, )c2oo) ( 2 ) d _ /7.7 > i''' i..A. d z BLS (60°I0 t d r ... 1 6.6' 4 /7 If • • ® . ,,, , ' ,..- ; .‘ `,.• ' -, -. ' c- ,, . --'., .-:,- The "REDDEN SYSTEM" ® . c A ' Range and Fairway Netting built to any height, length, and configuration, utilizing quality materials and expert craftsmanship ( 1 j REDDEN #930 polyester golf netting is constructed to double braid polyester .• core border rope for the full perimeter of k the desired panel: • eliminates abrasion and unnecessary wear between netting fabric and cable surfaces • facilitates full perimeter support under stress /loading conditions ( 2 ) "RIBLINES" or VERTICAL ROPES of the same material as border rope are • attached vertically to the netting panel at . designated pole locations ;4 ;,.: ri =` ''�` • , w 4.x • eliminates abrasion and unnecessary wear �'� �"a '�s+ 4 r between netting fabric and pole r r` s^ ' . . • allows aesthetically pleasing tight fit of netting ; ' K' .: _r,j ' - w„,,d y .'; � i *� r -' t • panel to pole line • spreads working load through the full pole length under stress /loading conditions (3 ) ATTACHMENT or CARABINER SNAPS are fitted around the border and vertical 1111111�a I. Nip" NW"- t���v ropes to facilitate fast and reliable 1 (01 �; , � , � , � connection to cables �' , • the means for the fastest, low cost installations , � , � , 1 of any netting system ':1 , , � • • + 1 • provides steel to steel abrasion surface , , versus netting to cable in hog ring or �' ;,li staple installations • facilitates easy removal and reattachment of \ , ,; netting panels for storage during winter months V 4O in cold weather climates VS,* _ b‘SlibW QUALITY COMPONENTS wil l b REDDEN #930 POLYESTER -, GOLF NETTING ,,e • 2 inch stretched mesh (inside) / 1 inch bar i� t ,, ,,,, measurement , • long stitch knotless join �.1, , 1 ATTACHMENT K CHMENT TWINE "., y / • \ f i • ; \ • #36 3- strand seine twine . , \: -,�, • 2701b. tensile strength -: :, r . PERIMETER ROPE/RIBLINES „� " ` " ' • Braided Synthetic Cover ,r' ' • Parallel Synthetic Core • 2500 Ib. Tensile Strength .t:• ATTACHMENT SNAPS • 1/4" marine grade stainless steel, 7001b. breaking strength or • 1/4" cadium plated steel, 560 Ib. breaking strength ' 1 1' C�t ..,.,. ,., :' :7",cf,,t,' •%?,':',".,77.7,:r,:',.;:,F,',..71'47.;1.7...c+1:?.-77.7"7,':::.;' —;',77077'77/17::77.57::>,777,77:: --- .. ' S',.., •.,:,:, ; . • ..:;`, , .7.-:'t,: t .,:'..4rA . .. ),--- ..... ,, ■A!' ■ . , . en;,, • .,,;:e .' , , , r „', 1 ' ' / • ''- - 4 e. '," ' ):%.,4',. •';',- t . `'` V.1` , •'-- , ",:.:.'.1 0 I ,,:i':, , ,,,. - .f,-ii- . ,,1---$: , ..0. , := N.i.'-., f , ;: , '* . r.li..:•,*cr , ,,":.7 , =r , ,:rt t . ...,„ 7 1,?,..,..::,,,,r,;.:i. J ,,,,(,,, 1,11, 4.,.-': ■441;le...1,',"'i •':";‘■:,:.: v •.4.:,; . ;; -= : , ';' 1 .27:^7. , ''? '; ,.,.., v€,.r•-•,...1,..,,.V.41.1!..ti i g#01,.,:... ..:. i4-sp '''' '''.';'' V:', ,,;'4,:-._.';',A. -,r s,.4, St' 41.; il'.g. „e.e.,4i!,-Af%P..Z4,"..V;;P:r1. i 'rt..‘:qzl'z'?;;4eU.l. , ` . . , i;‘,N,..:47 ,- $.,::.6 3 ,M1 ,, ,,'41,t6.,,,,,,igi,t.%`4 1 .1:',,, , :::1.1:7,p7.v,,i 7,7,`,!■ \,!..!...41.0.4..:1:lAt45,,iiqatif.,;47,rda.411, i rs Wr. .. $.k . 4P- - 4 1‘ .. "7 ' ,V 7*AtA>lit g'Ast? . ;;;:e";?t',14' * •1 t-,kr14,Vq;:4 V.ciAq::..14 R At, ai<14.44,fitCir..644 ---,1nAkItyr'1Alf ,,v,i.644 'I.1 A7, -/ ev0w , ;7 ,,),,,,, ,cr , 7 .--, T wkifipatfrhz, at 10: 'T1,72.0 a .7A444,70: Nr`41 ... ,1 : :.iV,7,7.4 „ ;.'..45 . :e4";,c3.;14:4, ,, ,i4 , ,W , V,114`0,tiit 4 tnicLir'4f i l* , ,,TraSst.W.ItVe 'rnire44 g.),-*,4it.45,ib,,,t0004,.4% ,eg INSTALLATION - IT'S A SNAP! . The REDDEN SYSTEM has W ) proven to be the fastest and least expensive golf net system to install on the J ,f -4.a. Agy.1.. 47r*"46%.0.k0. on 04 • ,i4 - , 0 0 0.,p, . eg , 0 ,.. 10 4 ... 0 • co ... REDDEN #930 Polyester golf .. ..t., .,,,. •,,,, .,.. ..,,,..., ,.m, ,,,,To, Atk,.. _ ,. gvi,... ... ., gtf 17Y: yr erldr.y... Oa7ilkitMedCittrAata'ligVZMAKIVVWALIAMAIVM4 W."4 f SA t.. 5 , ■ VAT , - .1}' %LW Vri 4LeVrt Vie . N.v.vAr, ViYienve -wr.s4 , ' CO ° Pilakt> ,6IWO SONCIPIViAlatlePrOWAMP)?',OILV5e1" netting is prefabricated to the 7t t ta , irii..01&. te .. exact specification of the .24f Wz.r.tk'iS.zD1 orue.#4 project, thereby eliminating keg ,-,D wvAll measuring and cutting time on the jobsite. 0.13 D441 • / D , ....• ,..-- , DM • Suspension of the REDDEN EtRANall ,--- , , rm GOLF NET SYSTEM using v - - 1,3wi3 the attachment snap takes a .i• , , _ Ei)..noli . - ' - , small fraction of the time - rv.m,43 ,,,,,,-43 • ng associated with suspending , - B ,-„ 2 ,. • , DAIZ hog-ring / staple net systems. ..,'„,..,....< -, .... i , - ..., , , , ,, , ,.," . :„ . - . • ' li.1 f . . J, . , D K .,,-....p K.T4' •' - pa, . ' , • ...... el v 41D 0 VALUE .. . . ._. 1) REDDEN SPORTS NET'S field - — t research has shown that there . ...-. 1 . , 4wair wire eefflparre„ var. -9/ are three distinct factors affecting li ,,,,,, P s v-F4-rl.Ao-wpeo-cra-o'tA P ne u u i o 1 a golf ts sefl lfespan: ef ' iCE)11. 0 0 , 0 udirey - 4;11■ 7 - 0 42 ' • -ID 415. *5 Poetai.Y.figneois241itaziikaacazitigkitachst.' '• etzbOog 1111.. AID . I The netting fibers resistance to A -• ultraviolet degradation A , E.; r lk........) . .0 ?..„ 2 Breaking stength of the netting fibers. Ftfoti • ' . i • 411 KIN EVA • ''' 2 ;0; ri.,,, ,,-',. 0.2.. 3 Effects of moisture PAU ....... .. „ i ,..4 . , 0,,, ,.., •,,. ,, . ..,..z. ,, • ,, . . r..• ;0- ...'- ' 4 41,./..';1 7 -.. 1 Et Compare for yourself: ti.,4.1 .... .., .., , ,• . ..:.,,- ; , t. „ 4 REDDEN #930 Polyester 003 A Pe • • ilti VS. A • PrColl The Competition * „wit* ty P .-- id riA Nylon Polyester Polypropylene 7 - - - — ....."''''''" D .., o r , , .,..,.....;, . ..,•"‘• ' •:-.• '• . • . • ' • • riti.4 • Resistance to Good Excellent Fair ...' . ,-..,.''':-." , ..,.. .. : . ...' VJ UV in Sun i , ; ,,, ,'''''ii'.. , ;.-..4-,, , .;: ,, ,4 , 4 , 4,: 1 ; ,,,, , , ,..... ',,,'',..'.-. ' .. : ' . ,, . -4 m a• '''.&-••••• Y 41 ,,,. .....s.‘., 0 :+ ' : f. 1 4. 0:1•! '''' ' ''''' ' 't.' ' . 't p • Breaking ,. , ' - -.4 I' '"' 4 0 ' . . ,,,, '' - fi '''' E,t,,, et.', 1 ' A ., ts ,s3 , 'it'''6i ....: v.:: - ...i....,f‘e 'sviv4: 'ttlIC,' iwr;' tenacity (dry) 7 8-10 4 7 0-10 0 65 ^OM 0, • t,.,,,,=',4,.-,-r, „yr;P: . .,. '' ,,,,:;',, Le, -IAA . , , II ,,, I .:;'...',,, . ly04, ' . ,•....,:,,,v 'm,,, „.„. „,, 4. , etat_ • Wet Strength . , . g 85•90°. 100°. 100°. v+„&61 s, 0/41,0ArdZeks, e ■61,414a4„A b htx.,,.... .....„,. t ,.„ . ,..„ , e ,,, 4 vs Dry if .TmtwNIV't1 O r'''''''' 'Wm' 'a efF4 3 4,1, 14 6 f- 4: a I r d)NIVAM ra „00,trit,w1 excerpt from typical fiber values and properties table provided * ItYP ( *(0; v ' ' , -I'k ''' : ' ' I "Za kto l n0 • . '5 '.4 lb by Cordage Institute Technical Service ilingharn, MA .4*-- it . , A- ..,. 0,, ',• . ;e . (.0 .0. 01.7 S tEt.':frZG••yeD =•/.. 1 -: ,,• .. .,-,.. L., , ,A . x, . it. 4. ,, .41.. .. , . ,• . • , .. ..., .... . . . _. ., . r, __, _. ., . e:..- .--:..A-0:1-.)c.,;;:',..•',1,feji;?;f0:0".*VOS*P4 ..... ., GOB RANSIZ K121.11M7 SYS NMS ND00 O0 ° /CU D C 00L3 GOO PRAM EM [ CAGES BAS ;A g 2S. CAGE a ;AC:STOOPS ° US , A 'Y STADIUM PROTECTION NETTING IMPACT ..,,, ' BALL ' %, al 'NETTING - x 4 ETRIEVAL PAN ELS \SYSTEMS as a„ RE D EN � a i 5 % , SAFETY CAR , NET NETS NET \SYSTEMS 4,,, �, e,, 3, *a, t s m. �. QUALITY G PDOoERC a : £IIC 7959 A POND a:: TURF 4 t :GROOMIN LINERS t � NETS a�,,-= y', ' PREDATOR ``� PROTECTION � �,. k. �..�:. k SYSTEMS Via, • \ ' \ e' / ^ xs 2 x