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HomeMy WebLinkAboutPermit 6185 - Cellular One - Monopole AntennaThis record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. 6185 Cellular One 15700 Nelson Road South RECORDS DIGITAL D- ) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION Page # tode Exemption = 8rlef Explanatory DeSclriptiop �t�tutel ule The Privacy Act of 1974 evinces Congress' intent that social security numbers are a private concern. As such, individuals' social security Personal Information — numbers are redacted to protect those Social Security Numbers individuals' privacy pursuant to 5 U.S.C. sec. 5 U.S.C. sec. DR1 Generally — 5 U.S.C. sec. 552(a), and are also exempt from disclosure 552(a); RCW 552(a); RCW under section 42.56.070(1) of the Washington 42.56.070(1) 42.56.070(1) State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card numbers, electronic check numbers, credit Personal Information — expiration dates, or bank or other financial RCW 4 DR2 Financial Information — account numbers, which are exempt from 42.56.230(5) RCW 42.56.230(4 5) disclosure pursuant to RCW 42.56.230(5), except when disclosure is expressly required by or governed by other law. cellular one 6185 SECl1ON f - {to be filled in by developer / authorised b y: C lty star: NAME OF DEVELOPMENT: 'u r H Ce v T ele_- DATE: I 17 090. DEVELOPMENT ADDRESS: , 6- ]rr' (\J r= t_. ,' , -.. `R A n << I. of I • PERMIT NO.: -,t4 J f CASH ASSIGNMENT NAME: E■I E VU IS TEL. N4,00( g83 "831 9, f SHALL BE REFUNDED BY MAILING TO: ADDRESS: (a ( S L1, I D f'1 s T " L L= WA-. /3 /fl (please print) CITY/STATE/ZIP S 4 T T / ( f'1/ ja.. 9'93// a DESCRIPTION OF ITEMS TO BE COMPLETED (REFERENCE P u 1 e U S ,I R I i ,,. A • • SC • IBE' : Pk D 5 1ai1 6 • ._ ; . S 1 i -- HD tin c IA,t.A *Luz -ED o 0 D I' '. S •2.e a -c c.ked . • • As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ 'Sip 3 2.50 ($150% of value to complete work described above) and attach supporting t. documentation for value of work. I will have this work carried out and call for a final inspection by this date: (_/ 1'1 / 91 ), or risk having the City use these funds to carry out the work w th'iheir own contractor or in -house manpower. If I fail to carry out the work, I hereby autthhoorize -the City to o the property to carry out completion of the above deficiencies. I further agree to c omplete - Jh osed - above prior to requesting inspection and release of these funds. ; - SIGNED: , =�' ,__ TITLE: ; i ^r. ' - e c '(` 4 L - 1 - - 4 4 4 4 /a v.Xyv.0< '!!v?6 - ryw?Y .'0'-0.*: ,. <cc*»,» \ :066.. i.00 * ....:. s.:. .. .... . C0 » 00<0 M:•: ?:. •. `".X w' YCY \..,<'. »:00 MX•*x.»,:b\ 'F, ?S.µf C -Y.X iL .SM4'IX •*0000•..«- i(i{S+.L4)»0<00 y. u ^ {' 000<.••• •. . «00< <». V: \Y. ::.:;. SECTION SIGNED: AMOUNT: g, k3. ,7, CASH CITY OF TUKW' " DEVELOPEkS PROJECT WARRANTY REQUEST FORM CRY RECEIPT NO. 4/4 DEVELOPER'S REPRESENTATIVE wta CASH EQUIVALENT • SECTION 9 (f b1 completed b ;d........_ 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF ,FUNDS AUTHORIZED BY: Upon completion through Section 2, Finance personnel shall send copies to: — Developer — Finance Department — Permit Coordinator, DCD THIS FUND IS A THORIZED TO BE ACCEPTED. DEPARTMENT HEAD: DEPOSITED THIS DATE: RECEIVED BY: All work identified In Section 1 of this form has now been co . leted and returned to department which authorized warranty. reby request inspection and release of my cash/cash equivalent. :4„ DATE: /!) 9D CHECKED B CASH CITY CHECK NO. 4� AMOUNT: e 63 ,v- so CASH EQUIVALENT — LETTER AUTHORIZING RELEASE RELEASED THIS DATE: 3 RELEASED BY: I1 , FINANCE DEPT. I have reviewed the above work and found it acceptable and therefore authorize the reieas= of the above cash assignment. DEPARTMENT :2,j Upon completion of entire form, Finance personnel shall send copies to: — Developer — Finance Department — Permit Coordinator, DCD 07111/11 July 17; 1990 Nancy Rota Assistant Vice President and Manager City of Tukwila Tukwila, Washington : Steve Lewis 101 Elliott Ave. W. #435 Seattle, Washington 98119 To Whom It May Concern: Steve Lewis has opened a savings account for the purpose of securing the cash equivalent you require in connection' with work to be performed for the City of Tukwila, as described on your Developer's Project Warranty Request Form dated July 17, 1990. The current balance in the account is $8632.50, and the account number is We have placed a collateral hold on the above account, and will not release any funds until we have received the approval from the City of Tukwila to release the funds. If you have any questions regarding this account, please feel free to call me. Thank you. Very truly yours, Nancy R6ta Assistant Vice President:and Manager, Saaflrat Bank Queen Anne Branch /Post Office Box 9367 /Seattle, Washington 98109 Telephone (206) 358.1902 �� ►� ��;a r� �� n�� �?� 111.1 f; .,r . t JUL 1$ 1990 C PLANNING DEPT PROPERTY OWNER Whitney Brothers FIRE PROTECTION: ❑Sprinklers ❑ Detectors ❑x WA PHONE 884 -3529 ADDRESS P.O. Box 459, Lakebay, WA 413 98349 CONTRACTOR Buchanan General Contracting IPHONE 462 -1326 ADDRESS P.O. Box 40069, Bellevue, WA PRINT NAME: J'M/, /P. 5 COMPANY yjfN4ll 4,ell4 ( c 1eAC /. ZIP 98004 WA. ST. CONTRACTOR'S LICENSE # BUCHAGC159CF EXP DATE 2 - 91 ARCHITECT Eugene C. Sprout PHONE 455 -8454 ADDRESS 100 116th Avenue S.E., Bellevue, WA ZIP 98004 TYPE OF CONST.: UBC EDITION (year) 1988 SETBACKS: N_ S - E- W- FIRE PROTECTION: ❑Sprinklers ❑ Detectors ❑x WA UTILITY PERMITS REQUIRED? (through ®Y es ❑ No public Work) ZONING: BAR/LAND USE CONDITIONS? O Yes (2) No CONDITIONS (other than those noted on or attached to permit/plans) I APPROVED FOR I �, . ' BUILDING ISSUANCE BY: f i ( A Ake k A/ v,. OFFICIAL DATE: )_ k ce I hereby certify that I have read and examined permit and know the same to be true and correct. All provisions of lay and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this building permit. SIGNATURE: / / DATE: r / 7- PRINT NAME: J'M/, /P. 5 COMPANY yjfN4ll 4,ell4 ( c 1eAC /. CITY OF TUKWILA Dept. of Community Development- Building 6300 Southcenter Boulevard, Tukwila WA (206) 431 -3670 BUILDING ( NO. � o� DATE ISSUED: - `8 - _ I � _ 9 SIT PROJECT NAME /TENANT Cellular One DESCRIBE WORK TO BE DONE: Is perm or shall become° n ull d vojd it i'hQ work Is rant commence cccUP suande, Jif the work is suspended or abandoned for s period of 15700 Nelson Rd S Division 98188 Place a monopole antenna. BUILDIN;1 PERMIT (POST WITH INSPECTION CARD AND PLANS IN A CONSPICUOUS LOCATION) BUILDING :PERMIT.FEE PLAN :CHECKFE < %' << ............ .............:... . BUILDING SURCHARG OTHER i' ❑ ><`><> > < > < >` »>> 0 # PLAN CHECK NO.: 90 -248 i O C O 4,000.00 ASSESSOR ACCOUNT # 000580 - 0029 -05 TYPE OF Li New Building U Addition U Tenant Improvement (commercial) U Demolition (building) U Grading/Fill WORK: ❑ Rack Storage ❑ Reroof ❑ Remodel (residential) ❑x Other: Antenna LODE ('OMI'l 1f\tJ('( FLOOR ...... TOTAL SQUARE OCC. SQUARE OCC. SQUARE OCC. SQUARE OCC. SQUARE OCC. TOTAL TOTAL FEET LOAD FEET LOAD FEET LOAD FEET LOAD FEET LOAD SQUARE FEET OCC. LOAD PERMIT NO. CONTACTED -3 DATE READY DATE NOTIFIED `'" �� BY: (snit.) PERMIT EXPIRES 2nd NOTIFICATION BY: (snit.) AMOUNT OWING (r1) . n 3RD NOTIFICATION BY: (init.) PLAN CHECK NUMBER INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that any time the status of the project may be ascertained. • Plan corrections shall be completed and approved prior to sending on to the next department. • Any conditions or requirements for the permit shall be noted on the plans 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 ". BUILDING SQUARE FOOTAGE/OCCUPANCY INFORMATION (to be filled out by Plan Checker) oaf 0 SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD TOTAL SQUARE FEET TOTAL OCCU- PANCY LOAD DEPARTMENTAL REVIEW "X" In box Indicates which departments need to review the project. NSULTANT: Date Sent - RE QUIR Date Approved - BUILDING - initial review 0 FIRE PLANNING 04 PUBLIC WORKS 0 OTHER BUILDING - final review ............................ • -2'� `70 (0-5) :.......:.................... 05—q (ROUTED) (ROUTED) INIT: INIT: L • S i 50 INIT: INIT: 5 l(0 6* 41( INIT. FIRE PROTECTION (J Sprinklers ( Detectors j5q,l /A INSPECTOR: FIRE DEPT. LETTER DATED: ZONING: BAR/LAND USE CONDITIONS? [l Yes [ No REFERENCE FILE NOS.: MINIMUM SETBACKS: N- S- E- W- UTILITY PERMITS REQUIRED? ix Yes allo PUBLIC WORKS LETTER DATED: Ps.ki q _ tqc Uth pleb (n- -9 46' TYPE OF CONSTRUCTION: UBC EDITION (year): ?1,4 REVIEW COMPLETED BUILDING PERMIT APPLICATION TRACKING PROJECT NAME C „ 1 \ V WO( O Y1.e._ SITE ADDRESS L S _„ / O b I-ei son QO J SUITE NO. CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 PLAN CHECK • NUMBER q � Q L APT'LICA TION 111U`; I CH IILI LU OUT COMPLETELY SITE ADDRESS SUITE # VALUE OF CONSTRUCTION - $ I ICL-SON e i s O , 1-W41/VILA 4 PROJECT NAM ENANT 'lrt-.1.Lk�,IAYL_ 2*J ASSESSOR ACCOUNT # U �Tt4 - to r�Va - -- 000 56p - O O9-9 -O TYPE OF LN ew Building Li Addition U Tenant Improvement (comm rcial) Li p emolition (wilding) WORK: Ci Rack Storage U Reroof 0 Remodel (residential) Other: DESCRIBE WORK TO BE DONE: R-kr- _ >% M .0,bpo & >_ ' 0,-14,—. BUILDING USE (office, warehouse, etc.) NATURE OF BUSINESS: C1 � -1 r u Lq Co lip df■-15 WILL THERE BE A CHANGE IN USE? .1 No Li Yes IF YES, EXPLAIN: SQUARE FOOTAGE - Building: BUILDINt. PERMIT APPLICATION Tenant Space: FEES (for staff use only) PESCRIP.TION BUILDING PERMIT. FEE PLAN CHECK: FEE BUILDING: SURCHARGE ENERGY: SURCHARGE OTHER:; TOTAL ' . AMOUNT: RCPT. # DATE .;. DATE APPLICATION ACCEPTED Lo- 6 10 Area of Construction: 5 WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? q -No 0 Yes IF YES, EXPLAIN: PROPERTY OWNERMe 5S 11\) h "' s' 1 41� T)e` ( Di N 'VIOL/ 3N - 3527 c l � .p� G P ADDRESS fp O & 469 LIB GA.) _ CONTRACTOR , ‘e .pFyregi A/U�. ADDRESS WA. ST. CONTRACTOR'S LICENSE # AROHITECT ONIfi'/N -. ADDRESS ito DATE L4, J 8, j/10 PHONE ERT1 ERR BUILDING OWNER SIGNATURE OR AUTHORIZED AGENT CONTACT PERSON PRINT NAME ADDRESS D 41^-• 4 a✓ • 19— PHONE ZIP EXP. DATE PHON VOL:) 4 SS - 8 54 Z t(, -L / C) T r 14-1/e_ 4 35 CITY/ZIPcs u I ` � .ejt. pfd) 4 . PHONE - 3 „8 1 APPLICATION SUBMITTAL n order to = nsure 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 DaveiopmAnt prior to application submittal. Contact the Permit Coordinator at 133 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 433 -1849. DATE APPLICATION EXPIRES o 19 COMMERCIAL NEMI. CO00ER00(B 0iii ii* 1�d buNdnp P � app ioeson RESIDENTIAL LEfAMILY::DWEU A ::............. S4!BMITTAL CHECKLIST wr..Aoovun! :ttq lMERdAL.TENANT IMPROVEMI Cgmp builc.np: permit app_ << «Nwv<wali�ad ispu on :detsi s ' ra €�:tialori ANT N NAAl TELLITE ;OIIMN y As s sor; oo nt N nnbsi I by a:Waihington Statsl entail uobxel vrorkis:tc ;tiedttM ; `tz; aetsJ 'auifh'.ee < `rata utl " iitJt aentdnnaJsaieili0a d REA REMODELS is j �""I :> `� %: : >::::; <; >;: _' <:: ;> ::: •::: `; >:: >i >o�q ► >ilp!r!rl CICOM Num Ilboiipnit. TE im:mLRt "X" REQUIRED INSPECTIONS PHONE DATE APPROVED INSPECT. INITIALS DATE(S) CORRECTION NOTICE ISSUED 1 Footings 431 -3670 2 Foundation 431 -3670 1 Gs 3 Slab and/or Slab Insulation 431 -3670 4 Shear Wall Nailing 431 -3670 5 Roof Sheathing Nailing 431 -3670 6 Masonry Chimney 431 -3670 7 Framing 431 -3670 8 Insulation 431 -3670 9 Suspended Ceiling 431 -3670 10 Wall Board Fastening 431 -3670 11 12 4 . '; 13 14 FIRE FINAL Insp: 575 -4407 X 15 PLANNING FINAL 431 -3670 431 -3670 �fl f': �h , ,/ t1 `,'' 16 PUBLIC WORKS FINAL 17 BUILDING FINAL 431 - 3670 y . S- t BUILDING PERMIT INSPECTION RECORD CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 SITE ADDRESS: 15700 Nelson Rd S (Post with Building Permit in conspicuous place SUITE NO.: BUILDING / � PERMIT NO. �J � ?5 DATE ISSUED: I - C�V PROJECT: Cellular One CALL FOR INSPECTIONS AT LEAST 24 HOURS IN ADVANCE All approved plans and permits shall be maintained available on the site in the same location. 1. FOOTING - When survey stakes and forms are set and rebar is tied in place. 2. FOUNDATION - When forms and rebar are in place. 3. SLAB - If structural slab or if underslab insulation is required. 4. SHEARWALL NAILING - Prior to cover. 5. ROOF SHEATHING NAILING - Prior to cover. 6. MASONRY CHIMNEY - Approximately midpoint. 7. FRAMING - After rough -in inspections such as mechanical, plumbing, gas piping, electrical and fire stopping is in place. 8. INSULATION - After framing approval, but before installation of wallboard. Baffles must be installed to keep attic ventilation points clear. 9. SUSPENDED CEILING - Fasten diffusers, lights and seismic bracing. 10. WALL BOARD FASTENING - Prior to taping (see UBC Chap. 47 and Table 47G). 11. 12. 13. 14. FINAL FIRE INSPECTION - Contact Fire Department for their requirements. 15. FINAL PLANNING INSPECTION - Contact Planning Department for their requirements. 16. FINAL PUBLIC WORKS INSPECTION - Contact Public Works Department for their requirements. 17. FINAL BUILDING INSPECTION - When all work, corrections, reports and other inspections are complete. OTHER AGENCIES: (INSPECTOR Ct MMENT SEC f ;, J N ON REVERSE) INSPECTION PROCEDURES AND REQUIR °� ENTS Plumbing (including gas piping) — King County Health Department — 296 -4732 Electrical — Washington State Department of Labor and Industries — 277 -7272 A preconstruction meeting with the Building Inspector may be scheduled prior to starting the job by contacting the Department of Community Development, Building Division at 431 -3670. Although not required, a meeting of this type can often eliminate problems, delays and misunderstandings as the project progresses. 06/17/90 v � CITY OF TUKWILA INSPECTION REQUIREMENTS Building and Mechanical Dopartmont of Community Dov lopmont - Pertnit Center 6300 Southcont r Boulevard, Tukwila, WA !8188 (206) 431.3670 Inspections required for building and mechanical permits are obtained by contacting the appropriate department as designated on the inspection card. A request must be made at least 24 hours in advance by calling the phone number listed next to the desired inspection. You should have the following information available when calling in your request: • Permit Number • Site Address/Suite Number • Type of Inspection • Project Name A pre - construction meeting may be scheduled prior to starting the job by contacting the Building Division at 431 -3670. Although this is not required for all construction, a meeting of this type can often eliminate problems, delays and misunderstandings as the project progresses. GENERAL INFORMATION REQUIREMENTS All permits, inspection cards and plans shall be posted conspicuously in the same location, protected from weather or damage from construction work. Work (including demolition) shall not start until the required permits are issued, unless otherwise formally approved by the Building Official. Work shall not be done on any part of the building or structure beyond the point indicated on each successive inspection without first obtaining the approval of the building official or his agents. Such approval shall be given only after an inspection has been made on each successive step as specified on the inspection record. Unauthorized occupancy and/or use of the structure or remodeled area shall not occur until the Building Inspector completes the "Building Final" signoff Inspection. No changes shall be made to the approved plans without approval of the Architect/Engineer and the Tukwila Building Division. Special inspections will be required as specified in Section 306 of the Uniform Building Code as follows: 1. Concrete 2. Ductile moment - resisting concrete frame 3. Reinforcing steel and prestressing steel 4. Welding 5. High - strength bolting 6. Structural masonry 7. Reinforced gypsum concrete 8. Insulating concrete fill 9. Spray - applied fireproofing 10. Piling, drilled piers 11. Special grading, excavation and filling 12. Special cases (work which, in the opinion of the building official, involves unusual hazards or conditions) When special inspection is required, either the owner, architect or engineer shall notify the Tukwila Building Department of appointment of the inspecting agency. Copies of all special inspection repot , si`n'e by the Inspector, shz!. M^. ^� �!: ?!tt�e to.the Building Division in a timely manner. Reports shall contain address and permit number of project being Inspected. ! All structural welding is to be done by a W.A.B.O. certified welder. A statement from the roofing contractor verifying fire retardancy of roof will be required prior to final inspection of new buildings, reroofs or other roof - related work. (See "Reroof Conditions" handout attached to permit, or contact the Permit Center to obtain a copy.) Verification that proper setbacks are maintained from property lines is the responsibility of the permit holder. HUIE E)ING PERMIT INSPE CTIONS 1. Footing - When survey stakes and forms are set and rebar is tied in place. 2. Foundation - When forms and rebar are in place. 3. Slab - If structural slab or if underslab insulation is required. 4. Shearwall Nailing - Prior to cover. 5. Roof Sheathing Nailing - Prior to cover. 6. Masonry Chimney - Approximately midpoint. 7. Framing - After rough -in inspections such as mechanical, plumbing, gas piping, electrical and fire stopping is in place. 8. Insulation - Baffles must be installed to keep attic ventilation points clear. 9. Suspended Ceiling - Diffusers, lights and seismic bracing must be fastened. 10. Will Board Fastening - Prior to taping (see UBC Ch. 47 and Table 47G). 11. Final Fire Inspection - Contact Fire Department (575- 4407). 12. Final Planning inspection (if applicable) - Contact Planning Division (431- 3680). 13. Final Public Works inspection (if applicable) - Contact Public Works Department (431- 3670). 14. Final Building Inspection - When all work, corrections, reports and other inspections are complete. If demolition work is to occur, check with the Building Division to determine if a pre - Inspection is required. Note: Additional fees may be charged for reinspection. MECHANICAL PERMIT INSPECTION ' 1. Rough -in of vents, ducts and equipment. 2. Final Fire Inspection (if applicable) - Contact the Fire Department for their requirements (575 - 4407). 3. Final Planning Inspection (if applicable) - Contact the Planning Division for their requirements (431-3680). 4. Final Mechanical Inspection - When all work, corrections, reports and other inspections are complete. Note: Additional fees may be charged for reinspection. ADDITIONAL DEPARTMENTS AGENCIES 1. Plumbing permits/Inspections (including gas piping) are obtained through King County Health Department (296- 4732). 2. Electrical permlts/inspections are obtained through Washington State Division of Labor and Industries (277- 7272). 3. Mechanical permits/Inspections requires a separate permit that is obtained through the Tukwila Permit Center (431- 3670). 4. Fire protection system plan review /Inspections are obtained through the Tukwila Fire Department (575 - 4407). 5. Public Works Utility permits are obtained through the Permit Center (431 - 3670). Utility and street use inspections are obtained through the Public Works Department (433- 0179). 6. Landscaping, parking, signs and land use inspections are obtained through the Tukwila Planning Division (431- 3680). 1. t, I I E. I . 1; I ; ; ;c 07/17/90 Page 1 of Customer CELL ONE / SEATTLE BY TJGOODING 4/24/90 Date Structure 115' MONOPOLE Checked C -1589 Job /Quote No. SITE LOCATION — SOUTH CENTER, WA NOT: I7' 13 THE RESPONSIBILITY OF THE' T- MtWASER TO VERIFY THAT THE IYINB LOALSS AND DESIGN CRITERIA SPE'CIFIE'D NEST TAE' Rls'QUIRAW OF ALL LOCAL BUILDING CODES (3) DB560 OMNI ANTENNAS AMPS TYPE PLATFORM (12) DB834 PANEL ANTENNAS (1) 8' DIAMETER UHP MICROWAVE ANTENNA FREQUENCY 2 GHZ E 'NTS , RECEIVED CITY OF TUKWILA JUN 0 8 1990 PERMIT CENTER DESIGN NOTES: DESIGN IN ACCORDANCE WITH EIA 222D 90 MPH BASIC WIND SPEED CASE I — OPERATIONAL 50 MPH WIND CASE II — SURVIVAL 90 MPH WIND ENGINEERED ENDEAVORS, INC. 9915. JUNIPER COURT * CONCORD, OH 44060 FAX (216) 354 -1599 * PHONE (216) 354 -1598 (,, • \ \I • amaossosu►rsa /C / 4/t7:" X 1.. (.ez17e Svc) l Customer ca_. 4 /2:47 Date Structure //y Checked e:AseF5' Job /Quote No. 2 was ENGINEERED ENDEAVORS, INC. 3 = e • 4g7177 . 2� X Page Z of y 4//9. r - . % e ... i t ,4. , z,./t5 , 2. r Sat re 9915 JUNIPER COURT * CONCORD, OH 44060 FAX (216) 354-1599 * PHONE (216) 354 -1598 1112611011112UCD a4170w1Peawasa Customer Page `,F of By :,i►,�.c� . y��,u'J Date Structure /as' Checked Job /Quote No. ENGINEERED ENDEAVORS, INC 9915 JUNIPER COURT' * CONCORD, OH 44060 FAX (216) 354 -1599 * : PHONE (216) 354 -1598 41) 08834•F Antenna r 12 9 6 3 800 Oain -d8 vs. Frequency -MHz 840 880 08834•F Vertical Pattern Frequency Range — MHz Gain — dBd VSWR Beamwidth "E" Plane (half power) Beamwidth "H" Plane (halt power) Front to back ratio — dB Maximum power Input — watts Nominal Impedance — ohms Lightning protection termination HELIAX• jumper 105° DIRECTIONAL ANTENNA 10 dBd GAIN, 820-900 MHz 920 960 I..% l• .I II.... 2.0 1.5 088344 with Pipe -to -Pipe Mount Kit I 800 820.900 10 ±1 1.5 to 1 or better 24 ° ±2° 105 25 525 50 Direct ground N•Female (fixed) N•MaleIN -Male 1..:.►aa VSWR vs. Frequency-MHz 840 880 920 00134•F Horizontal Pattern 0° 330° _15._ 30° I) J I platforms. it mounts to AMPS -style monopole 11 Model DB834 -F is also available for pipe -to -pipe mounting, if the optional mounting kit, DB5080, is ordered. This permits the antenna to be mounted to towers, poles and other structures. 960 Designed for AMPS cellular stations, this antenna provides gain of 10 dBd in a 105° horizontal radiation pattern. The DB834 -F antenna uses a special phasing of four radiating elements to provide the required 820 -900 MHz fre- quency bandwidth and horizontal and vertical radiation patterns, including a major downward lobe for additional close coverage. Eight -rod backscreens are made of high strength 6061-T6 welded aluminum -to- aluminum to minimize corrosion and un- wanted signals. Radiators are made of aluminum alloy and are fed via a high quality, low -loss cable harness. The one -piece radome Is molded of high impact plastic and offered in new DB Horizon Blue color. The radome and a moisture resistant gasket are secured to an integral aluminum alloy plate with stainless steel hardware. All metals used in radiators, feed and matching systems are compatible to minimize intermodulation. Order DB834 -F for AMPS -style plat- forms. For pipe mounting order DB5080 Pipe Mount Kit. VAPOR -WRAP® and jumper are included, Order DB834F -F for EIA flange, non - pressurized. I CAN BE SHIPPED UPS. I HELIAX Is a registered trademark of Andrew Corporation. VAPOR-WRAP Is a registered trademark of Decibel Products, Inc. Materials: Radome High impact molded plastic Reflector screen 806116 Radiators Aluminum alloy Support pipe 606116 Mounting clamps Galvanized steel Maximum exposed area (flat plate equivalent) — ft (m 2,35 (.219) Lateral thrust at 100 mph (161 km/hr) — lbs. (kg) 80 (38.29) Dimensions (HxWxD) — in. (mm) 42 (1,066.8)x20.5 (520.7)x7 (177.8) Net weight — lbs. (kg) 08834 -F 38 (1724) DB5080 5 (2.27) Shipping weight — lbs. (kg) 08834•F 40 (18.14) DB5080 10 (4.53) • 127 112 r.; fl OMNIDIRECTIONAL ANTENNA t ' � �' • �'i ! 10 dBd GAIN, 806.960 MHz The DB560 is an omnidirectional 10 dBd gain antenna for 800/900 MHz conven- tional, trunking, paging and cellular radiotelephone site installations. Available in seven frequency ranges (see table, below), the DB560 uses Decibel's patented Center - Fed- Collinear design enclosed in the new DB Horizon Blue Aeroglas fiberglass radome. Aeroglas was originally used for heli- copter rotor blades, Olympic vaulters' poles and racing sailboat masts because of its strength and light weight. Now, Decibel has acquired the exclusive right to Aeroglas for antenna radomes. A special fabricating process suspends the glass threads uniformly throughout the antenna. This assures high density, uniformly thick walls for long -term moisture protection, as well as perfect radome roundness for maximum mechanical strength. The DB560 mounts to platforms, towers and structures via a 24" (609.6 mm) weather - proof, gold iridited support pipe made of aluminum alloy. A unique Center - Fed - Collinear (CFC array uses a series of low -loss flat radiators. The center -feed feature provides steady beam position and good VSWR across the frequency band. All metals used in the radiator, feed and matching system are copper or brass, Typical Vertical Radiation Pattern flnriri••�) 11 -I1 Frequency Ranges - MHz® A = C = 816.866, D = 824.880, E = 835.894, F = Bandwidth /Gain (minimum) - dB Across 35 MHz Across 55 MHz Baamwidth "E" Plane (half power) Beamwidth "H" Plane (half power) Maximum power Input - watts VSWR across 55 MHz Lightning protection Termination HELIAX'' jumper which prevents "signal- cells" and mini- mizes intermodulation within the antenna. For lightning protection, a large diameter conductor extends from antenna top to bottom to provide ground to the tower. For moisture protection, the cap at the bottom of the antenna has a moisture - sealed bulkhead N- Female connector. Removable drain plugs are provided at each end of the antenna to ensure pro- per drainage of condensation in upright inverted nverted mounting positions. The DB560 is also available with elec- trical downtilt of 3° ±1 °, 6° ±1 °, or 10° ±1.5 °. Downtilt antenna bandwidth is limited to 25 MHz and gain is 9 dB (main lobe). Gain on the horizon is 5 ±1 dB, —2 ±2 dB, or —7 ±3 dB, respectively. For other specifications consult Decibel Systems Engineering. Please specify exact frequency or fre- quency range. DB370 Mounting Clamp set is included. I DB560 Standard, 10 dBd gain DB560T Downtilt, 9 dBd gain (specify 3 °, 6° or 10°) DB560F Flanged, non - pressurized DB560P Flanged, pressurized 2 1.5:1 1'i 11 9 7 Note In 926.952 MHz use •0 Sullix for 1000 watts. t!`Oowntill models have less bandwidth. VSWR vs. Frequency -MHz -30 -30 -15 F Galn -(16 vs. Frequency -MHz +15 o -15 806-861, B = 849-894, 896-952, G = 928-932 10 9.5 ± 1 4.5° Omni 550 1.5 to 1 or better Direct ground Type N•Female (fixed) N- Male/N -Male F +15 +30 +30 • r ; Lateral thrust at 100 mph (161 km/hr) - lbs. (kg) Length ( "A" Range): Overall - ft. (m) Radome - ft. (m) Mounting pipe - in. (mm) Maximum exposed area (flat plate equivalent) - ft? Net weight - lbs. (kg) Shipping weight - lbs. (kg)' Materials: Radome Radiators Support pipe Clamps (galvanized steel) 'Mounting Clamps shipped separately. u j• HEL1 X Is a reglatered trademark at Mdrew Corporation (m 55 (24.95) 14.19 (4.32) 14 (4.27) 24 (609.6) • 1.66 (.154) 20 (9.07) 40 (18.14) AeroglasiM Fiberglass Brass 6061.16 Aluminum DB370 • - i ENGINEERED ENDEAVORS INCORPORATED, 9915 JUNIPER COURT; CONCORD, OH. 44060; PHONE (216) 354-1598 PAGE 1 CUSTOMER: CELLULAR ONE / SEATTLE C-1589 STRUCTURE: 115 MONOPOLE 04/24/90 LOAD CASE: CASE II - SURVIVAL (90 MPH WIND) 17:20:03 POLE DESIGN INPUT: TABLE I THREE SECTIONS POLE HEIGHT TOP BASE TOP MID. TAPER ABOVE GRD DIA. DIA. THICK. THICK. HP DT. DB TT UMT SHAFT WEIGHT OLF YIELD STRENGTH 1.00 65.00 KSI LOWER BOTT. SPLICE THICK. HEIGHT BT LSH 0.2194 100.00 14.50 35.00 0.2188 0.2500 0.3125 40.00 UPPER SPLICE EMBEDMENT' HEIGHT LENGTH USH 78.00 0.00 LOADING. INFORMATION: TABLE 2 LOAD LOAD LONG. VERT TRANS. ARM NO. HEIGHT LOAD LOAD LOAD LENGTH FT. LBS. LBS. LBS. FT. 1 A 115.00 0.00 2000.00 3156.00 0.00 2 Al 115.00 0.00 60.00 305.00 0.00 3.B 115.00 0.00 456.00 1944.00 0.00 4 B1 .. 105.00 0.00 460.00 2151.00 0.00 5 C 0.00 0.00 0.00 0.00 0.00 6 C1 0.00 0.00 0.00 0.00 0.00 7 D • 0.00 0.00 0.00 0.00 0.00 8 D1 0.00 0.00 0.00 0.00 0.00 ICE ON POLE TRANSVERSE WIND LOADING: DRAG COEFFICIENT 0.00 INCH RADIAL 31.95 PSF 1.000 ENGINEERED ENDEAVORS INCORPORATED, 9915 JUNIPER COURT; CONCORD, OH. 44060; PHONE (216) 354-1598 PAGE 2 CUSTOMER: CELLULAR ONE / SEATTLE C-1589 STRUCTURE: 115 MONOPOLE 04/24/90 LOAD CASE: CASE II - SURVIVAL (90 MPH WIND) 17:20:03 TABLE 3 POLE SECTION PROPERTIES POLT- TWELVE 100.00 14.50 0.2188 10.0 262.3 35.0 90.00 16.69 0.2188 11.6 402.6 46.6 78.00 SPLICE 19.33 0.2188 13.4 628.1 62.8 70.00 20.39 0.2500 16.2 841.1 79.7 60.00 22.59 0.2500 18.0 1146.9 98.1 50.00 24.78 0.2500 19.7 1519.0 118.4 40.00 SPLICE 26.97 0.2500 21.5 1964.0 140.7 30.00 28.42 0.3125 28.2 2855.8 194.2 20.00 30.61 0.3125 30.4 3578.0 225.9 10.00 32.81 0.3125 32.7 4412.7 259.9 0.00 35.00 0.3125 34.9 5368.0 296.4 TABLE 3A POLE SIZE & WEIGHT A.P. MOMENT SECT TOP BOTTOM SECTION SECTION HEIGHT DIA. THICK. AREA INERTIA MOO. THICK. DIAMETER DIAMETER LENGTH WEIGHT (FEET) (IN.) (IN.) (IN.A2) (IN. ^4) (IN. ^3) (IN.) (IN.) (IN.) (FEET) (LBS.) 0.21875 14.50 19.74 23.89 954.64 0.25 18.32 27.39 41.35 2556.78 0.3125 25.81 35.00 41.89 4310.56 TOTAL SHAFT WEIGHT LBS. 7821.98 ENGINEERED ENDEAVORS INCORPORATED, 9915 JUNIPER COURT; CONCORD, OH. 44060; PHONE (216) 354-1598 PAGE 3 CUSTOMER: CELLULAR ONE / SEATTLE C-1589 STRUCTURE: 115 MONOPOLE LOAD CASE: CASE 11 - SURVIVAL (90 MPH WIND) TABLE 4 ., SECTION MOMENTS & STRESSES TABLE 5 SHAFT DEFLECTIONS HEIGHT LONG. LONG. TRANS. TRANS. MAX (FEET) ROTATION DEFLECT. DEFLECT. ROTATION TRANS DEGREES (INCHES) (INCHES) DEGREES DEFL 04/24/90 17:20:03 HEIGHT LONG TRANS VERT LONG TRANS TOTAL TOTAL (FEET) LINE LINE LINE SEC SEC WIND LONG TRANS RESULTANT ACTUAL ALLOW MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS STRESS STRESS IN KIPS IN KIPS IN KIPS IN KIPS IN KIPS IN KIPS IN KIPS IN KIPS KSI KSI 100.00 0.00 1101.96 17.2 0.0 0.0 0.0 0.0 1119.1 1119.1 32.0 65.0 90.00 0.00 2008.68 17.2 0.0 45.2 24.5 0.0 2095.5 2095.5 45.0 65.0 78.00 SPLICE 0.00 3096.74 17.2 0.0 102.8 125.2 0.0 3341.9 3341.9 53.2 65.0 SPLICE 70.00 0.00 3822.12 17.2 0.0 144.7 237.9 0.0 4221.9 4221.9 53.0 65.0 60.00 0.00 4728.84 17.2 0.0 200.7 441.7 0.0 5388.4 5388.4 54.9 65.0 50.00 0.00 5635.56 17.2 0.0 251.5 719.3 0.0 6623.5 6623.5 55.9 65.0 40.00 SPLICE 0.00 6542.28 17.2 0.0 295.5 1077.8 0.0 7932.8 7932.8 56.4 65.0 SPLICE 30.00 0.00 7449.00 17.2 0.0 332.0 1498.2 0.0 9296.4 9296.4 47.9 65.0 20.00 0.00 8355.72 17.2 0.0 360.3 2031.6 0.0 10764.8 10764.8 47.7 65.0 10.00 0.00 9262.44 17.2 0.0 379.0 2665.9 0.0 12324.4 12324.4 47.4 65.0 0.00 0.00 10169.16 17.2 0.0 385.8 3408.0 0.0 13980.1 13980.1 47.2 65.0 100.0 0.00 0.00 89.98 9.76 90.0 0.00 0.00 70.72 8.63 LONGITUDINAL MOMENT 78.0 SPLICE 0.00 0.00 50.90 7.14 LONGITUDINAL SHEAR 70.0 0.00 0.00 39.76 6.16 60.0 0.00 0.00 28.08 5.00 TRANSVERSE MOMENT 50.0 0.00 0.00 18.72 3.93 TRANSVERSE SHEAR 40.0 SPLICE 0.00 0.00 11.53 2.93 30.0 0.00 0.00 6.29 2.07 RESULTANT MOMENT 20.0 0.00 0.00 2.73 1.33 RESULTANT SHEAR 10.0 - 0.00 0.00 0.67 0.64 AXIAL LOAD 0.0 0.00 0.00 0.00 0.00 TABLE 6 FOUNDATION LOADS 0.00 FT. KIPS 0.00 KIPS 1165.01 FT. KIPS 14.15 KIPS 1165.01 FT. KIPS 14.15 KIPS 3.03 KIPS ENGINEERED ENDEAVORS INCORPORATED, 9915 JUNIPER COURT; CONCORD, OH. 44060; . PHONE (216) 354 -1598 TAPER SHAFT WEIGHT OLF. YIELD STRENGTH LOADING INFORMATION: TABLE 2 LOAD' LOAD LONG. VERT TRANS. ARM NO. HEIGHT LOAD LOAD LOAD LENGTH FT. LBS. LBS. LBS. FT. 1 A 115.00 0.00 2000.00 974.00 0.00 2 Al 115.00 0.00 60.00 94.00 0.00 3 B 115.00 0.00 456.00 600.00 0.00 4 B1 105.00 0.00 460.00 664.00 0.00 5 C 0.00 0.00 0.00 0.00 0.00 6 C1 0.00 0.00 0.00 0.00 0.00 7D 0.00 0.00 0.00 0.00 0.00 D1 0.00. 0.00 ' 0.00 0.00 0.00 ICE ON POLE TRANSVERSE. WIND LOADING: . DRAG COEFFICIENT 0.00 INCH RADIAL 9.86 PSF 1.000 04/24/90 17:21:21 LOWER. UPPER BOTT. .SPLICE SPLICE EMBEDMENT THICK. HEIGHT HEIGHT.. LENGTH BT :LSH USH 0.3125 40.00 78.00 . '0.00 CUSTOMER: CELLULAR ONE / SEATTLE C -1589 STRUCTURE: 115' MONOPOLE LOAD CASE: CASE I - OPERATIONAL (50 MPH WIND) POLE DESIGN INPUT: TABLE 1 THREE SECTIONS POLE HEIGHT TOP BASE TOP MID. ABOVE GRD DIA. DIA. THICK. THICK. HP DT DB TT UMT 0.2194 100.00 ' 14.50 35.00 0.2188 0.2500 1.00 65.00 KSI PAGE 1 • ENGINEERED ENDEAVORS INCORPORATED, . 9915 JUNIPER COURT; ,CONCORD,'OH. 44060; PHONE (216) 354-1598 CUSTOMER: CELLULAR ONE / SEATTLE C-1589 STRUCTURE: 115 MONOPOLE 04/24/90 LOAD CASE: CASE I - OPERATIONAL (50 MPH WIND) 17:21 :21" TABLE 3 POLE SECTION PROPERTIES POLY•TWELVE 100.00 14.50 0.2188 10.0 262.3 35.0 90.00 16.69 0.2188 11.6 402.6 46.6 78.00 SPLICE 19.33 0.2188 13.4 628.1 62.8 70.00 20.39 0.2500 16.2 841.1 79.7 60.00 22.59 0.2500 18.0 1146.9 98.1 50.00 24.78 0.2500 19.7 1519.0 118.4 40.00 SPLICE 26.97 0.2500 21.5 1964.0 140.7 30.00 28.42 0.3125 28.2 2855.8 194.2 20.00 30,61 0.3125 30.4 3578.0 225.9 10.00 32.81 0.3125 32.7 4412.7 259.9 0.00 35.00 0.3125 34.9 5368.0 296.4 TABLE 3A POLE SIZE & WEIGHT PAGE 2 A.P. MOMENT SECT TOP BOTTOM SECTION SECTION HEIGHT DIA. THICK. AREA INERTIA M00. THICK. DIAMETER DIAMETER LENGTH WEIGHT (FEET) (IN.) (IN.) (IN. "2) (IN. "4) (IN. "3) (IN.) (IN.) (IN.) (FEET) (LBS.) 0.21875 14.50 19.74 23.89 954.64 0.25 18.32 27.39 41.35 2556.78 0.3125 25.81 35.00 41.89 4310.56 TOTAL SHAFT WEIGHT LBS. 7821.98 ENGINEERED ENDEAVORS INCORPORATED, 9915 JUNIPER COURT; CONCORD, OH. 44060; PHONE (216) 354-1598 PAGE 3 CUSTOMER: CELLULAR ONE / SEATTLE C -1589 STRUCTURE: 115' MONOPOLE LOAD CASE: CASE I - OPERATIONAL (50 MPH WIND) TABLE 4 SECTION MOMENTS i STRESSES TABLE 5 SHAFT DEFLECTIONS HEIGHT LONG. LONG. TRANS. TRANS. MAX (FEET) ROTATION DEFLECT. DEFLECT. ROTATION TRANS DEGREES (INCHES) (INCHES) DEGREES DEFL 04/24/90 17:21:21 HEIGHT LONG TRANS VERT LONG TRANS TOTAL TOTAL (FEET) LINE LINE LINE SEC SEC WIND LONG TRANS RESULTANT ACTUAL ALLOW MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS STRESS STRESS IN KIPS IN KIPS IN KIPS IN KIPS IN KIPS IN KIPS IN KIPS IN KIPS KSI KS! 100.00 0.00 340.08 17.2 0.0 0.0 0.0 0.0 357.3 357.3 10.2 65.0 90.00 0.00 619.92 17.2 0.0 14.1 7.6 0.0 658.7 658.7 14.1 65.0 78.00 SPLICE 0.00 955.73 17.2 0.0 32.0 38.6 0.0 1043.5 1043.5 16.6 65.0 SPLICE 70.00 0.00 1179.60 17.2 0.0 45.0 73.4 0.0 1315.2 1315.2 16.5 65.0 60.00 0.00 1459.44 17.2 0.0 62.3 136.3 0.0 1675.3 1675.3 17.1 65.0 50.00 0.00 1739.28 17.2 0.0 78.1 222.0 0.0 2056.5 2056.5 17.4 65.0 40.00 SPLICE 0.00 2019.12 17.2 0.0 91.7 332.6 0.0 2460.7 2460.7 17.5 65.0 SPLICE 30.00 0.00 2298.96 17.2 0.0 103.0 462.4 0.0 2881.5 2881.5 14.8 65.0 20.00 0.00 2578.80 17.2 0.0 111.8 627.0 0.0 3334.8 3334.8 14.8 65.0 10.00 0.00 2858.64 17.2 0.0 117.6 822.7 0.0 3816.1 3816.1 14.7 65.0 0.00 0.00 3138.48 17.2 0.0 119.7 1051.7 0.0 4327.1 4327.1 14.6 65.0 100.0 0.00 0.00 27.94 3.04 90.0 0.00 0.00 21.94 2.69 LONGITUDINAL MOMENT 78.0 SPLICE 0.00 0.00 15.78 2.22 LONGITUDINAL SHEAR 70.0 0.00 0.00 12.33 1.91 60.0 0.00 0.00 8.70 1.55 TRANSVERSE MOMENT 50.0 0.00 0.00 5.80 1.22 TRANSVERSE SHEAR 40.0 SPLICE 0.00 0.00 3.57 0.91 30.0 0.00 0.00 1.95 0.64 RESULTANT MOMENT 20.0 0.00 0.00 0.85 0.41 RESULTANT SHEAR 10.0 0.00 0.00 0.21 0.20 AXIAL LOAD 0.0 0.00 0.00 0.00 0.00 TABLE 6 FOUNDATION LOADS 0.00 FT. KIPS 0.00 KIPS 360.59 FT. KIPS 4.37 KIPS 360.59 FT. KIPS 4.37 KIPS 3.03 KIPS • f >; i:.`,,. " ?$:;ta c.t;C, �... ..:.Ji�.l7.. .. �x;: ..... ..:•:a CUSTOMER: CELLULAR ONE / SEATTLE STRUCTURE: 115 MONOPOLE LOAD. CASE: HIGH WIND BASE O.D. 35 IN. LONGITUDINAL MOMENT: TRANSVERSE MOMENT: AXIAL LOAD NUMBER OF BOLTS: MINIMUM B.C. SUGGEST BOLT CIRCLE: B.C. RADIUS BASE PLATE Fy BOLT CIRCLE I: MAX BOLT LOAD: BEND LINE LENGTH UBM A .B. REGD. GMT., 42.7 IN. 17.00 76.63 C - 1589 BASE PLATE DESIGN PROGRAM SQUARE x aassaaa= ssaasasaaasaaaaas saaasaeasazaaxxx == 9885 IN. K 9885 IN. K 15 K 43 IN. ' 21:5 IN. 60 KSI 1849.00 IN ^ 4 . 4.00 .162.84 KIPS ' THICKNESS: aSORT(6 +UBM /(FY)) 2.80, MIN INCHES REGD. A.B. LEN. '7 60 FT. (11! -0 MAX LENGTH WITH. 3000 PSI CONCRETE) s eee=a = = =sa =xx==asa =esee =aae =sass== =asasaaaases =s ===ease= =sa == =sssa =xameasas BASE:PLATE SIZE 41.2 WIDE x 3.00 IN. ." 8 2 1/4 .x 9.0 F.T. .04/24/90 1512.28 LBS NWT.. ■ 1023.8 LBS 49.50 INCHES REGO DIA.OF RD. BASE PLATE t W W z u z W U U z El Job No. 912 -149 o June 4, 1990 • 0 z O TUKWILA CELL SITE 100-116th AVE. S.E. • BELLEVUE, WA 98004 • 12061455- = 54 a division of SILVER ENGINEERING SERVICES, 1100„ PERMIT CENTER RECEIVED CITY OF TUKWILA . JUN 0 8 1990 y Narrative - Hydrology • N 2 • This 0.18 acre site is located near the entrance to "Longacres ", on o South 158th Street. The site is, relatively flat with a ditch running along, the east side of the property . The ditch follows the toe of slope supporting . W the railroad tracks and flows into a culvert at South 158th Street and into the storm sewer system. The existing storm in South 158th'Street is to be F replaced with a 36 inch, storm sewer. , • ' The,2, 10 and 100 year storm were analyzed using the King County SBUH • • method computer program to determine relative' changes in runoff .to the surface improvements. The increases In storm runoff due to siste improvements were W determined to be insignificant. The installation of gravel and the z shelter had little effect on the peak runoff due to the small area being • improved and existing conditions. • . The total volume change In generated runoff was 20 cf :.•; The peak runoff . rate remained at 0.17 cfs In the pre and post developed.conditions for the 100' U year storm. . • • • Due to the insignificant increase In peak runoff, rate the site qualifies • ,, for an exemption from.onsite peak rate runoff control: (King County Manual g •1.2.3 -5). The manual indicates that • increases In runoff calculated 'to be less o than 0.5 cfs for the proposed site analyzed using the 100 year 24 hrs storm not require runoff control. - Attached are the computer SBUH printouts L documenting these findings. u a it is our professional opinion the Improvements to the site will have no • detrimental effect on down stream facilities. Therefore no runoff control . methods are required due to the improvement of the site. z• ' 7 so; \: r‘o , Sec\ CA\ Q11 cohsec \cA ve a P Q ('Oc %.. D evel o ?ed . Co nd;kion 94 i m ro t e nks e2. ooi 91 « 6 O . F� : _ re si u � 'mac �c. a 3/0,24N 9t vc'Vca1 5t:"r4 0,t334 0,18 Rc hvefolc C� = C t � . o 1N 3 + ( 9 g • 0,0081 • 0 o 1. Z. I . Lo i t St :G». D �a .S\ o Twee eve Cov∎ce cAov` Z - 13 d c � e1 o?ed s■ c L A-ren.%) c0 o C coo c:5 v e+ cLv`S t. lKil.tLE� . :,o,0• S 4 A - I44. t T.C1��• Wr M!/ NI • INN 44 ON 1 11114.141111* M S • I IM •1i1111 0,18 'A- el o c. ; Vy J* 1 2 3 m'iv . PROJECT: Tu Its Ce \\ 5 ; FOR: I S o �f Il o V p • ` � ►x per ✓ ��S S •st-egA44.. DATE L ' 1 5 C JOB NQ Dom VK w% SHEET OF d.i•'.'a. ►►is -iii !:i-!Jh1 ►-►ti-L Olti4HAV4J01014 ENTER. FRECi 6YEAR), D9-AFl4TI£3T tHtUR), PRECIP' IP•4C44ES) • 2,24,2.E rrYrYrYrYr**vrl5*1 'r*lrr *vr*YrYr** S. C. S. TYPE -IA 'DISTRIBUTION .***************• 4r41.44. vr*14+krrsfrn•vrr.• 2 -YEAR .24 -PiOU ! STORM ***at- 2. ( " TOTAL PRECIP. . *** **i' vrv..* ENTERS A64= RO, CM4PERY), A 6I14PERY),. CP44It'4PERY), TC ! 1 7 .0R BASIN NO. 0.16,94,Q,Q,2.73 DATA PRINT-OUT; AREA6ACRES) . 2 AERyIouo • A ' CM • .2 91.0 PEP44 -O 6CF^c.) T-PEAM 4 RS) VOL 4CE.A -,FT} .06 7.67 7 BPECIFYs C s -- Cl+iOP$TINUE, N F4ENSTORt4, -- PRINT, S STCa,P N STORM OPTIONS, SPECIFY STORt4 OPTION, 1 *YrYr*14• Yr***rr**YrYr*i'r**** Irr****lrrYrri•M STORE; OPTIONSs 1 - S. C. S. TYPE. 71 A . 1 - S.C.S. TYPE-IA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE S.C.S. TYPE -IA RAINFALL DISTRIBUTION ENTER) FREO4YEAR), DURATIOf44NOUR), PRECIP4IN NES) 2,24,2.73 . 760 SPECIFY) C. - COP4TINUE, N - NEWSTORt4, P - PRINT B - STOP (2 yr. Storm) Pre- Developed IMPERVIOUS TC4MINUTES) A. , . Ct4 .0° .0 ENTER Cd s 3 Cpart.h3 f i 1 e'rrmme t. e•:.t t• 3 FOR STORAGE OF COMPUTED HYDROORAPN, CsTL {WILLA. E)2 (2 'yr. .' Storm). Developed S. C.S.. TYPE -IA DISTRIPUTION F* r r$4•Mr* 2 -YEAR 24-HOUR $TORt4 . •+ *** 2. C4{!1" TOTAL PAECIP. e•e•e•e•we* ENTER: A4PERY), CN4PER,V), .A6IMPERV), CN4ImPERV), TC FOR BASIN NO. 92 7. . 0AB.r9?..21, Op 1 334, 95, 0.0466 s 2. 73 DATA PRINT -OUT s AREA4ACRES) PERVIOUS IMPERVIOUS TC4NINUTES) A , CP 4 A Ct-4 .2 . 1 BS. 0 . t 92.2 2.7 PEAK-{t 6CsS) T --PEAK 44.4RS) % OL 4CA) -FT) .06 7.6'7 930 ENTER Cd s3 Cpathh3 f11ernmme :.e:at3 FOR STORAGE. OF COMPUTED NVDROOAAPi4s C sTUX ILLA. 2L1elY =DAY DESIGN STORM — STORM DATA FILE SPECIFY STORM OPTION) 1 9.C. a. TYPE -1A RAINFALL DISTRIDUTION ENTER) FREO<.YEAR ?, DURATION4HUUR), PRECIPiINCHE9) * * * * * * ** •**Yr * S.C.S. , TYPE-1A DISTRXPUTION *a~•*++$******4+r*** * *** 1Ci`t —YEAR 4--d-4 R STORM **** 2.90" TOTAL PRECIP: ' a•sty* **. *** * * * * ***** , ENTER s A4 PEW. CM PERU) i 'A411 PERY,Y) C44IMPE FM ) = 'TC FOR 'PAM; `NO. O. .91. 47.* DATA PRINT—OUT: AREA S A,CF)ES) .2 PEAK- 04C'F9) T --PEAK 4NRS) YC 4CU F'T) .11 ENTER Ed s 3 C ptr •:. }•r3 f i l +:tram• C - i i t.3 FOR STORAGE OF . CO$P HYDROGRAPH a C s TUKWILLA. E): 0 SPECIFY) C — CONTINUE, N — F4EWSTORN, P — PRIt4T, . S - ,STOP '4 STORM OPTIONS) 1 — S.C.S. TYPE -1A 2' — 7 —DAY DESIGN STORM 3 — STORK DATA FILE SPECIFY STORM OPTION) c. 1 S.C.S. TYPE-1A RAINFALL DI9TRIDUTIO14 ENTER) FREC?'VEAR), DURATIO144HOUR), PRECIP4INCHE9) :. (10 yr: .Storm) . 10 Developed * *Yi•*ib **irYri' ** **i:•** * ** S.C.S. TYPE -1A DISTRIBUTION * * * * *+ti• * ** * * *** * * * * *+s• • * ***+!• * *** 10 —YEAR 24—HOUR STORM * ** • 290" TOTAL PRECIP. fit• * * * * * * ** ENTER % A4PERY), CN4PERV), A4IA4; =E V), CN4IM= 'ERV), TC FOR BASIN NO. 1 0.1334 0.04&E 2.2,2.73 DATA PRINT—OUT, PERVIOUS IMPERVIOUS TC4MINUTE9) A C14 A C!% . .2 .91.0 .0 • .0 2.7 ;r. _67 1293 A • aim AR'=A4ACR S ) PERVIOUS IMPERVIOUS TC4MINUTES) A CM A CH .2 .1 •91.0 .0 92.2 2.7 PEAK —L? 4C•FS) T --PEAK 4HRS) VC4L 4CU -•,FT) .11 7. 67 13.11 SSrPEC I FY % C — CONTINUE, N — NEU9TOR/4, P — POINT, S — STOP :(10 err. ,STorm) Pre- Developed ENTER Cd s 3 Cpmth3 f s l *•'soameE. e•:.tt•3 FOR STORAGE OF COMPUTED HYDROGRAPHs CaT: MWILLA. Its:. EV S. TYPE-1A RA::t4.57'1L.L • El STA I DUT3yr.•rN ENTER FREtZ• YEAR) , DURATION 4 4a ) r . PRECI P 4 INCNES) (100..; yr. Storm) 100 4. Developed K•16• •K•wYr14Y:YrM-Yr* *i4•i'r141S ** S. C. S.. TYPO -1A DISTAINUTIC N as• i1. 14• **Yr*Yr*K*YrYv*K•*Yr*Yr* W *Y.• V.•W. a'r� 4'rW 100—YEAR 24 • z ' 4 Q U } c Tmoti • 4 Vr b li. Oen TOTAL PREZI , *+R•*k•+!•K•*** j ENTER A44r RY ) CM4PERY) a A4I iPEtt•13 Y) i E•N4INC TC FOR OASIN NO. 1 0. 1334 Y 91 _ . 046.6• :4. 73. DATA PS? I 04 T -01.4T 3 AREA F4CP1EStS PEP+.1,10S 3 ' : zsmcay ; '' .TC 4INUTES) is . 1 9 1 .. 0 ,.• t% '�2. i . • . PEAK —04C•GS) T PEAK 4MRS) , VOL 4CU -• ENTER f s 3 Cpath f1 I rreass • f.1E:A . 3 FOR ^STORAGE .0F. COMPUTED HVDROGRAPH • 1' '4s? STORM O DTIC 4 3 3 - S.C.L. TYPE -IA 2 - 7-DAY DESIGN STORK 3 -- STORM DATA FILE SPECIFY STORM OPTION: I S.C.S. TYPE-IA RAINFALL ISI STAI&MiTIO ENTER FRlEC4YEAR), DURATIO V&3CMJR), 'PRECIP4INCHES) , (100. Storm) 100 24 4.'0 : 'Pre - Developed '. • ENTEF:s . A4PPF1Y), CN4F'ERY), A4IMrr-`ErttY) DATA PAINT-OUT: AREA4ACRES) PERVIOUS A CU .2 .2 SI.0 PERK --s?. SCF'r Z T- -PEEAX 4HRS! .1;+' 7.E7 SPECIFY C -• CONTINUE t'4 -- iiC4►S'b'OAR " v.- v,*.v. x•as* Y• v: v: r, ***—v:• S . C. ^r•. TYPE-1A DISTRI UTION •+t• • •v.- • • • *****KSS• •*ss ** ***vrit* 4 100-YEAR 24-HOUR STORM ¥•v,•*v, 4. 0" TOTAL AAECIP. M•il•Y.•N•Yr i•Yi•** ' •%.'O •4Ci -•FT) . 1 ENTER Ed : 3 t: pcith 3 £ i I E•n8iM£ E. E ra t• 3 FOR 'STORAGE OF c•st•to1■1rr I Irs. :;,• FILE ALREADY EXIST; OVERWRITE 'tY or. N) CN4IMPERY), TC. FOR BASIN NO. IMPERVIOUS TC4* IP44JTES) A CTU ENTER Cds3Epath3filivnameE.e.wt3 FOR STORAGE CAF COMPUTED HYDROGRAPHs t uktoi I I r-r. I 07 A FILE ALREADY•EMIST ;' GYEFthRITE 4Y or. Ni FAR T e.A,. a. 7 COMPUTED HYDROGRAPH i U. S. DEPARTMENT OF AGRICULTURE SOIL CONSERVATION SERVICE 122° 5' 47 °30' Sucsla rvoir • • I ,• r / .. •.1 SEATTLE (CITY P.O.) 10 M/.12'30" 6 Mi. TO /NT£RST. 27'30" W J n R. 4 E. R. 5 E. m i n ■I iio FPI r 1 17:75f �au • • J • e le BeD TW:l\YKL Ps s • .: .: I„I� im1 t_ ,.‘, . , , I, rt .1. 8M 169 1203 AgC 1 I' case 29. l KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.5.1C 1,f /4 t6 x9 zQ 2 -YEAR 24 -HOUR PRECIPITATION ..3.4'""' ISOPLUVIALS OF 2 -YEAR 24-HOUR TOTAL PRECIPITATION IN INCHES 0 1 2 3 4 5• 7 Mlles 1 t 300,000 3.5.1 -8 � 1/90 C a • 2.1 22 23 24 2.5 2.6 2.7 2 .8 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.5.1E 10 -YEAR 24 -HOUR ISOPLUVIALS 28 ao 10 -YEAR 24 -HOUR PRECIPITATION • 3.4••••• ISOPLUVIALS OF 10 -YEAR 24 -HOUR TOTAL PRECIPITATION IN INCHES 0 1 2 3 4 5 6 7 II Mlles 1 i 300,000 WAIF:1r ti 3.5.1 -10 w �� •L"'" `"•. 1/90 40 • .n • 1 46 a 4 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.S.1H 100 -YEAR 24 -HOUR ISOPLUVIALS A 10 \ 0 111; •*) * ■. 11 K. #iii "MI6 1* ■__-dmint- . •1' e k � t„...., --� -mow. Ali" taI. 41, . x; .�P /It Vita kyli, „ T. li Icy, A fitiodmo, li at it i I��� ��'- !�'pa �-`- ctd. - I t iii . e. 1 Sri ! Origin R 1. 7g 1 1 l ,. 1 11 4.. MR A FP f ij• al 4 3 4 , : 31' 4 S ) 100 -YEAR 24 -HOUR PRECIPITATION i 3.4 ISOPLUVIALS OF 100 -YEAR 24-HOUR TOTAL PRECIPITATION IN INCHES 0 1 2 3 4 5 6 7 • MIIa 1$ 300,000 3.5.1 -13 t* t a` .NC. A,1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Exemptions From On -Slfe Peak Rats Runoff Control On -site peak rate runoff control will not be required for proposed project in the following situations. (1) Negligible Peak Runoff Rate increase *: o The proposed project site post - developed peak runoff duration design storm event Is calculated to be less t developed peak runoff rate for the proposed project sit o The project proposes to constru t6 for the 100 -y r, 24 -hour n0.5cfsmorthan the pre - t exist( off conditions. OR t, or less, of new Impervious surface. *Proposed projects in designated critical drainage areas requiring stricter peak runoff rate or runoff volume controls shall not qualify for this exemption. OR (2) Pirect Discharge: ** The proposed project will discharge surface and stormwater runoff without on -site peak rate runoff control directly to: A Regional Facility. Direct discharge of surface and stormwater runoff to a regional facility will be allowed if: the facility has been demonstrated to adequately to control the proposed project's increased peak rate of runoff by an adopted King County basin plan or by a detailed drainage analysis approved by the SWM Division; the facility will be available by the time of construction of the project; AND, the conveyance system between the proposed project and the regional facility will be adequate for the proposed project's design peak runoff with no significant adverse Impacts. A.Receiving Water. Direct discharge of surface and stormwater runoff to the following receiving waters may be allowed. Proposed projects that require Master Drainage Plans (see Special Requirement #3) shall demonstrate no significant adverse Impacts from direct discharge to a river. Cedar River Green /Duwamish River (below river mile 8.0, F.E.M.A.) Puget Sound Lake Sammamish Sammamish River Skykomish River Snoqualmie River Lake Washington White /Stuck River A Lake, Wetland or Closed Depression. See Special Requirement #8: Use of Lakes, Wetlands or Closed Depressions for Peak Rate Runoff Quantity Control, in Section 1.3.8. The applicant should note that many lakes, wetlands or closed depressions will not qualify for this exemption. * *Projects qualifying for Direct Discharge must meet the requirements of Special Requirement #5: Special Water Quality Controls in Section 1.3.5. 1.2.3-5 1/90 c RZA ror RITTENHOUSE -ZEMAN & ASSOCIATES, INC. Geotechnical & Environmental Consultants 1400 140th Avenue N.E. Bellevue, Washington 98005 -4594 (206) 746- 8020 /FAX (206) 746 -6364 11 January 1990 Cellular One 101 Elliott Avenue, Suite 435 Seattle, Washington 98109 Attention: Mr. Al Mastroianni, Project Manager Subject: Limited Geotechnical Engineering Study Proposed Communications Tower Tukwila, Washington Gentlemen: RECEIVED CITY OF TUKWILA JUN 0 8 1990 PERMIT CENTER W -6565 This letter presents the results of our subsurface exploration and limited geotechnical engineering study conducted for the above referenced project. The scope of work for this study was conducted per our proposal, P -3329. Verbal authorization to proceed with this study was granted by Mr. Al Mastroianni, of Cellular One on 4 December 1989. This report has been prepared for the exclusive use of Cellular One and their agents for specific application to this project in accordance with generally accepted geotechnical engineering practices. The site is located on the southeast corner of South 158th Street and Longacres Way in Tukwila, Washington as shown on our Site Vicinity Map, Figure 1. The site is relatively level. To the east of the site is an approximately 15 foot high railroad embankment, and to the north is an existing concrete building. Most of the site is vegetated with bushes and weeds with trees in the eastern half of the site. No standing surface water was observed across the site at the time of our field studies. We understand that a 100 -foot high transmission tower is to be built on the site supported by a monopole. A small equipment building is to be built immediately adjacent to the self- supported tower. c Cellular One 11 January 1990 W -6565 Page 2 SUBSURFACE CONDITIONS One test boring was advanced to a total depth of 49 feet on 14 December 1989. The location of the boring is shown on the attached Site and Exploration Plan, Figure 2. Drilling was performed using a truck - mounted hollow -stem auger. Samples were obtained using the Standard Penetration Test Procedure as determined in ASTM:D- 1586. The samples collected were taken to our laboratory for visual classification. The log for this boring is presented at the end of this letter report. The soils encountered in our boring consisted of interbedded loose to medium dense sands and very soft silts and clays all underlain by medium dense to dense sands. From the ground surface, we encountered approximately 1 foot of topsoil above a 5 foot layer of medium dense silty sand, underlain by approximately 12 feet of interbedded very soft sandy silt to organic silty clay. Below the interbedded silt /clay layer for approximately 5 feet was a loose sand with some silt. At 23 feet below the ground surface, the sand graded to medium dense. A medium dense to dense sand with some silt and gravel was encountered to the bottom of our boring at 49 feet. Groundwater was encountered at approximately 10 feet below the ground surface at the time of drilling. No observation well was installed in the boring. Groundwater levels may vary with changes in precipitation, season, the stage of the nearby Green River, site utilization, and other factors. CONCLUSIONS AND RECOMMENDATIONS The proposed project consists of a 100 -foot self supported monopole tower and associated building in Tukwila, Washington. The subsurface conditions disclosed by our boring, consisted of 23 feet of generally loose sands and very soft silt, underlain by medium dense to dense sands at depth. Based on the observed subsurface conditions, shallow foundation support of the equipment building would not be considered feasible unless the risk of some settlement could be tolerated. Recommendations for deep foundation support of the building and the tower are presented. Cellular One 11 January 1990 W -6565 Page 3 Our subsurface exploration disclosed a near - surface 5 -foot thick layer of medium dense (N = 12) sand, underlain by 12 feet of very soft silt and clay. Because of the presence of these relatively loose sands underlain by compressible silts and clays, significant settlements may occur as a result of the increased loading. Based on our boring made for this project and other borings made in the vicinity, we estimate settlements of 1 to 3 inches may occur as a result of an imposed loading of 1500 pounds per square foot on a conventional 15 inch footing embedded 1.5 feet below the ground surface. If the risk of some settlement could be tolerated, partial removal of soils beneath footing elevation and replacement with a structural fill could be considered. The greater the depth of soil beneath the footings which are removed and replaced with structural fill, the more settlement would occur as broad gentle warping rather than sharp, discontinuous breaks. You have indicated that such settlements would not be acceptable. We would therefore recommend utilizing a deep foundation system for supporting the small equipment building. In view of the relatively light loads anticipated for the equipment building, we believe that treated timber piles would likely provide an economical deep foundation system. Based on the boring drilled for this project, a firm bearing stratum for pile embedment purposes appears to be present at 23 feet below the ground surface. Timber piles would derive their capacity from a combination of friction and end - bearing. Treated timber piling with a minimum tip diameter of 8 inches would be capable of supporting design loads of 20 tons each when driven to a depth of about 35 feet. Timber piling should be driven with an air, steam, or diesel hammer capable of delivering 15,000 foot - pounds of energy. All piles should be driven under the full time observation of the soils engineer and pile capacity should be confirmed with an appropriate dynamic pile driving formula. Foundation support for other cellular towers has typically been attained by construction of drilled piers. Based on our explorations, drilled piers would not be feasible to construct on this site, due to the high water table. We anticipate the loose sands below the water table would produce caving in the pier excavations. Cellular One 11 January 1990 W -6565 Page 4 Because of severe caving and high groundwater levels, casing the hole would apparently require dewatering in advance of construction. However dewatering to such great depths could produce significant settlement in the area, and would therefore not be advisable. Instead, we would recommend installation of a pile foundation which would limit disturbance of the soils. Possible deep foundation options would include augercast piles or driven timber piles. The timber pile advantages are low cost and relative ease of installation. The disadvantages of the timber piles are that uplift capacity will be limited depending on the depth of penetration into the medium dense to dense stratum that can be achieved. For augercast piles the advantage is that sufficient depth can be obtained to resist uplift. The disadvantage is that the depth of the pile is limited by the diameter used and that it is likely that more concrete will be needed than usual due to the very soft soils near the surface. The previous recommendations for driven piles for the equipment building will also apply for the tower. The following additional recommendations pertain to the timber piles. The bearing capacities available in the upper 23 feet of the pile should be neglected. For frictional resistance, acting both downward and in uplift, we recommend using an allowable skin friction of 0.2 TSF for that portion of the pile embedded below 23 feet. It is likely that the timber piles would only be capable of being driven to a maximum depth of 35 feet. Piles should be driven no closer then 3 times the diameter of the pile. For design of augercast piles, the following parameters will be applicable. The recommended value for bearing capacity for end - bearing capacity is 1.6 D/B TSF (in tons per square foot), where D is the embedment depth (in feet) into the bearing soil (below 23 feet) and B is the diameter of pile in feet. The limiting allowable end - bearing pressures provided may be used for piers embedded at least 8 pier diameters into the bearing layers. For frictional resistance, acting both downward and in uplift, we recommend using an allowable skin friction of 0.1 TSF for that portion of the augercast pile embedded below 23 feet. The total length of the augercast pile should be limited to 30 times the pile diameter. Cellular One 11 January 1990 W -6565 Page 5 The response characteristics of a pile or pile group to lateral load depends on the structural configuration of the pile group. Lateral load capacities are generally governed by limiting pile deflection at the groundline or top of pile. The deflection will depend on the pile stiffness with respect to the soil, the length of the pile and degree of fixity at the pile head. Using the criteria presented subsequently, the deflection at the ground surface and maximum bending moments produced by a lateral load at the top of the pile can be determined. If very high lateral loads are to be resisted, it may be necessary to utilize batter piles. We assume the pile head is fixed against rotation. The lateral capacity which may be developed by granular soils surrounding the embedded portion of a single pile may be evaluated by elastic considerations. Parameters which impact this analysis include the elastic modulus (E) of the pile material, the shape of the pile (as it determines the moment of inertia (I) of the pile) and the constant of subgrade reaction of site soils (nh). Using these values, the relative stiffness factor (T) if the pile can be determined based on the following equation, T= (EI /nh) Values of nh to be used in the analysis are primarily a function of the consistency and texture of the soil which the pile penetrates. For the limiting condition of saturated, loose sand disclosed at the site, a value of nh of 4 pci (pounds per cubic inch) is recommended. For fixed head conditions, the moment and deflection can be calculated using elastic methods. The maximum deflection which occurs at the ground surface would be: y = 0.92 PT /EI where P is applied shear load and the other terms have been previously defined. The moment at the ground surface and the maximum moment (at a depth of 2.0T) below the ground surface are ( -) 0.9 and 0.25 times the product of P times T, respectively. The lateral capacity of closely spaced groups of piles can be significantly different than that of a single isolated pile. Specifically, group effects tend to influence the deflection behavior of piles when they are spaced closer than about eight pile diameters in the direction of the applied lateral load. In general, the lateral deflections of piles in a group would be approximately twice that for a single isolated pile. Individual piles subjected to Cellular One 11 January 1990 W -6565 Page 6 repetitive cyclic loads may result in deflection magnitudes up to twice that of a pile subjected to a static load. Therefore, for a given design Toad, we consider it appropriate to generally double the computed static deflection values presented above. Ultimate pile lateral Toad capacity can be estimated based on deflection or bending moment criteria using the above relations. Lateral Toad capacity can also be estimated by consideration of passive soil resistance. We recommend considering the ultimate soil resistance to lateral pile loading as the passive resistance available within a depth equal to eight times the pile width or diameter. Ultimate passive resistance can be taken as a triangular pressure distribution modeled as an equivalent fluid weight of 350 pounds per cubic foot (pcf) for non- saturated soils. Groundwater levels were approximately 8 feet below existing site grades during drilling. An ultimate passive pressure equal to 200 pcf should be assumed for saturated soils. If the required lateral capacity can not be obtained by the piles installed for the tower, batter piles may be necessary to resist the lateral forces. We recommend a maximum batter angle of 1H:4V (Horizontal:Vertical). Batter piles lateral capacity can be assumed equal to the horizontal component of the allowable pile compressive capacity when battered. Larry A. Boge, P.E. Project Engineer LAB caol James S. Dransfield, P:E. , • Associate .,t..., ;; . ".'�. L Enclosures: Figure 1 - Vicinity Map • Figure 2 - Site and Exploration Plan Boring B -1 Cellular One 11 January 1990 W -6565 Page 7 We trust this letter is sufficient for your current needs. We would be able to review your final pile design using the above parameters or to refine these estimates based on specific pile diameters and lengths, as well as to provide construction observation services, and to answer any questions you may have regarding soil design pressure. Respectfully submitted, RITTENHOUSE -ZEMAN & ASSOCIATES, INC. ecap_e_, CON .Nits COMMONIfY ummo OTI NfUL IN fM(RGSNCY C[NIMN 014S'!DA" I SAXON' OR Ongac SW 777.1 ST 41ST ST S NENTON Sit W L AHE - PS .1 178TH ITN • r. I LI : 1ST ST HCNO „gIpg,TH t S MTN ST 1 ., 41 .��.. �..� 9.I C y 11 G:I , S ImrN _I 1I (1111 N 571101 T A,, 1 S 1STND STJ W.O. W -6565 BY LAB DATE DEC 1989 SCALE N•T.S. 24 : ...� ea r 1 Trac1� f p1 E N 1 O N SITE +:AI�LZCt •J: — I SW o N jl SW 3 ^ . • • 6 SYtvIT 3 J ' .0j W a l 1 36 F 7 R D TN I I � I I I S 147111 SW TSTH St RITTENHOUSE- ZE.AIAN & ASSOCIATES. INC. Ceotcclunical & Hydrogeological Consultants 1400 /40th .venue N. E. Bellevue. I{ 4 98005 h • A51 1• Pt. H 31 0 1510 SI s.. $ 19910 /I. 5 • 'I:'ItT ' :.— CELLULAR ONE TUKWILA, WASHINGTON SITE VICINITY MAP FIGURE 1 RZA irirs41 ELECTRONIC EQUIPMENT SHELTER W.O. W -6565 BY LAB DATE DEC 1989 SCALE NOTED S. '185th. STREET 20 APPROXIMATE SCALE IN FEET LEGEND TOWER X X 40 INDICATES BORING NUMBER AND APPROXIMATE LOCATION CELLULAR ONE TUKWILA, WASHINGTON SITE & EXPLORATION PLAN RI TTENIIOUSE- ZEMAN & ASSOCIATES, INC. • Geolechnical & Ilydrogeological Consultants MX) !40th :venue N. E, I)ellewu , Wel 98005 FIGURE 2 RZA re" te C RZA RITTENIIOLISE -ZEMAN &ASSOC., INC. Geotechnicnl / Environmental Consultants SOIL DESCRIPTION Ground Surface Elevation Approximately Feet TOPSOIL. roots and nrgani Medium dense, moist, brown, silty SAND Interbedded Very soft to soft, grayish brown, saturated, sandy SILT to silty CLAY Medium dense to dense, black, saturated, silty. SAND (continued) SAMPLING 1 2' OD SPLIT SPOON SAMPLE '[ 3' OD SHELBY SAMPLE 2.5' ID RING SAMPLE B BULK SAMPLE 1t SAMPLE NOT RECOVERED F w F- a. w 0 0 - 10 -15 -20 -25 -30 -35 40 GROUND WATER WATER LEVEL 0 z J a 2 0 N 3I 1 f3(JI1INO NIJMI31:11 _ II- t_ W.U. PROJECT NAME Cellular One, Tukwila w O 0 SEAL DATE AT TIME OF DRILLING Alp OBSERVATION. WELL TIP. STANDARD PENETRATION RESISTANCE ♦ BLOWS PER FOOT (140 lb. hammer, 30 Inch drop) 10 20 30 40 50 55/12 LABORATORY TESTS •: % WATER CONTENT NP NON PLASTIC ►--� •— LIQUID LIMIT 61 / 4 -- NATURAL WATER CONTENT PLASTIC LIMIT SAMPLING I 2' OD SPLIT SPOON SAMPLE R. II 3' OD SHELBY SAMPLE :.',.4`'. , 2.5' ID RING SAMPLE B BULK SAMPLE * SAMPLE NOT RECOVERED RZA r 'ti RIT7'ENIIOIISE -ZEMAN & ASSOC., INC. Ct'otcchnical / Ilydrogeologicrll Consultants SOIL DESCRIPTION Ground Surface Elevation Approximately Feet Medium dense to dense, black, saturated, silty SAND Total depth 49 feet completed 14 December 1989 - 95" - ss GROUND WATER GORING NUMf3f I1 .._...I1c.l_.. PROJEC r NAME Cellul One, 'rulcciil1a z o: 0 LL1 O cr SEAL DATE WATER LEVEL AT TIME OF DRILLING MTDr OBSERVATION WELL TIP STANDARD PENETRATION RESISTANCE • BLOWS PER FOOT (140 lb. hammer, 30 Inch drop) 0 10 20 30 40 50 60 70 80 90 100 W.O. _ • LABORATORY TESTS • % WATER CONTENT NP NON PLASTIC • •- LIQUID LIMIT a1 / 4 --- NATURAL WATER CONTENT /PLASTIC LIMIT CITY OF TUKWILA INSPECT' ,,,,N RECORD Building rtment 6300 Sout ter Boule and , Tukwila, W 98188 (206) 431 -3670 �, PERMIT # it • _ ' " Date Type of Inspection h N f Site Address 1*-i∎`t- r (4 • Requestor )'. ■hc..S4ntJ Special Instructions Inspection Results /Comments: Pt-A .DE ''T'- /{/ A v .1 .4 C1-4 -u A-v C( i,n, - Fr wri tJG c1-F 7 rn.a *0z1 Pa Lam" aJ i\ i✓ B .-E' 4 "its" P Tncncwrtnr rw �..� t S8G0 tJ . .....e....er.e�e.w�wwrn rnwrnlrv'tAtsr Mw'+ eaw+ WxN1i:'¢ I�• r«. x .M.utwwnt�l+e+aY%hNnN�rw�tit Date Wanted a.m. p.m. Project 1 _ ©rs , 6 - Phone # Date /_. 7 -- CITY OF TUKWILA Building Department 6300 So ' Boulevard Tukwil . 98188 (206) 4 • -3670 PERMIT # t LP ($"S Date ,. Type of Inspection - -� --�� Date Wanted /(--/ —lc) . p.m Site Address IS — i d 5 C fk Project cc C'9 -.-& Requestor pt-s►c...._ Phone # Special Instructions Inspection Results / Comments: NY 4 _ P A P A - t v c " - 0- nres'c -- Pd ,2_ e e s ' a - , n , t , C Q ( 0 1 S . Inspector Date — ('/ ^ ?d Permit No, Date /1- /- 7 c t f-+ Nam Pw 6 Vt ` weiti ..,5 f t 'L€ .c C *1 %— p rte. CITY OF TUKWILA Building Division 6200 Southcenter Blvd. Tukwila, WA 98188 433 -1845 ` L- O r Job Address J 5 700 Nex40K1 totg5 CORRECTION NOTICE The following items are found to be in violation of Ordinance and shall be corrected. AND .r Signed Building Official /Inspector OTAVV MVik,- UUMWW+. sn. a. nrww+ n.+. a.. wu.. x . Inspector CITY ,�TUKW!LA Buil Department 6300 chcenter Boulev Tukwila, WA 98188 (206) 431 -3670 ...........,.._... ,........._».-._..,L_..,,,—..--.....-......,..,. �....,.....,«.,...e...,.,.»...W : w. »w•.au.n w�ti cr+ ecynN+: x�wr: cl; aq2 .+rC.n"rz. +crosasr I INSPECTION RECORD PERMIT # ( 0 Date W 1 o Type of Inspection c•vra' -' f oA_C- - Date Wanted ?' -2 -10 Site Address 15701) 1 � (1-ok Project _ ' S1,,r' 0 Requestor _ Phone # '44Z- (32-C9 Special Instructions Date 25 ( 0 a .m. au Inspection Results /Comments: �e.�," -� ca�rca4, • - . )4 s� c -9... �v 1w - �,a�a., c $11-k_ rut. �RfIIAYSa�rabt#ariea� f at CITY OF TU WILA Building '".rtment 6300 Sout Ater Boulevard Tukwila, WA 98188 (206) 431 -3670 .1 )ek ti' r „ Type of Inspection Site Address 15'7 Requestor Special Instructions Inspector r..wa INSPECT ,N RECORD PERMIT # Date Date Wante Project Phone # WO INIMOC -404 0Valtr tn a¢s ,ow.ufw _9 Inspection Results /Comments: tit-42J Date _ 114 . dt r1 3 °- BcP /((-) e\icurisl s A. 4 -1/2'+ -CLEAR REBAR CAGE IS NOT SHOWN FOR CLARITY =1 I A I II 1 POLE SHAFT BASE PLATE I'CHAMFER 12' 6' MIN F MAX III I I t•--1 I U.N.O. -1l =11I I I I I—I I I I I- _11 1 GROUND WIRE (SEE NOTE 7) ANCHOR BOLT (SEE NOTE 5) CONCRETE PIER LAP T BARS (16') T BARS V BARS EQUALLY SPACED T BARS (SEE NOTE 8) V BARS III 1— =i 'Eiji 3 I 4-TOP OF PIER 4- EXISTING GRADE 4, TEMPLATES SHALL BE US dab PIE - OF THE FOOTING TO INSU IMF 43'DIA. OLT CIRCL VIEW A-A CITY OF TUKWILA APPROVED AUG , BUIL � N ' !VISION ANCHOR BOLTS <SEE TABLE) STRUCTURE TYPE- HEIGHT 115 FT NOTES 870 - REGISTERED ��,of ARUM CT /� HEN J. °WOHUOA STA OF WASHINGTON 1, FOUNDATION DESIGN IS BA ZEMAN & ASSOCIATES, INC JANUARY 11, 1990, 2. GAP BETWEEN TOP OF FO A NON- SHRINK GROUT. PR 3, SLURRY DISPLACEMENT C INSPECTION OF CONSTRUC 5. SEE POLE FABRICATORS DETAILS AND REQUIREMEN 6, USE ASTM GRADE A615, G 28 DAYS OF F C =3500 PS 7. GROUND WIRE SHALL BE BOLTED TO POLE, 'CAD -W USE A ONE -PIER DIAMETE 8, V AND T BAR ARE CONTI BOTTOM. (SEE SCHEDUAL 9. PIER DIAMETERS ARE MIN LARGEST AVAILABLE AUG DIAMETER (INCHES) 66 de A �R0bib. • 4 4 . .••• • ....0;g0.71 FOUNDA F ANCHOR BOLTS 8 • - POLE SHAFT ,- BASE PLATE 1'CHAMFER =1 6' MIN j 1' MAX U.N.O. III - - 111=-111-1 -1 Il III -III- � REGISTERED ARCKIT CT HEN ). t :WOHOUF STA OF WASHINGTON BASED ON S❑IL INFORMATI ❑N PROVIDED BY RITTENHOUSE- INC„ IN THEIR SOIL REPORT DATED FOOTING AND BOTTOM BASE PLATE SHALL BE FILLED WITH PROVIDE DRAINAGE FROM BOTTOM OF POLE THROUGH GROUT. CONSTRUCTION METHODS OR CASING WILL BE REQUIRED. RUCTION IS REQUIRED, USED ABOVE THE TOP OF FOOTING AND NEAR THE BOTTOM NSURE FIT OF BASE PLATE. S DRAWINGS FOR ANCHOR BOLT, TEMPLATE, AND BASEPLATE MENTS, PSI. IE 4/0 COPPER WITH A 2 -HOLE NEMA PAD CONNECTION -WELD' TO REBAR CAGE AT TOP AND BOTTOM OF CAGE. :TER PITCH, NTINUALLY RUN FROM 3' BELOW PIER TOP TO 3' ABOVE PIER L FOR SIZES AND NUMBER OF BARS.) MINIMUM. HOLE SIZES MAY BE INCREASED TO NEXT UGER SIZE, ENGINEERED ENDEAVORS INC. CELLULAR ONE- SEATTLE 115 FT. MONOPOLE SOUTH CENTER, WASHINGTON ANCHOR BOLT FOUNDATIONS ENGINEERING & CONSULTING SERVICES INC. SOUTH 424 SULLIVAN ROAD VERADA,JE, WA 99037 (5092 928 -1707 PERMIT CENTER ACAD BYI D,DIR, DRAWING NO, A -1 JUN 1 9 1990 REV n ttfIII GROUND WIRE (SEE NOTE 7) ANCHOR NOTE L 5) ��- CONCRETE PIER LAP T BARS (16') - T BARS - V BARS EQUALLY SPACED 3' - T BARS (SEE NOTE 8) - V BARS I PIE (TOP OF PIER EXISTING GRADE 43'DIA, OLT CIRCL VIEW A-A CITY OF TUKWILA APPROVED AUG , BUIL I N i !VISION B70 ANCHOR BOLTS (SEE TABLE) NOTES 1, FOUNDATION DESIGN IS ZEMAN & ASSOCIATES, JANUARY 11, 1990, 2, GAP BETWEEN TOP OF A NON- SHRINK GROUT. 3. SLURRY DISPLACEMENT INSPECTION OF CONST 4. TEMPLATES SHALL BE OF THE FOOTING TO I 5, SEE POLE FABRICAT ❑R DETAILS AND REQUIRE 6. USE ASTM GRADE A615, GRADE 60 REINFORCING AND CONCRETE STRENGTH AT 28 DAYS OF F C =3500 7. GROUND WIRE SHALL I BOLTED TO POLE. 'CAD USE A ONE -PIER DIAME 8,•V AND T BAR ARE CO BOTTOM, (SEE SCHEDUA 9, PIER DIAMETERS ARE LARGEST AVAILABLE A RECEIVED CITY OF TUKWILA ; A. �# Of 4'111 A6 60049001. FIUNDATIII N SCHEDULE STRUCTURE F II UNDATI II N SUMMARY TYPE- HEIGHT DIAMETER (INCHES) ANCHOR BOLTS EMBED LGTH (FEET) SIZE T BARS S T BAR(IN) V BAR SIZE NUMBER OF V BAR 115 FL 66 8 35 #4 8 #11 20 • - POLE SHAFT ,- BASE PLATE 1'CHAMFER =1 6' MIN j 1' MAX U.N.O. III - - 111=-111-1 -1 Il III -III- � REGISTERED ARCKIT CT HEN ). t :WOHOUF STA OF WASHINGTON BASED ON S❑IL INFORMATI ❑N PROVIDED BY RITTENHOUSE- INC„ IN THEIR SOIL REPORT DATED FOOTING AND BOTTOM BASE PLATE SHALL BE FILLED WITH PROVIDE DRAINAGE FROM BOTTOM OF POLE THROUGH GROUT. CONSTRUCTION METHODS OR CASING WILL BE REQUIRED. RUCTION IS REQUIRED, USED ABOVE THE TOP OF FOOTING AND NEAR THE BOTTOM NSURE FIT OF BASE PLATE. S DRAWINGS FOR ANCHOR BOLT, TEMPLATE, AND BASEPLATE MENTS, PSI. IE 4/0 COPPER WITH A 2 -HOLE NEMA PAD CONNECTION -WELD' TO REBAR CAGE AT TOP AND BOTTOM OF CAGE. :TER PITCH, NTINUALLY RUN FROM 3' BELOW PIER TOP TO 3' ABOVE PIER L FOR SIZES AND NUMBER OF BARS.) MINIMUM. HOLE SIZES MAY BE INCREASED TO NEXT UGER SIZE, ENGINEERED ENDEAVORS INC. CELLULAR ONE- SEATTLE 115 FT. MONOPOLE SOUTH CENTER, WASHINGTON ANCHOR BOLT FOUNDATIONS ENGINEERING & CONSULTING SERVICES INC. SOUTH 424 SULLIVAN ROAD VERADA,JE, WA 99037 (5092 928 -1707 PERMIT CENTER ACAD BYI D,DIR, DRAWING NO, A -1 JUN 1 9 1990 REV n ttfIII GROUND WIRE (SEE NOTE 7) ANCHOR NOTE L 5) ��- CONCRETE PIER LAP T BARS (16') - T BARS - V BARS EQUALLY SPACED 3' - T BARS (SEE NOTE 8) - V BARS I PIE (TOP OF PIER EXISTING GRADE 43'DIA, OLT CIRCL VIEW A-A CITY OF TUKWILA APPROVED AUG , BUIL I N i !VISION B70 ANCHOR BOLTS (SEE TABLE) NOTES 1, FOUNDATION DESIGN IS ZEMAN & ASSOCIATES, JANUARY 11, 1990, 2, GAP BETWEEN TOP OF A NON- SHRINK GROUT. 3. SLURRY DISPLACEMENT INSPECTION OF CONST 4. TEMPLATES SHALL BE OF THE FOOTING TO I 5, SEE POLE FABRICAT ❑R DETAILS AND REQUIRE 6. USE ASTM GRADE A615, GRADE 60 REINFORCING AND CONCRETE STRENGTH AT 28 DAYS OF F C =3500 7. GROUND WIRE SHALL I BOLTED TO POLE. 'CAD USE A ONE -PIER DIAME 8,•V AND T BAR ARE CO BOTTOM, (SEE SCHEDUA 9, PIER DIAMETERS ARE LARGEST AVAILABLE A RECEIVED CITY OF TUKWILA ; A. �# Of 4'111 A6 60049001. CITY OF T UKWILA 6200 SOUTI10E NTER BOULEVARD, TUKR'II.A, WASHINGTON 98188 Plan Check #90 -248: Cellular One 15700 Nelson Rd S PHONE N 1206) 4:13.1800 Gary L. VanDnsen, Mayor THE FOLLOWING COMMENTS APPLY TO AND BECOME AR THE APPROVED PLANS UNDER TUKWILA BUILDING PERMIT NUMBER 17 • 1. No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. 2. All permits, inspection records, and approved plans shall be posted at the job site prior to the start of any construction. 3. When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name and permit number of the project being inspected. 4. All structural concrete to be special inspected (Sec. 306, UBC). 5. Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with recommendations given in the soils report prior to final inspection (see attached procedure). 6. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 7. Validity of Permit. The issuance of a permit or approval of plans, specifications and computations shall not be construed to be a permit for , or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. No permit presuming to give authority or violate or cancel the provisions of this code shall be valid. "X" REQUIRED INSPECTIONS PHONE DATE APPROVED INSPECT. INITIALS DATE(S) CORRECTION NOTICE ISSUED 1 Footings 431 -3670 X 2 Foundation 431 -3670 3 Slab and/or Slab Insulation 431 -3670 4 Shear Wall Nailing 431 -3670 5 Roof Sheathing Nailing 431 -3670 6 Masonry Chimney 431 -3670 7 Framing 431 -3670 8 Insulation 431 -3670 9 Suspended Ceiling 431 -3670 • 10 Wall Board Fastening 431 -3670 11 12 13 14 FIRE FINAL Insp: 575 -4407 X 15 PLANNING FINAL 431 -3670 16 PUBLIC WORKS FINAL 431 -3670 X 17 BUILDING FINAL 431 -3670 CITY OF TUKWILA Department of Community Development - Building 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 BUILWNG PERMIT INSPECTION RECORD (Post with Building Permit In conspicuous place) Division BUILDING PERMIT NO. ( SUITE NO.: DATE ISSUED: g 1 1- C id PROJECT: Cellular One SITE ADDRESS: 15700 Nelson Rd S CALL FOR INSPECTIONS AT LEAST 24 HOURS IN ADVANCE OTHER AGENCIES: (INSPECTOR COMMENT SECTION ON RE ER INSPECTION PROCEDURES AND REQUIREMENTS All approved plans and permits shall be maintained available on the site in the same location. 1. FOOTING - When survey stakes and forms are set and rebar is tied in place. 2. FOUNDATION - When forms and rebar are in place. 3. SLAB - If structural slab or if underslab insulation is required. 4. SHEARWALL NAILING - Prior to cover. 5. ROOF SHEATHING NAILING - Prior to cover. 6. MASONRY CHIMNEY - Approximately midpoint. 7. FRAMING - After rough -in inspections such as mechanical, plumbing, gas piping, electrical and lire stopping is in place. 8. INSULATION - After framing approval, but before installation of wallboard. Baffles must be installed to keep attic ventilation points clear. 9. SUSPENDED CEILING - Fasten diffusers, lights and seismic bracing. 10. WALL BOARD FASTENING - Prior to taping (see UBC Chap. 47 and Table 47G). 11 12. 13. 14. FINAL FIRE INSPECTION - Contact Fire Department for their requirements. 15. FINAL PLANNING INSPECTION - Contact Planning Department for their requirements. 16. FINAL PUBLIC WORKS INSPECTION - Contact Public Works Department for their requirements. 17. FINAL BUILDING INSPECTION - When all work, corrections, reports and other inspections are complete. Plumbing (including gas piping) — King County Health Department — 296 -4732 Electrical Washington State Department of Labor and Industries — 277 -7272 A preconstruction meeting with the Building Inspector may be scheduled prior to starting the job by contacting the Department of Community Development, Building Division at 431 -3670. Although not required, a meeting of this type can often eliminate problems, delays and misunderstandings as the project progresses. 06117110 "X" REQUIRED INSPECTIONS X ' 1 Footings 2 Foundation 3 Slab and/or Slab Insulation 4 Shear Wall Nailing 5 Roof Sheathing Nailing 8 Masonry Chimney 7 Framing 8 Insulation 9 Suspended Ceiling 10 Wall Board Fastening 11 12 13 14 FIRE FINAL !nap: X 15 PLANNING FINAL 16 PUBLIC WORKS FINAL X BUILDING FINAL PLAN CHECK NUMBER 9'd- 24f5 PROJECT: C1 {C-LLIA1�,'7' R— � E THE FOLLOWING COMMENTS APPLY T AND B E PART OF THE APPROVED PLANS UNDER TUKWILA BUILDING PERMIT NUMBER 1 .\Q(s___, O No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. O Plumbing permit shall be obtained through the King County Health Department and plumbing will be inspected by that agency, including all gas piping (296 - 4732). O Electrical permit shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (872- 6363). O 4 All mechanical work shall be under separate permit through the City of Tukwila. All permits, inspection records, and approved plans shall be posted at the job site prior to the start of any construction. When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name and permit number of the project being inspected. All structural concrete to be special inspected (Sec. 306, UBC), O All structural welding to be done by W.A.B4O. certified welder and special inspected (Sec. 306, UPC). O All high - strength bolting to be special inspected (Sec. 306, UGC). 10 Any new ceiling grid and light fixture installation is required to meet lateral bracing requirements for Seismic Zone 3. 11 Partition walls attached to ceiling grid must be laterally braced if over eight (8) feet in length. 12 Readily accessible access to roof mounted equipment is required. O Engineereed truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. 11 Any exposed insulations backing material to have Flame Spread Rating of 23 or less, and material shall bear identification showing the fire performance rating thereof. , ' Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with recommendations given in the soils report prior to final inspection (see attached procedure.). 16 A statement from the roofing contractor verifying fire retardancy of roof Will be required prior to final inspection (see attached procedure). 17 All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1988 Edition), Uniform Mechanical Code (1988 Edition), Washignton State Energy Code (1989 Edition), and Washington Stae Regulations for Barrier Free Facility (1989 Edition). 18 All food preparation establishments must have King County Health Department sign -off prior to opening or doing any food processing. Arrangements for final Health Department inspection should be made by calling King County Health Department, 296 -4787, at least three working days prior to desire inspection date. On work requiring Health Department approval, it is the contractor's responsibility to have a set of plans approved by that agency on the job site. l9 Fire retardant treated wood shall have a flame spread of not over 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the factory. Allo Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 21 All spray applied fireproofing as required by U.B.C. Standard No. 43 -8, shall be special inspected. O All wood to remain in placed concrete shall be treated wood. 23 All structural masonry shall be special inspected per U.B.C. Section 306 (a) 7. 1,;(21 Validity of Permit. The issuance of a permit or approval of plans, specifications and computations shall not be construed to be a permit for , or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. No permit presuming to give authority or violate or cancel the provisions of this code shall be valid. TO: PROM: OATS: SUSJSCT: City of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 (206) 433 -1800 Gary L. Vanousen, Mayor MEMORANDUM Gellu .e.. c- FILE o--z4 ( H t ) 4I4 25S(ALI °tn N5't`�4-C.l.,.. tV1oi -E. TF L4i`1 ' cca n `T • - xD1 t?. 2.h pt..,i 90 No la . C .. � tom es cxc fRDre... °R.E©m vs scD GA -to. a 2Z '3 k 5 1 No'� TlC)t-1 'O to 11T ) ` - F IEC.jh. 1 tS T10N (11, 'ZE. IR voTZ. Co / OES5Eex AAT Zt�SfJl ='t� C GPI Nl�� Ei-tt t,teer-. P r )C41 OtA 15 A.. R tE.) A PIC 0LtL ArreiR_ " NW U ■,,t, • eLic, 12.v' S1 (10 /T2.MEMO) SE CTION to be filled !n b deve ; r / author ed b : ;SCI sta ` ` NAME OF DEVELOPMENT: c4L,L t H (e.4 T DATE: 1' ' "0 . DEVELOPMENT ADDRESS: j 5 - 1 m J} F L- .., i 1 A • S- Ld1" PERMIT NO.: . - ay , 9 22 CASH ASSIGNMENT NAME: `T i✓■i i✓ Lew Is TEL. Nc ,,,?0( „2$3 "8319 , SHALL BE BY MAILING TO: ADDRESS: j a I ri LL I DT S 6 4-TT L 6:-- W 1° 9 /fl , (please print) CITY /STATE/ZIP 5C-0-T-1-1 E / h/ 90// 9 . DESCRIPTION OF ITEMS TO BE COMPLETED (REFERENCE PLANS/DOCUMENTS WHERE ITEMS ARE DESCRIBED): 1 P U D SO 6-.\ ,L) 6—' /L) 51a g,3 F( 1 -r .s 1" C1 - c) o'n o Lit *lksz -ED \ U o w (i�e '• s .-e..e- c1/4k ,GQrked . As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ (p 3 2 , 50 ($150% of value to complete work described above) and attach supporting $ documentation for value of work. I will have this work carried out and call for a final inspection by this date: ( / `', / 91 ), or risk having the City use these funds to carry out the work 1 tr heir own contractor or in -house manpower. If I fail to carry out the work, I hereby a loriz C ty • • = to the property to carry out completion of the above deficiencies. I further agree to n e e ils _ = above prior to requesting inspection and release of these funds. slap ! / . �, TITLE: ?CC. t(� C ' 41- e -, z- -: - •l �l R 1 C - r - D O. . 'C� UCN >:i.,.,, N\. ..,„,...„. ., A: V. ,, i4 , X.0.4M.: 34?46» . >....,',....TY..4 v v}.4.,...,:.N., Kv. ...: 'i{ 40 ' >: %L•K ^' ^ >:.:{i5{C:ii.X »: : {n >Y :44 +4.4. 4 Yi41 '4 fri4:'». 4"4%70'004 •. AC{• >' 4000G 9 Yv:.... , ..>,.•> vF... SIGNED: AMOUNT: CITY RECEIPT NO. DEVELOPERS REPRESENTATIVE: CHECKED BY: CITY OF TUKW( % f� DEVELOPER'S PROJECT WARRANTY REQUEST FORM bli :.City:;ststl CASH O CASH EQUIVALENT 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS AUTHORIZED BY: Upon completion through Section 2, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD THIS FUND IS AUTHORIZED TO BE ACCEPTED. DEPARTMENT HEAD: DEPOSITED THIS DATE: RECEIVED BY: All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. I hereby request inspection and release of my cash/cash equivalent. DATE: I have reviewed the above work and found it acceptable and therefore authorize the release of the above cash assignment. DEPARTMENT: AMOUNT: CASH EQUIVALENT- LETTER AUTHORIZING RELEASE RELEASED THIS DATE: • CASH CITY CHECK NO. RELEASED BY: , FINANCE DEPT. Upon completion of entire form, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD 07/1 UN