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10014 238TH ST SW.PDFiiiiiiiiiiii 4151 10014 238TH ST SW ADDRESS: /d0/'?` J ME Csf c5 w TAX ACCOUNT/PARCEL NUMBER: BUILDING PERMIT (NEW COVENANTS (RECORDED) FOR: CRITICAL AREAS: "wc/ Q 115 DETERMINATION: ❑ Conditional Waiver ❑ Study Required)KWaiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: PERMITS (OTHER): PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: SEWER LID FEE $: LID #: SHORT PLAT FILE: LOT: BLOCK: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) SOILS REPORT DATED: STREET USE / ENCROACHMENT PERMIT WATER METER TAP CARD DATED: OTHER: LATEMP\DSTs\Fomis\Sftwt File Checklist.doc Critical Areas Checklist CA File No:C*A ZED-7 OO z 3 Site Information (soils/topography/hydrology/vegetation) rr 1. Site Address/Location: i 001 �'� Z,3 8 Sf. 5 wj �' l M-0lj0 S 2. Property Tax Account Number: d o (0 1 SAS U 6 0 0 0 1 0 U 3. Approximate Site Size (acres or square feet): &� I Z S f 4. If yes; how is site developed? Is this site currently developed? ✓yes; no. `5uildi" 5. Descri the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more than 15% and less than 30% (a vertical rise of 10-feet over a horizontal distance of 33 to 66-feet). Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water: t4 O ; Approx. Depth: 7. Site contains areas of seasonal standing water: W 0 ; Approx. Depth: - What season(s) of the year? 8. Site is in the floodway <N U floodplain No of a water course. 9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-round? W 0 Flows are seasonal? (What time of year? ). 10. Site is primarily: forested ; meadow ; shrubs ; mixed urban landscaped (lawn, shrubs etc) )G 11. Obvious wetland is present on site: NO --------------- For City Staff Use Only-- 1. Plan Check Number, if applicable? CM - yU O + -1 O l A-DD - 200 2. Site is Zoned? 5 M- N JZM a wrO g D 0 4 pj t,t GJ i Y1 L 5 5 3. SCS mapped soil type(s)? 1-+: CN Z-%' (arAV7elju 6jv1dy I.dAm 0-g/- 6100f_5 4. Critical Areas inventory or C.A. map indicates Critical Area on site? lei b n& c;,In o Wy1 5. Site within designated earth subsidence landslide hazard area? N O DETERMINATION STUDY REQUIRED V/0"o WAIVER Reviewed by: Gina GO GU0..i Date: D y ' 2-+ - y D 0 f* Critical Areas Checklist.doc/2.17.2004 i #P20 6 City of Edmonds Development Services Department Planning Division Phone: 425.771.0220 tag I %90 Fax: 425.771.0221 The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of the application to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are, or may be, present on the subject property. The information needed to complete the Checklist should be easily available from observations of the site or data available at City Hall (Critical areas inventories, maps, or soil surveys). Date Received: City Receipt #: Ci Critical Areas File #: Cp a 2ao-7 ob 2?2 Critical Areas Checklist Fee: $135.00 Date Mailed to Applicant: A property owner, or his/her authorized representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. Please submit a vicinity map, along with the signed copy of this form to assist City staff in finding and locating the specific piece of property described on this form. In addition, the applicant shall include other pertinent information (e.g. site plan, topography map, etc.) or studies in conjunction with this Checklist to assistant staff in completing their preliminary assessment of the site. The undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing of the application agrees to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages, including reasonable attorney's fees, arising from any action or infraction based in whole or part upon false, misleading, inaccurate or incomplete information furnished by the applicant, his/her/its agents or employees. By my signature, I certify that the info d exhibits herewith submitted are true and correct to the best of my knowledge and that I am authorized to file ' pplication the b f of the owner as listed be w. SIGNATURE OF APPLICANT/AGENT DATE Property Owner's Authorization By my signature, I certify that I have authorized the above Applicant/Agent to apply for the subject land use application, and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the purposes of inspection and postingo(terr*nt to this application. SIGNATURE OF Owner/Applicant: OSA Name _118 01 M 0 r -kW Par l<w�A4 N . Street Address 84" w Ct go I I City ' L State Zip Telephone: `T Z,�-"4 W2 —3 0 `f I DATE , 2 — I-- Zov -;- Applicant Representative: Gef�, � M14 aAWS Name R) IFOK l SSA Street Address City State Zip Telephone: 2-0 6 — Z g2 — Z3 E 7 Email address (optional): Email Address (optional): PLANNING DATA STREET FILE -- Signs -- Name: Lpi Date: WO Site Address: 10C>1 Plan Check #: BLD-2007—O21 1 Project Description: .5 _ `- `�Gp.- exisb), yr/rad S! Reduced Site Plan Provide : (YES / NO) Zoning: Comprehensive Plan Designation: Map Page: Corner Lot: (YES / NO) Flag Lot: (YES / NO) ADB File # (or date waived): TOTAL Area per Type of Si n Allowed in Matrix Allowed TOTAL sign area Proposed Type of Sign zone? conditions met? area per unit Unit allowed for sign area this sign Example Wall nation internal Illumination Yes, with co�nd/itions .OZON �� 1 sq. ft./lineal ft. attached attached w wall 41 square feet 20 square feet wall c 22- "l Sign # 1 Abt ( /5 4V SCa � l7 s� lqo r /nn; oWe-& Me, ?1/4; PO 5 G&nA ill S & 1 11, Al& 12 �' TOTAL Sign Area for Tenant/Site Max Permitted: Previous Total: Proposed Total: Sin Hei ht Sign Type: Max Permitted: 3 / S )% ctual Height: Sign Type: Max Permitted: Actual Height: Sign Type: Max Permitted: Actual Height: Sin Lighting Sign Type: Proposed: Allowed in Zone: Sign Type: Proposed: Allowed in Zone: PLANNING DATA STREET FILE a -- signs -- Sin Colors Proposed: Acceptable? 4vn Requires ADB Approval? / O ev^jn V Sin Location If freestanding and 3-feet or over (unless a fence) meets setbacks? Required Setbacks Street: / Side: Side: Rear: Actual Setbacks Street: Side: Side: Rear: Landscaping for Freestanding Signs Size: Location: Critical Areas Determination #: r/%��Qi�?.� ❑ Study Required Waiver Other /` e) A ;/ re- ,Vle '1/ Gt-D-��/ Plan Review By: Obtain Electrical Peae 't iroim ' .� n �S 12 -0- State Labor�i Iaadust es . 2 �• _ ,� . . . . . , . .,. (P) STACK BLOCK PLANTER WALL (TYP) NOTE: WOOD SIGN SHALL BE LETTERED 8 ILLUMINATED BOTH SIDES. (P) 6"4"02" PRESSURE TREATED POS EMBEDDED IN CONCRETE (TYP 2•8• (P) z6"z4PRESSURE TREATED WOOD SIG SUSPENDED BY (2) STAINLESS STEEL CHAINS (TYP (P) 6"x6"x96" PRESSURE'TREATED POST EMBEDDED IN CONCRETE (TYP T 7�-a- . All wood exposed to weather SITE PLAN shall be pressure treated or naturally resistant to decay. bckck�f9i4n� r� 11 be f,'vht 'ran Le?te.�S rAr e d�, Ir i.� n Pos-f-s we'll tie //�� `H- 6row 7,-0" G' IY�G ' WOODWAY �1Z 0 v, awo°°I " — Zi 1p N (P) 2"xI2"x72" PRESSURE I I i TREATED WOOD SIGN 2) DENTAL CLINIC ? -1' WOOD TRIM AROUNDD (TYP) YP)P) (P) SIGN LIGHT (TYP OF 2) (P) STACK BLOCK PLANTER WALL (TYP) - lu� , m' 11 �� .:: I FEB 2 2 2007 L.JLr1L J L I. J 12'-0" BUILDING UEP . ELEVATION VIEW Cal eS Z7-- ,-; - LA'NNING.CONDITIONS Pursuant to CU-07-10/ADB-07-11: 1.) The equipment shelter shall be painted to match PLANNING DATA the color of the existing commercial building. 2.) The WCF pole shall be painted dark green. 3.) The maximum WCF pole height is 556". New Commercial / Multi -Family Projects r.3 STREET FILE Name: T- MiD i IP., Date: p}.'iJ0 •?i00�• Site Address: 10 O 4 2,;m3 T } 9tyeei- Sw/ File Number: DLD . 01.. 01- 0 9 Project Description: oew wcf : 575'(01f 1fpt Po le & I 1 Jx 14'-(0" new u i vy)e4'1t SVl e t tCl✓ 10L&,+' 1 CGl-ra g Use(s) Proposed: W C f - Allowed Use: ()(ES) NO) W / Gu CUP File Number: Gu•v p0_+- 10 To Allow What Uses: wC4- t c.7V1et+cv IbI d ct Legal Nonconforming Land Use Determination Issued: (YES /©O Reduced Site Plan Provided: (-0/ NO) Zoning: 5 Map Page: O d 3 Comp Plan Designation: N e, ghbcwftv od un-A , Corner Lot: ( E / NO) 3 _ yl d ey Flag Lot: (YES /00 ADB File Number: Ape . Zp p-f .' ( Lot Area: $ (gyp 0 (p 0 •?i0 a c.ire,�, Plans Match ADB Approved: ( S NO) Shoreline Required: (YES / I& Critical Areas Determination #: ❑ Study Required C.,P-A-V00+''G� ® Waiver SEPA Determination: eAL LAVIAZY 601 I�;Q,t• q�.�. 0 Exempt (W Q (, t9 �' r - `d D b . ZS . Gt. • 111 ❑ Needed Requires: 1 Fee, 2 Environmental Checklist, and 3 APO List with notarized_ form - Re wired Setbacks , Street -am 0N� %iD' (O S e 2p Si� : 1 SR O st-ReS Wt 2a . Actual Setbacks strmr ,y 0 y. s,dc-- 55' s/ R g Lot Coverage Required: / Lot Coverage Provided: Lot Coverage Calculations: Buildin Height Datum Point: / TIDp () f (,Pj Datum Elevation: Maximum Height: E55 O (q it ( (P0' .f-11 j 1) Actual Height: 1551 (�'I Subdivision: 0__0 Lot Aggregation Required: / Landscaping, Landscaping Matches ADB Approved: N fie, Yeciwmet Pw A-�� • U�•� I Landscaping Bid Provided: (YES / NO) /` Bond Amount (100% Bid): * du& +v t o c a-hm of/� c2 cwm Plan Review By: gf;W ave� YCC70-w-na t tbt Iche V vic P t of po Ile- i PLANNING DATA New Commercial / Multi -Family Projects STREET FILE Commercial Parkin Analysis Business Name Type/Use . Parking Ratio Tenant ' Area ' Required Parkin • r d :Total Parking Required. - Total Par"king Provided.- Multi FanW Parking Anal sis # Bedrooms per Dwelling Unit Parking Ratio # Units Required Parkin Studio 1.2/D.U. 1 Bedroom 1.5/D.U. / 2 Bedrooms 1.8/D.U. 3 + Bedrooms. ... 2.0/D.U. k y' Total Parking Required. Total Parking Pro vided.• Other Plan Review By: co 10ti T 10 (P) 3" U/G PVC POWER CONDUIT 260 L.F. ± & (P) 2" U/G PVC TELCO CONDUIT 260 L.F. ± (SEE SHT. A-4 FOR TRENCHING INFORMATION) P T p P T P T p T P T P T T P T P T P— T p T 88*34'1WE �O 123.57' I 1 a 20' SETBACK 20'-2" ± 1 a I I 1\,\\1111111 11\1\11\ I `,1\11111 I `1,11 1 87'-3" ± I 111,11\1\\11` I fi\ I FUTURE CARRIER LEASE AREA I ,...._. - - 20' ---- ----- - ._- SETBACK I - APN #00615800000100 \ \ \ \ 1 (P) 55'-6" AGL STEEL MONOPOLE W/ NEW ANTENNAS MOUNTED WITHIN SHROUD / \ (SEE RF SHTS FOR ANTENNA INFORMATION) / 26'-10" ± 20 / SETBACK 1 / 1 / i/ O / / 1 O / 1 1 \\\\\\ COPX \\\11\\\\\\\ COP' / \\1\ — — — — — — — — — — — NIMot CD z II/ R711 I 11 I IXI IXI I/ / I I ILI I/11 } y /I — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — ----------- /I C 55'-6" ± /A -- \ I LE EQUIPMENT (SEE SHT. A-1 2 FOR ENLARGED DETAILS) 15 r ^-� SETBACK i G%L3,U3"E- 100.24' — — -- — — ---- Zi — — ---------- -- OVERALL SITE PLAN APPROIVED 22x34 SCALE: 3116" =1' 11x17 SCALE: 3/32" = 1' \ FIR,7DES' 0 I I/ v 3 /Al, N 00 / T 0 M 0 M mMobilem 19807 NORTHCREEK PKWY N BOTHELL, WA 98011 OFFICE (425) 398.7600 .�� ■ memo Y.1..omm s %w e NORTH FIRDALE SE 1705 10014 238TH ST SW EDMONDS, WA 98020 I r ISSUED FOR: 1 `'REVISION HISTORY: FN0. DATE: DESCRIPI A5/17/2007 STRUCTUF SHTS. ADC Q12/26/2006 MINOR REI QREV. 3 12/13/2006 PER NOISE REF A11/22/2006 ISSUED FC A J 11/13/2006 ISSUED DE =PLANS PREPARED B1in 1SOTH AVE HE A 98271 ,1 0 r., n o Corner ✓ Flag' LI sired _Aq a� DRAWN BY: = CHK. BY: = APPV. BY: ont W - Vol � AAL, AB BJT A ides c) ' 5 LICENSURE: kht w 55.5' �ti/�clGPrr � 15 ' 10.5 S' "� PLANNING CONDITIONS =' Pursuant to CU-07-10/ADB-07-11: 1.) The equipment shelter shall be painted to match the color of the existing commercial building. 2.) The WCF pole shall be painted dark green. 3.) The maximum WCF pole height is 556". APPROVED BY PL NNININ G D-fI3o/AS NOTED off BY TENGINEERING 5� E '�161�•!�- N/ l,CT tS u M40 t rry 11qSTftU,qM0NS 'Wkj 'C Qfr 'Rfis u REC JUL BUILDIN( C1 i,y / 'rO 37041 S� rsTi� SSIO��G EXPIRES 08/25/07 IUIPMENT: WIRELESS COMMUNICATIONS FACILITY W/ANTENNAS LOCATED ON A 55'-6" AGL STEEL MONOPOLE WITH BTS EQUIPMENT IN A FENCED COMPOUND. 1AWING INFORMATION: DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLY PROHIBITED. DRAWING TITLE: n0Aw1uf= UNIMQce. u 5 O-E, PAN flumm REC.EIVED JUL 0 5- 2007 BUILDING DEPARTMENT CITY OF EDMONDS NON -IONIZING ELECTROMAGNETIC EXPOSURE ANALYSIS ENGINEERING CERTIFICATION FOR T • •Mobile• STREET FILE JUL RECiivE® 2 3 2015 DEVELOPMENT SERVICES COUNTER PROJECT: Modification to Existing Antennas SITE NAME: SE01705E — North Firdale Village CROWN CASTLE SITE: 826146 SITE ADDRESS: 10014 238th Street SW Edmonds, WA 98020 DATE: June 22, 2015 PREPARED BY: I� MORRISON HERSHFIELD 10900 NE 8th Street, Suite 810 Bellevue, WA 98004 425-451 -1 301 -2- T-Mobile Site SE01705E — North Firdale Village F ,A -3- INTRODUCTION Morrison Hershfield has been retained by T-Mobile to evaluate a proposed T-Mobile telecommunications site as described below. Evaluation is for compliance with current Federal Communications Commission (FCC) and local rules regarding public exposure to radiofrequency (RF) electromagnetic fields (EMFs). PROJECT The proposed T-Mobile project consists of an existing WCF (Wireless Communications Facility) located at 10014 238th Street SW, Edmonds, WA 98020; Latitude and Longitude: 47046'59.0",-122*2210.35". The planned improvements will include the placement of new antennas as described below. These antennas will be mounted to the existing mount assembly at top of a tower structure at 55' AGL worst condition to the centerline of the antennas. All antennas face outward and point directionally away. Therefore it is unlikely that anyone other than authorized RF workers could approach near enough to any of the transmit antennas to cause that person's RF exposure to exceed FCC limits. It is expected that RF exposure conditions near ground level at the site, and at all adjacent properties, due to the contributions from all transmitting antennas will be well below the FCC public exposure limit. PROPOSED EQUIPMENT Type of Service: UMTS/GSM/LTE Cellular Antennas: Sector Azimuth Height Description Alpha: 0 50' (1) NEW Andrew DBXNH-6565A-A2M panel antenna Beta: 120 50' (1) NEW Andrew DBXNH-6565A-A2M panel antenna Gamma: 240 50' (1) NEW Andrew DBXNH-6565A-A2M panel antenna T-Mobile Site SE01705E — North Firdale Village 1 P14 -4- PROPOSED EQUIPMENT (cont) Maximum Power: 7456 watts CALCULATIONS Calculations for RF power densities near ground level are based on the "Evaluating Compliance with FCC Guidelines for Human Exposure to Radio Frequency Electromagnetic Fields, OET Bulletin 65" Edition 97-01, August 1997; issued by the Federal Communications Commission Office of Engineering & Technology. Compliance is determined by comparing RF field predictions with the general population/uncontrolled environment (i.e., "Public") Maximum Permissible Exposure limits (MPEs) allowed by the FCC rules, as specified in CFR 47 §1.1310. The following formula has been used to calculate the power densities at specific locations: S = 0.36 x ERP / R2 Where: S = power density (mW/cm2) ERP = power in watts R = distance to the center of the radiation antenna (ft) Formula is based on Equation 9 on page 21 of OET Bulletin 65. It includes the effect of ground reflections. The Effective Radiated Power (ERP) depends on the vertical antenna pattern. THEORETICAL ANALYSIS All existing and proposed transmit antennas are highly directional and project the majority of the transmitted RF energy horizontally and well above all nearby accessible areas. The following theoretical calculations predict the peak exposure condition for a six-foot person standing at the nearest approach to the transmit antennas. A six-foot tall person standing on the ground near the base of the antenna support or building would be at least approximately 44.0 feet below all of the existing and proposed transmit antennas. T-Mobile Site SE01705E — North Firdale Village �� -5- CONTRIBUTION OF T-Mobile FACILITY TO RF EXPOSURE ENVIRONMENT Based on information provided by T-Mobile RF Engineers, the maximum ERP from any sector of the proposed T-Mobile facility will be less than or equal to 7456 watts with all channels activated. Thus the worst -case downward ERP is 74.56 watt (i.e., 1/100th of 100 watts) from the facility. By use of the power density formula previously described, with input values of 74.56 watt downwards ERP, and a distance of 44.0 feet, the worst -case calculated power density at head height from the T-Mobile facility to a six-foot person standing at ground level is 0.0138645 mW/cm2. T-Mobile antennas will transmit and/or receive at different MHz frequency bands worst case being the LTE at 700 MHz. The Public MPE limit for the LTE frequency transmitted by this facility is 0.47 mW/cm2. The worst -case calculated exposure condition resulting from the T-Mobile facility is the power density divided by the Public MPE limit = 2.9709563% of the Public MPE limit. This worst -case calculated exposure level is well below the 100% FCC limit. The actual exposure conditions are likely to be many times less than this worst -case value and all ground level areas are expected to have exposure conditions less than the calculated Public MPE due to the proposed T-Mobile facility. OTHER CARRIERS The following are examples of wireless carriers providing service to the local area: CDMA/LTE 700-2500 Mhz Sprint, Verizon, US Cellular GSM/UMTS/LTE 700-2100 Mhz AT&T, T-Mobile CONTRIBUTION OF OTHER EXISTING CARRIERS TO RF EXPOSURE ENVIRONMENT To the best of our knowledge and information, there are no other carriers collocated on this structure. T-Mobile Site SE01705E — North Firdale Village �� FCC COMPLIANCE The general population/uncontrolled exposure near this facility, including persons at ground level, surrounding properties, inside and on existing structures will have RF exposure much lower than the "worst case" scenario, which is a small fraction of the MPE limit. Only, trained personnel will be allowed to access the T-Mobile antennas and equipment for maintenance operations. It shall be the responsibility of T-Mobile and/or its contractors to provide adequate occupational training making employees fully aware of the potential for RF exposure, and to exercise control over their exposure that is within their occupational/controlled limits. The FCC has determined that at sites where multiple wireless facilities are co -located, the responsibility for site -wide RF safety compliance is the shared responsibility of all licensees whose facilities produce exposure conditions greater than 5% of the applicable MPE exposure limit. Thus a new applicant is responsible for compliance (or submitting an environmental assessment) at a multiple -facility site only if the proposed facility, when considered alone, would produce exposure conditions in excess of 5% of the MPEs. Wireless facilities that produce less than 5% of the applicable MPE exposure limit at accessible locations are considered to be exempt from further study. As demonstrated in this report by worst -case exposure calculations, the proposed T- Mobile facility is part of a multiple wireless facility, and will produce far less than 5% of the applicable exposure limit for public environments. Therefore, pursuant to the Commission's rules no further calculations, measurements or other RF studies are required, and the proposed T-Mobile facility is presumed to be in compliance with the FCC's RF exposure rules. Because the proposed T-Mobile facility is in compliance with federal rules, it is also in compliance with local regulations concerning RF exposure. The following is the complete text of 47 U.S.C. § 332(c)(7)(B)(iv): "No State or local government or instrumentality thereof may regulate the placement, construction, or modification of personal wireless service facilities on the basis of the environmental effects of radio frequency emissions to the extent that such facilities comply with the Commission's regulations concerning such emissions. T-Mobile Site SE01705E — North Firdale Village I IA -7- CONCLUSIONS Based on these calculations, the proposed WCF will comply with current FCC and local rules and guidelines regarding human exposure to radio frequency electromagnetic fields. This conclusion is based solely on the comparison of predicted RF conditions in specific areas with the corresponding safe exposure limits set forth in the FCC rules. The FCC exposure limits are based on recommendations by federal and private entities with the appropriate expertise in human safety issues. To avoid any misunderstanding, I hereby state that, to the best of my knowledge, belief and professional judgment, this report represents an accurate appraisal of exposure to RF EM fields based upon careful evaluation to the extent reasonably possible. Respectfully Submitted For the Firm, Jun �O- M' CgC� SQ`5 04WA1f9 'Q VAL Jason Ceglia, PE Morrison Hershfield Corp. T-Mobile Site SE01705E — North Firdale Village I P Date: May 20, 2015 Josh Euler Crown Castle 1500 Corporate Drive Canonsburg, PA 15317 (724) 416-2061 RECEIVED jUL 23 2015 DEVELOPMENT SERVICES COUNTER GPD GROUP Professional Corporation GPD 520 S. Main St., Suite 2531 Akron, OH 44311 (614) 859-1607 dpalkovic@gpdgroup.com Subject: Structural Analysis Report Carrier Designation: T-Mobile Co -Locate Carrier Site Number: SE01705E Carrier Site Name: North Firdale Village Crown Castle Designation: Crown Castle BU Number: 826146 Crown Castle Site Name: N Firdale Villag/Dental Crown Castle JDE Job Number: 332896 Crown Castle Work Order Number: 1056940 Crown Castle Application Number: 291666 Rev. 1 Engineering Firm Designation: GPD Project Number: 2015777.826146.01 Site Data: 10014 238th Street SW, Edmonds, Snohomish County, WA 98020 Latitude 47046'59'; Longitude-122022'0.35" 55 Foot — Concealment Tower Dear Josh Euler, GPD is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural `Statement of Work' and the terms of Crown Castle Purchase Order Number 785803, in accordance with application 291666, revision 1. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC5: Existing + Proposed Equipment Sufficient Capacity Note: See Table I and Table II for the proposed and existing/reserved loading, respectively. This analysis has been performed in accordance with the 2012 International Building Code based upon an ultimate 3-second gust wind speed of 110 mph converted to a nominal 3-second gust wind speed of 85 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category B with a topographic category 1 and crest height of 0 feet, and Risk Category II were used in this analysis. Additionally Seismic forces have been evaluated based on Site Class D with spectral response factors of Ss of 1.262 and S, of 0.494. We at GPD appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Structural analysis prepared by: Ahmmed A. Hammada, El Respectfully submitted by: John N. Kabak, S.E Washington #: 50892 BXP 01/16/17 5/20/2015 520 South Main Street . Suite 2531 . Akron, Ohio 44311 . 330-572-2100 . Fax 330-572-2101 . www.GPDGroup.com GPD Group, Professional Corporation. 55 It Concealment Tower Structural Analysis May 20, 2015 Project Number 2015777.826146.01, Application 291666, Revision 1 CCI BU No 826146 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 - Tower Components vs. Capacity 4.1) Recommendations 5) DISCLAIMER OF WARRANTIES 6) APPENDIX A tnxTower Output 7) APPENDIX B Base Level Drawing 8) APPENDIX C Additional Calculations tnxTower Report - version 6.1.4.1 55 It Concealment Tower Structural Analysis May 20, 2015 Project Number 2015777.826146.01, Application 291666, Revision 1 CCI BU No 826146 Page 3 1) INTRODUCTION The existing 55ft monopole has two major sections connected by flanged connection. It has a constant diameter if 24" from 0 to 35ft. the mast is a 4.5" diameter by 0.237" thick pipe that has 24" diameter concealment. The structure is painted and has no lights at the top of the tower. This tower is a 55ft Monopole tower designed by WIRELESS STRUCTURES CONSULTING, PC in March of 2007. The tower was originally designed for a wind speed of 100 mph per TIA/EIA-222-F. 2) ANALYSIS CRITERIA This analysis has been performed in accordance with the 2012 International Building Code based upon an ultimate 3-second gust wind speed of 110 mph converted to a nominal 3-second gust wind speed of 85 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category B with a topographic category 1 and crest height of 0 feet, and Risk Category II were used in this analysis. Seismic loading was taken directly from ASCE 7-10 in accordance with the Exception #4 of Section 1613.1 and Section 3108.1 of the 2012 International Building Code. In accordance with the code provisions, wind loading and seismic loading were not applied concurrently and seismic forces have been evaluated based on Site Class D with spectral response factors of Ss of 1.262 and S1 of 0.494. The wind loading case was found to be controlling in this case. Refer to Appendix C for seismic calculations Table 1 - Proposed Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) � I "0.0 3 Andrew DBXNH-6565A-A2M 50.0 40.0 ETM19V2S12UB 1 6 Andrew Table 2 - Existing and Reserved Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 12 7/8 50.0 3 Andrew TMBXX-6516-A2M 50.0 1 40.0 12 Andrew ETW 190VS12UB 49.75 49.75 1 24" x 10' Canister 39.75 39.75 1 24" x 10' Canister Notes: 1) Equipment To Be Removed Table 3 - Design Antenna and Cable Information Center Mounting Line Number Antenna Number Feed Level (ft) Elevation of Manufacturer Antenna Model of Feed Line (ft) Antennas Lines Size (in) 52.5 52.5 3 Andrew ADFD1820-6565B-R20M 45.5 45.5 1 24" x 10' Canister 35.5 35.5 1 24" x 10' Canister tnxTower Report - version 6.1.4.1 55 ft Concealment Tower Structural Analysis May 20, 2015 Project Number 2015777.826146.01, Application 291666, Revision 1 CCI BU No 826146 Page 4 3) ANALYSIS PROCEDURE Table 4 - Documents Provided F_ Document Remarks Reference Source 4-GEOTECHNICAL REPORTS Adapt Project #: WA06-14421- 3896722 CCISITES GEO, dated: 12/22/06 4-TOWER FOUNDATION PSM Job #: C07040, dated: 3896699 CCISITES DRAW INGS/DESIGN/SPECS 3/20/07 4-TOWER MANUFACTURER WSC Project #: 07-0043, dated: 3896710 CCISITES DRAWINGS 3/8/07 4-TOWER MAPPING REPORT CMC Communications, dated: 5533607 CCISITES 11/18/14 3.1) Analysis Method tnxTower (version 6.1.4.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. This analysis may be affected if any assumptions are not valid or have been made in error. GPD should be notified to determine the effect on the structural integrity of the tower. tnxTower Report - version 6.1.4.1 55 It Concealment Tower Structural Analysis May 20, 2015 Project Number 2015777.826146.01, Application 291666, Revision 1 CCI BU No 826146 Page 5 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Section No. Elevation (ft) Component Type Size Critical Element P (K) SF'P_allow (K) % Capacity Pass / Fail Li 55 - 34.75 Pole P4 STD 1 -0.96 119.98 47.4 Pass L2 34.75 - 0 Pole P 24 SCH 10 2 -3.99 583.92 13.2 Pass Summary Pole (Li) 47.4 Pass Rating = 1 47.4 Pass Table 6 - Tower Component Stresses vs. Capacity — LC5 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 23.0 Pass 1 Base Plate 0 14.5 Pass 1 Base Foundation 0 2.8 Pass 1 Base Foundation Soil Interaction F 0 9.8 Pass Structure Rating (max from all components) = 62.3% Notes: 1) See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity consumed. 4.1) Recommendations The existing tower and its foundation are sufficient for the proposed loading and do not require modifications. tnxTower Report - version 6.1.4.1 55 ft Concealment Tower Structural Analysis May 20, 2015 Project Number 2015777.826146.01, Application 291666, Revision 1 CCI BU No 826146 Page 6 5) DISCLAIMER OF WARRANTIES GPD has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. If the existing conditions are not as represented on the tower elevation contained in this report, we should be contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the tower or foundation. This report does not replace a full tower inspection. The tower and foundations are assumed to have been properly fabricated, erected, maintained, in good condition, twist free, and plumb. The engineering services rendered by GPD in connection with this Structural Analysis are limited to a computer analysis of the tower structure and theoretical capacity of its main structural members. No allowance was made for any damaged, bent, missing, loose, or rusted members (above and below ground). No allowance was made for loose bolts or cracked welds. This analysis is limited to the designated maximum wind and seismic conditions per the governing tower standards and code. Wind forces resulting in tower vibrations near the structure's resonant frequencies were not considered in this analysis and are outside the scope of this analysis. Lateral loading from any dynamic response was not evaluated under a time -domain based fatigue analysis. GPD does not analyze the fabrication of the structure (including welding). It is not possible to have all the very detailed information needed to perform a thorough analysis of every structural sub -component and connection of an existing tower. GPD provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc. The purpose of this report is to assess the capability of adding appurtenances usually accompanied by transmission lines to the structure. It is the owner's responsibility to determine the amount of ice accumulation in excess of the code specified amount, if any, that should be considered in the structural analysis. The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from these sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction document. Precise modification drawings are obtainable from GPD, but are beyond the scope of this report. Miscellaneous items such as antenna mounts, etc., have not been designed or detailed as a part of our work. We recommend that material of adequate size and strength be purchased from a reputable tower manufacturer. Towers are designed to carry gravity, wind, and ice loads. All members, legs, diagonals, struts, and redundant members provide structural stability to the tower with little redundancy. Absence or removal of a member can trigger catastrophic failure unless a substitute is provided before any removal. Legs carry axial loads and derive their strength from shorter unbraced lengths by the presence of redundant members and their connection to the diagonals with bolts or welds. If the bolts or welds are removed without providing any substitute to the frame, the leg is subjected to a higher unbraced length that immediately reduces its load carrying capacity. If a diagonal is also removed in addition to the connection, the unbraced length of the leg is greatly increased, jeopardizing its load carrying capacity. Failure of one leg can result in a tower collapse because there is no redundancy. Redundant members and diagonals are critical to the stability of the tower. GPD makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability arising from material, fabrication, and erection of this tower. GPD will not be responsible whatsoever for, or on account of, consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of GPD pursuant to this report will be limited to the total fee received for preparation of this report. tnxTower Report - version 6.1.4.1 55 ft Concealment Tower Structural Analysis May 20, 2015 Project Number 2015777.826146.01, Application 291666, Revision 1 CCI BU No 826146 Page 7 APPENDIX A TNXTOWER OUTPUT tnxTower Report - version 6.1.4.1 o v ~ N m N N 0 a '^ a 0 2 N U N d n O � N fV N a o dt N 34.3 n 0.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Canister Load1 55 TMBXX-6516-A2M w/ Mount Pipe 50 Canister Load2 54.75 (4) ETW190VS12UB 50 DBXNH-6565A-A2M w/ mount pipe 50 (4) ETW190VS12UB 50 (2) ETM19V2S12UB 50 (4) ETW190VS12UB 50 (2) ETM19V2S12UB 50 DBXNH-6565A-A2M w/ mount pipe 50 (2) ETM19V2S12UB 50 DBXNH-6565A-A2M w/ mount pipe 50 TMBXX-6516-A2M w/ Mount Pipe 50 Canister Loa 13 44.75 TMBXX-651 &A2M w/ Mount Pipe 50 Canister Load4 34.75 MATERIAL STRENGTH GRADE Fy Fu I GRADE I Fy Fu A53-B-42 142 ksi 163 ksi I A53-B-35 135 ksi 163 ksi TOWER DESIGN NOTES Tower is located in Snohomish County, Washington. Tower designed for Exposure B to the TIA-222-G Standard. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard. Tower is also designed for a 30 mph basic wind with 0.25 in ice. Ice is considered to increase in thickness with height. Deflections are based upon a 60 mph wind. Tower Structure Class II. Topographic Category 1 with Crest Height of 0.00 It TOWER RATING: 47.4% N ALL REACTIONS ARE FACTORED AXIAL 5K SHEAR MOMENT 0 K 7 kip-lt 30 mph WIND - 0.2500 in ICE AXIAL 4K SHEAMOMENT 1 Kj 42 kip-R REACTIONS - 85 mph WIND GPD 520 S. Main St., Suite 2531 Akron, OH 44311 Phone: 330-572-2100 FAX: 330-572-2101 o' N Fir_dale Villa/Dental Proje0: 2015777.826146.01 Client: Crown Castle orawnby:ahammada Aped: CodeTIA-222-G --Date: 05/20/15 Scale: NTS Path: \\AKRN05. co.com\TELECOM\Cmwn\826146\01\TNM26146-1-III. Dwg N0. E-1 Feed Line Distribution Chart 0'-55' Round Flat App In Face App Out Face Truss Leg W Face A Face B Face C GPD A /� 520 S. Main St., Suite 2531 Akron, OH 44311 Phone: 330-572-2100 FAX: 330-572-2101 lob: N Firdale Villa/Dental Project: 2015777.826146.01 G10n': Crown Castle or,,nby:ahammada Appd: Code: TIA-222-G oate:05/20/15 Scale: NTS Path: \WKRN05 co.com\TELECOM\CmwnT26146101\TN%1626146.1 111. Dwg Ne E' 55 ft Concealment Tower Structural Analysis May 20, 2015 Project Number 2015777.826146.01, Application 291666, Revision 1 CC/ BU No 826146 Page 8 Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 1) Tower is located in Snohomish County, Washington. 2) ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). 3) Basic wind speed of 85 mph. 4) Structure Class II. 5) Exposure Category B. 6) Topographic Category 1. 7) Crest Height 0.00 ft. s) Nominal ice thickness of 0.2500 in. 9) Ice thickness is considered to increase with height. 10) Ice density of 56 pcf. 11) A wind speed of 30 mph is used in combination with ice. 12) Temperature drop of 50 OF. 13) Deflections calculated using a wind speed of 60 mph. 14) A non -linear (P-delta) analysis was used. 15) Pressures are calculated at each section. 16) Stress ratio used in pole design is 1. 17) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KUr Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Use TIA-222-G Tension Splice Capacity Exemption Treat Feedline Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation 4 Consider Feedline Torque Include Angle Block Shear Check Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Pole Section Geometry Section Elevation Section Pole Pole Socket Length Length Size Grade ft ft ft L1 55.00-34.75 20.25 P4 STD A53-13-42 (42 ksi) L2 34.75-0.00 34.75 P 24 SCH 10 A53-13-35 (35 ksi) tnxTower Report - version 6.1.4.1 55 ft Concealment Tower Structural Analysis May 20, 2015 Project Number 2015777.826146.01, Application 291666, Revision 1 CCI BU No 826146 Page 9 Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft f12 in in in L1 55.00- 34.75 L2 34.75-0.00 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg It ft2/ft plf LDF5-50A(7/8") C No Inside Pole 50.00 - 0.00 12 No Ice 0.00 0.33 1/2"Ice 0.00 0.33 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 fe ft2 K L1 55.00-34.75 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.06 L2 34.75-0.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.14 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n It Leg in fie f12 ff ft2 K L1 55.00-34.75 A 0.516 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.06 L2 34.75-0.00 A 0.469 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.14 Feed Line Center of Pressure Section Elevation CPX CPZ CPX CPZ Ice Ice It in in in in L1 55.00-34.75 0.0000 0.0000 0.0000 0.0000 L2 34.75-0.00 0.0000 0.0000 0.0000 0.0000 Shielding Factor Ka tnxTower Report - version 6.1.4.1 55 ft Concealment Tower Structural Analysis May 20, 2015 Project Number 2015777.826146.01, Application 291666, Revision 1 CCI BU No 826146 Page 10 Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. Discrete Tower Loads Weight Description Face Offset Offsets: Azimuth Placement CAAA CAAA or Type Horz Adjustmen Front Side Leg Lateral t Vert ft It ft2 fe K ft ° ft DBXNH-6565A-A2M w/ A From Leg 1.00 0.0000 50.00 No Ice 0.00 0.00 0.06 mount pipe 0.00 1/2" 0.00 0.00 0.12 0.00 Ice DBXNH-6565A-A2M w/ B From Leg 1.00 0.0000 50.00 No Ice 0.00 0.00 0.06 mount pipe 0.00 1/2" 0.00 0.00 0.12 0.00 Ice DBXNH-6565A-A2M w/ C From Leg 1.00 0.0000 50.00 No Ice. 0.00 0.00 0.06 mount pipe 0.00 1/2" 0.00 0.00 0.12 0.00 Ice (2) ETM19V2S12UB A From Leg 1.00 0.0000 50.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.02 -10.00 Ice (2) ETM19V2S12UB B From Leg 1.00 0.0000 50.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.02 -10.00 Ice (2) ETM19V2S12UB C From Leg 1.00 0.0000 50.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.02 -10.00 Ice Canister Loadl C None 0.0000 55.00 No Ice 0.06 0.06 0.00 1/2" 0.07 0.07 0.00 Ice Canister Load2 C None 0.0000 54.75 No Ice 6.06 6.06 0.06 1/2" 12.57 12.57 0.14 Ice Canister Load3 C None 0.0000 44.75 No Ice 12.00 12.00 0.20 1/2" 25.00 25.00 0.35 Ice Canister Load4 C None 0.0000 34.75 No Ice 6.00 6.00 0.19 1/2" 12.50 12.50 0.26 Ice Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice MxTower Report - version 6.1.4.1 55 ft Concealment Tower Structural Analysis Project Number 2015777.826146.01, Application 291666, Revision 1 Comb. Description No. 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg - Service 41 Dead+Wind 60 deg - Service 42 Dead+Wind 90 deg - Service 43 Dead+Wind 120 deg - Service 44 Dead+Wind 150 deg - Service 45 Dead+Wind 180 deg - Service 46 Dead+Wind 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wind 270 deg - Service 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 deg - Service Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. o ° L1 55 - 34.75 2.020 39 0.5724 0.0000 L2 34.75 - 0 0.212 39 0.0455 0.0000 May 20, 2015 CCI BU No 826146 Page 11 Critical Deflections and Radius of Curvature- Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 0ft 55.00 Canister Load 39 2.020 0.5724 0.0000 10708 54.75 Canister Load2 39 1.994 0.5648 0.0000 10708 50.00 DBXNH-6565A-A2M wf mount 39 1.501 0.4210 0.0000 10708 pipe 44.75 Canister Loadi 39 0.988 0.2710 0.0000 5223 34.75 Canister Load4 39 0.212 0.0455 0.0000 2828 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. o ° tnxTower Report - version 6.1.4.1 55 It Concealment Tower Structural Analysis Project Number 2015777.826146.01, Application 291666, Revision 1 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load It in Comb. o° Li 55-34.75 7.301 L2 34.75-0 0.761 2.0708 0.0000 0.1638 0.0000 May 20, 2015 CCI BU No 826146 Page 12 Critical Deflections and Radius of Curvature - Design Wind Radius of Elevation Appurtenance Gov. Deflection Tilt Twist Load Curvature It Comb. in o oft 55.00 Canister Loadl 8 7.301 2.0708 0.0000 2963 54.75 Canister Load2 8 7.207 2.0431 0.0000 2963 50.00 DBXNH-6565A-A2M w/ mount 8 5.426 1.5226 0.0000 2963 pipe 44.75 Canister Load3 8 3.568 0.9800 0.0000 1445 34.75 Canister Load4 8 0.761 0.1638 0.0000 782 Compression Checks Pole Design Data Ratio Section Elevation Size L L KI/r A P op No. P ft It It W K K $ p� Li 55 - 34.75 (1) P4 STD 20.25 0.00 0.0 3.1741 -0.96 119.98 0.008 L2 34.75-0(2) P 24 SCH 10 34.75 0.00 0.0 18.653 -3.99 583.92 0.007 Pole Bending Design Data Section Elevation Size W OW Ratio M y OM y Ratio No. M x M-. ft kip-ft kip-ft 0M�X kip-ft kip-ft oM y Li 55 - 34.75 (1) P4 STD 6.33 13.58 0.466 0.00 13.58 0.000 L2 34.75-0(2) P 24 SCH 10 42.46 339.14 0.125 0.00 339.14 0.000 Pole Shear Design Data Section Elevation Size Actual 0V Ratio Actual T Ratio No. V V. T T. It K K 0V� kip-ft kip-ft 0T� L1 55 - 34.75 (1) P4 STD 0.45 59.99 0.008 0.00 20.25 0.000 L2 34.75-0(2) P 24 SCH 10 1.49 291.96 0.005 0.00 571.88 0.000 Pole Interaction Design Data tnxTower Report - version 6.1.4.1 55 ft Concealment Tower Structural Analysis Project Number 2015777.826146.01, Application 291666, Revision 1 May 20, 2015 CCI BU No 826146 Page 13 Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P M x Mu, V T Stress Stress tt OPn OW OMny 0V 0T� Ratio Ratio Li 55 - 34.75 (1) 0.008 0.466 0.000 0.008 0.000 0.474 1.000 4 8 2 L2 34.75 - 0 (2) 0.007 0.125 0.000 0.005 0.000 0.132 1.000 1� 4 8 2 Section Capacity Table Pass Section Elevation Component Size Critical P ePa m % No. ft Type Element K K Capacity Fail Li 55 - 34.75 Pole P4 STD 1 -0.96 119.98 47.4 Pass L2 34.75 - 0 Pole P 24 SCH 10 2 -3.99 583.92 13.2 Pass Summary ELC: Load Case 5 Pole (1-1) 47.4 Pass Rating = 47.4 Pass tnxTower Report - version 6.1.4.1 55 ft Concealment Tower Structural Analysis May 20, 2015 Project Number 2015777.826146.01, Application 291666, Revision 1 CCI BU No 826146 Page 14 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 6.1.4.1 NSTAL ED) 12) 7/8• TO 60 FT LEVEL BUSINESS UNIT: 826146 TOWER ar. C_BASElEVEL BASE LEVEL DRAWING 11-1-A 1 Llw�wu\111bl�GWD1�1011 18[' 11� CROWN REGION ADDRESS USA n9� �yy 4 �age9 s5 Cza s DRAWN BY: OF CHECKEDBY: KT DRAWING DATE: 01MM010 BITE NUMBER: SITE NAME: SITE NAME N FIRDALE WLLAWDENTAL 8281N SITE ADDRESS 10014 238TH STREET SW EDMONDS, WA 28080 SNOHOMISH COUNTY USA SHEET TITLE BASE LEVEL SHEET NUMBER Al -0 55 It Concealment Tower Structural Analysis May 20, 2015 Project Number 2015777.826146,01, Application 291666, Revision 1 CCI BU No 826146 Page 15 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 6.1.4.1 CCI Flagpole Tool Site Data BU#: 826146 Site Named N Firdale Villag/Dental App #: 291666 Rev. 1 Code Code: TIA-222-G Ice Thickness: 0.25 in Windspeed (V): 85 mph Ice Wind Speed (V): 30 mph Exposure Category: B Topographic Feature: N/A Structure Class: II Tower Information Total Tower Height: 55 ft Base Tower Height: 34.75 ft Total Canister Length: 20.25 ft Number of Canister Assembly Sections: 3 61 CCASTLE �DI BOLT HOLE8 at CONCEALMENT PMJEL ATTACHMBIT FLANGE PLATE (TYPE 2: SOLIDITY RATIO 0.75) Mating Mating Canister Section Canister Canister Number of Sides Plate Flange Flange Solidity Plate Canister Assembly Assembly Plate Plate Weight Weight Number': Canister Section Type: Ratio Length (ft): Diameter (in): Thickness (in)**: Diameter(Kip): in • (Kip) 1 0.25 4.5 Round 2 0.00 0.75 0.000 0.001 2 10 24 Round 2 0.3$ 24 0.75 0.073 0.126 3 10 24 Round 3 1 Ob 23 5 05 0 123 1 0.126 —oons are numoe— ,vm — top o, —rower uown - maung mange 1.— a< <ne uuumn ui iamsie� seuiun Flag on Tower: No Truck Ball on Tower: No Geometry: Base Tower +Spine 826146-1-II.eri (lost saved 051201:09 pm) Pole Height Above Base (ft) Section Length (ft) Lap Splice Length (ft) Number of Sides Top Diameter (in) Bottom Diameter (in) Wall Thickness (in) Bend Radius (in) Pale Material 55 20.25 0 4.5 4.5 0.237 n/a A53-8-42 34.75 34.75 0 24 24 0.25 n/a A53-B-35 Discrete Loads : CFAF for Canister Assembly Canister Apply CFAF at Canister Assembly Canister Loading Elevation(z) r� CFAF CFAF CFAF CFAF CFAF Assembly Weight = No Ice (ft) Z 1/2" Ice (ft) 1" Ice (ftZ ) 2" Ice (ftz ) 4" Ice (ft z ) Weight No (tl 1/2" Ice Ice (Kip) (Kip) Canister Load 1 55 0.056 0.069 0.081 0.106 0.156 0.000 0.001 Canister Load 2 1 5475 1 6 056 1 12.569 1 13.081 14.106 16.156 0.063 1 0 138 Canister Load 3 4475 12 000 25.000 26.000 28.000 32.000 0 199 0 348 Canister Load 4 3475 6 000 12 500 13.000 14.000 16 000 0 186 0 261 Deflection Check Required: IYes I Import Deflection Results 3% Spine Deflection Check Allowable (3%) Horizontal Spine Deflection (inches) Actual Deflection ***(inches) Sufficient/ Insufficient 7.290 1.808 Sufficient neiauve aenecuun unuer serviue level wino apeeu Page 1 of 2 CCIFlagpole Tool v1.0 Square, Stiffened / Unstiffened Base Plate, Any Rod Material - Rev. F /G Assumptions: 1) Rod groups at corners. Total # rods divisible by 4. Maximum total # of rods = 48 (12 per Corner). 2) Rod Spacing = Straight Center -to -Center distance between any (2) adjacent rods (same corner) 3) Clear space between bottom of leveling nut and top of concrete not exceeding 1)'(Rod Diameter) Site Data BU#: 826146 Site Name: N Firdale Villag/Dental Ann*, 'J01RRR Rcv 1 Anchor Rod Data Eta Factor, ri 0.5 ITIA G (Fig. 4-4) Oty: Diam: Rod Material: Yield, Fy: Strength, Fu: Bolt Circle: 4 in ksi ksi in 1.5 Other 55 75 28 Plate Data W=Side: Thick:E136 Grade: Clip Distance: 28 in in ksi in 5 Stiffener Data(Welding at both sides Configuration: Weld Type: Groove Depth: Groove Angle: Fillet H. Weld: Fillet V. Weld: Width: Height: Thick: Notch: Grade: Weld str.: Unstiffened ** in ** degrees <-- Disregard in in in in in ksi ksi Clear Space between Stiffeners at B.C. in Pole Data Diam: Thick: Grade: # of Sides: 24 in in ksi "0" IF Round 0.25 35 0 Base Reactions TIA Revision: Factored Moment, Mu: Factored Axial, Pu: Factored Shear, Vu: G ft-kips kips kips 42 4 1 Anchor Rod Results TIA G --> Max Rod (Cu+ Vu/n): 19.5 Kips Axial Design Strength, (D*Fu*Anet: 84.6 Kips Anchor Rod Stress Ratio: 23.0% Pass Base Plate Results Flexural Check Base Plate Stress: 4.7 ksi PL Design Bending Strength, (D*Fy: 32.4 ksi Base Plate Stress Ratio: 14.5% Pass N/A - Unstiffened Stiffener Results Horizontal Weld : N/A Vertical Weld: N/A Plate Flex+Shear, fb/Fb+(fv/Fv)A2: N/A Plate Tension+Shear, ft/Ft+(fv/Fv)A2: N/A Plate Comp. (AISC Bracket): N/A Pole Results Pole Punching Shear Check: N/A Max PL Length Yield Line Anchors at corner= St SI t— BASE PL Qty/4 THICKNESS CLAnchor, Typ. / STIFFENED CONFIGURATION ASSUMED IN TOOL Input clear space c� B C ror Snale Anchor Case \ Sp �� L9,pF Pole =/ DAM D Anchor Spacing Same As \w' Stiffener Spacing, lExcept for Sianle Corner Anchor (Input Clear Space) " Note: for complete joint penetration groove welds the groove depth must be exactly 1 /2 the stiffener thickness for calculation purposes PL Ref. Data Yield Line (in): 14.42 Max PL Length: 15.60 CClplate 1.5 - Square Base F-G 1.2, Effective March 19, 2012 Analysis date: 5/20/2015 Site Number 826146 Site Name N Firdale Villag/Dental Caisson Analysis Pier Properties Moment 42 kip-ft Analysis Properties TIA Code G Shear 1 kip Soil Safety Factor 1.33 Pier Diameter 5.0 ft Water Table Depth 99.0 ft Height Above Grade 0.50 ft Ignored Soil Depth 2.0 ft Depth Below Grade 10.00 ft Cohesion Based on PLS Caisson Donut Diameter ft Max Soil Capacity 110% Donut Depth ft Soil Properties Top of Soil Layer Bottom of Friction Soil Unit Cohesion Layer Layer Thickness Soil Layer Angle Weight (pcf) (psf) (ft) (ft) (ft) (degrees) Soil.Loyer Soil. Top Soil. Thick Soil.Bottom Soil.Weight Soil.Cohesion Soil. Phi 1 0.00 5 5.00 110 37 2 5.00 8 13.00 110 44 3 4 5 6 7 8 9 10 Critical Depths Below Grade Results Rotation Axis 7.51 ft Zero Shear 2.86 ft Soil Capacity 9.8% OK Max Pier Moment 45 kip-ft Moment At User Defined Depths Below Grade kip-ft kip-ft kip-ft kip-ft V1.0 Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral, transverse reinforcing Site Data BU#: 826146 Site Name: N Firdale Villag/Dental App #: 291666 Rev. 1 Loads Already Factored For M (WL) For P (DL) 1.3 <---- Disregard < ---- Disregard 1.3 Pier Properties Concrete: Pier Diameter = 5.0 ft Concrete Area = 2827.4 in Reinforcement: Clear Cover to Tie= 3.00 in Horiz. Tie Bar Size= 4 Vert. Cage Diameter = 4.34 ft Vert. Cage Diameter = 52.13 in Vertical Bar Size =0 Bar Diameter = 0.88 in Bar Area = 0.6 in Number of Bars = 24 As Total= 14.4 in A s/ Aconc, Rho: 0.0051 0.51 % ACI 10.5 , ACI 21.10.4, and IBC 1810. Min As for Flexural, Tension Controlled, Shafts: (3)"(Sq rt(f'c)/Fy: 0.0027 200 / Fy: 0.0033 Minimum Rho Check: Actual Req'd Min. Rho: 0.33% IFlexural Provided Rho: 0.51 % OK Ref. Shaft Max Axial Capacities. (b Max(Pn or Tn): Max Pu = ((p=0.65) Pn. Pn per ACI 318 (10-2) 4179.36 Ikips at Mu=((�=0.65)Mn= 1810.92 ft-kips Max Tu, =0.9 Tn =1 777.E Ikips at Mu=�)=(0.90)Mn= 0.00 ft-kips Maximum Shaft Superimposed Forces TIA Revision: Max. Factored Shaft Mu: Max. Factored Shaft Pu: Max Axial Force Type: G ft-kips (' Note) kips 44.9545 4 COMP. Note: Max bhatt SuperimposedomentTo-es not necessarily equal to the shaft top reaction moment Load Factor Shaft Factored Loads 1.00 Mu:j Pu: 44.9545 ft-kips ikips 1.00 1 4 Material Pro erties Concrete Comp. strength, f'c = 3000 psi Reinforcement yield strength, Fy = 60 ksi Reinforcing Modulus of Elasticity, E = 29000 ksi Reinforcement yield strain = 0.00207 Limiting compressive strain =r 0.003 ACI 318 Code Select Analysis ACI Code= 2008 Seismic Properties Seismic Design Category = D Seismic Risk = High Solve <-- Press Upon Completing All Input (Run) Results: Governing Orientation Case: 2 Mu ' l E E Mu ; i Case 1 Case 2 Dist. From Edge to Neutral Axis: 9.17 Extreme Steel Strain, et: 0.0153 ct > 0.0050, Reduction Factor,cp: Output Note: Negative Pu=Tension For Axial Compression, cp Pn = Pu: Drilled Shaft Moment Capacity, cpMn: Drilled Shaft Superimposed Mu: in Tension Controlled 0.900 4.00 kips 1610.30 ft-kips 44.95 ft-kips (Mu/cpMn, Drilled Shaft Flexure CSR: 1 2.8% Drilled -Shaft -Moment -Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 5/20/2015 o co ~ N 0] N < O a a a 0 S N U (/1 N a r Q � N N _ Y m 34.8 ft o.o ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Appurtenances @ 54.75' 54,75 Appurtenances @ 40' 40 Appurtenances @ 50' 50 Appurtenances @ 34.75' 134.75 Coax from 34.8'- 55' 44.875 Coax from 0' - 34.8' 117.375 Tower Section from 34.8'- 55' 44.875 Tower Section from 0' - 34.8' 117.375 Appurtenances @ 44.75' 44.75 MATERIAL STRENGTH GRADE Fy Fu I GRADE I Fy Fu A53-B-42 142 ksl 63 ksl A53-B-35 135 ksi 63 ksl TOWER DESIGN NOTES 1. Tower is located in Snohomish County, Washington. 2. Tower designed for Exposure B to the TIA-222-G Standard. 3. Tower desiqned for a 1 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower Structure Class II. 5. Topographic Category 1 with Crest Height of 0.00 ft 6. TOWER RATING: 62.3% ALL REACTIONS ARE FACTORED AXIAL 5K SHEA � MOMENT SHE!AL 1 K 38 kip-ft REACTIONS - 1 mph WIND GPD 520 S. Main St., Suite 2531 Akron, OH 44311 Phone: 330-572-2100 FAX: 330-572-2101 lob: SE01705E N Firdale Villa/Dental F"j80t 2012807.82 Client: T-Mobile D,,nby:ahammada APpd' code: TIA-222-G Date:05/20/15 Scale: NTS Path: KA omrereco c„ a s nan xs nmae sues _1 Dwg No. E-1 Analysis Method GPD Job Number Site Name Site Number City State County Tower Type Base OD Base Thickness # of Sides Structure Height (ft) Structure Classification Importance Factor (1) S1 S. Site Classification Fa Fv SDS Sol Wit Wu WIL 9 lava E Redundancy Factor (p) R 5A Earthquake LRFD Load Factor Discrete Appurtenances Appurtenances @ 55' Appurtenances @ 54.75' Appurtenances @ 50' Appurtenances @ 44.75' Appurtenances @ 40' Appurtenances @ 34.75' Linear Appurtenances Coax from 34.8'- 55' Coax from 0' - 34.8' Structure Components Tower Section from 34.8'- 55' Tower Section from 0' - 34.8' Totals Seismic Calculations Modal Analysis (ASCE 7-10) 2015777.826146.01 N Firdale Villag/Dental 826146 Edmonds WA Snohomish Monopole 24 in Top OD 4.5 in 0.25 in Top Thickness 0.237 in Round 55 II (Table 1.5-1, ASCE 7-10) 1 (Table 1.5-2, ASCE 7-10) 0.494 (USGS, ASCE 7-10) 1.262 (USGS, ASCE 7-10) D 1.000 (Table 11.4-1, ASCE 7-10, interpolation allowed) 1.506 (Table 11.4-2, ASCE 7-10, interpolation allowed) 0.841 (11.4-3, ASCE 7-10) 0.496 (11.4-4. ASCE 7-10) 3.320 (Kips) 0.500 (Kips) 2.820 (Kips) 386.1 (In/s�) 661.29 (in') 29000.00 (ksi) 1.3 1.296 Hz 1.5 (Table 15.4-2, ASCE 7-10) 0.643 (Section 11.4.5. ASCE 7-10) 1 (Section 2.3.2, ASCE 7-10) Service Level w (KIPS) z ft S„ F., seismic Forces 0.000 55 1.976 0.0000 0.000 kips 0.060 54.75 1.930 0.0772 0.100 kips 0.180 50 1.210 0.1452 0.189 kips 0.200 44.75 0.708 0.0944 0.123 kips 0.060 40 0.471 0.0188 0.024 kips 0.190 34.75 0.360 0.0456 0.059 kips 0.060 44.875 0.717 0.0287 0.037 kips 0.140 1 17.375 0.188 0.0175 0.023 kips 0.220 44.875 0.717 0.1051 0.137 kips 2.210 17.375 0.188 0.2769 0.360 ki s Ips Wind and Seismic Base Shear Comparison Seismic Base Shear (kip) Wind Base Shear (kip) Seismic/Wind Base Shear Ratio Controllino 1.1 1 1.5 I 70.6% Qegform Analysis tnxTower Job e Page N Firdale Villag/Dental 1 of 3 Project Date GPD 520 S. Main St., Suite 2531 2015777.826146.01 14:41:37 05/20/15 Akron, OH 44311 Client Designed by Phone: 330-572-2100 Crown Castle aham mada FAX: 330-572-2101 Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Snohomish County, Washington. ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). Structure Class II. A non -linear (P-delta) analysis was used. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Pole Section Geometry Section Elevation Section Pole Pole Socket Length Length Size Grade ft ft ft Ll 55.00-34.75 20.25 P4 STD A53-B-42 (42 ksi) L2 34.75-0.00 34.75 P 24 SCH 10 A53-B-35 (35 ksi) Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (perface) Ar Spacing Spacing Diagonals Horizontals ft ? in in in Ll 55.00-34.75 1 0 1 L2 34.75-0.00 1 1 1 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft ft2 ft2 fr fr K Ll 55.00-34.75 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 L2 34.75-0.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 tnxTower Job e Page 2 N Firdale Villag/Dental of 3 Project Date GPD 520 S. Main St., Suite 2531 2015777.826146.01 14:41:37 05/20/15 Client Designed by Akron, OH 44311 Phone: 330-572-2100 Crown Castle ahammada FAY: 330-572-2101 User Defined Loads Description Elevation Offset Azimuth Weight F Fz Seismic CAAc From Angle Force Centroid ft ft 0K K K K ft� Appurtenances @ 54.75' 54.75 0.00 0.0000 No Ice 0.07 0.00 0.00 0.06 0.00 Appurtenances @ 50' 50.00 0.00 0.0000 No Ice 0.21 0.00 0.00 0.12 0.00 Appurtenances @ 44.75' 44.75 0.00 0.0000 No Ice 0.23 0.00 0.00 0.08 0.00 Appurtenances @ 40' 40.00 0.00 0.0000 No Ice 0.07 0.00 0.00 0.02 0.00 Appurtenances @ 34.75' 34.75 0.00 0.0000 No Ice 0.22 0.00 0.00 0.04 0.00 Coax from 34.8'- 55' 44.88 0.00 0.0000 No Ice 0.07 0.00 0.00 0.02 0.00 Coax from 0' - 34.8' 17.38 0.00 0.0000 No Ice 0.16 0.00 0.00 0.01 0.00 Tower Section from 34.8'- 55' 44.88 0.00 0.0000 No Ice 0.03 0.00 0.00 0.09 0.00 Tower Section from 0' - 34.8' 17.38 0.00 0.0000 No Ice 0.31 0.00 0.00 0.2.2 0.00 Compression Checks Pole Design Data Section Elevation Size L L„ Kllr A P OP„ Ratio No. P. ft ft ft in' K K OP„ LI 55 - 34.75 (1) P4 STD 20.25 0.00 0.0 3.1741 -1.06 119.98 0.009 L2 34.75-0(2) P 24 SCH 10 34.75 0.00 0.0 18.6532 -4.54 583.92 0.008 Pole Bending Design Data Section Elevation Size M- om_ Ratio M �, OM„y Ratio No. M- M, ft kip ft kip ft om_ kip ft kip ft OM„, L1 55 - 34.75 (1) P4 STD 8.34 13.58 0.614 0.00 13.58 0.000 L2 34.75-0(2) P 24 SCH 10 38.41 339.14 0.113 0.00 339.14 0.000 Pole Shear Design Data Section Elevation Size Actual oV„ Ratio Actual OT Ratio No. Vu V. T. T. ft K K OV„ kip ft kip ft OT Ll 55 - 34.75 (1) P4 STD 0.62 59.99 0.010 0.00 20.25 0.000 L2 34.75-0(2) P 24 SCH 10 1.05 291.96 0.004 0.00 571.88 0.000 tnxTower Job N Firdale Villag/Dental e Page 3 of 3 GPD 520 S. Main St., Suite 2531 Project 2015777.826146.01 Date 14:41:37 05/20/15 Akron, OH 44311 Designed by Phone:330-572-2100 FAX. 330-572-2101 rlfem Crown Castle ahammada Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P M_ M y V. T. Stress Stress ft op� om $M.Oy OT Ratio Ratio Ll 55 - 34.75 (1) 0.009 0.614 0.000 0.010 0.000 0.623 1.000 4 8 2 L2 34.75 - 0 (2) 0.008 0.113 0.000 0.004 0.000 0.121 1.000 8 2 4 Section Capacity Table Section Elevation Component Size Critical P OPa11 „, % Pass No. .%t Type Element K K Capacity Fail Ll 55 - 34.75 Pole P4 STD 1 -1.06 119.98 62.3 Pass L2 34.75 - 0 Pole P 24 SCH 10 2 -4.54 583.92 12.1 Pass Summary Pole (L1) 62.3 Pass RATING = 62.3 Pass 1r. i rbTh :YgIS }n' E � !Jdernocd tf•.:1M ts{, ]Lh�•GSZ ,L T.at. ' TerracC erkr s PROJECT •'` l� Ke,Nt P,• Fermi F., 1 _ •Q _4 a' .CL'M^X—P b VICINITY MAP NOT TO SCALE DRIVING DIRECTIONS FROM T-MOBILE BOTHELL OFFICE. ■ ■ ■ Mobile SITE NUMBER: SE01705E CROWN CASTLE # ,921.666 ## 826146 SITE NAME: NORTH FIRDALE VILLAGE/ DENTAL SITE LOCATION: 10014 238TH STREET SW LAT: 47° 46' 59.27" N (47.783131 ° N) EDMONDS, WA 98020 LONG: 122' 22' 1.28" W (122.367022' W) �) 22s.1,s•.sw. •s � r.its,sw� c y' I (`1be•t]Cx .. 2:YIt Y•Ae = E •/�...-"'(4n,a,]. E � xt6at/I �- PROJECT -- ] I'A—dv RLIRa Yi Yp _, y >� i If"Al- Q. —c' o .142m, st Bgnr3C..neilC' a GENERAL LOCATION MAP NOT TO SCALE • HEAD SOUTHEAST • TURN RIGHT TOWARD NORTH CREEK PKWY • TURN RIGHT ONTO NORTH CREEK PKWY • TURN RIGHT ONTO NE 195TH ST • TURN RIGHT ONTO THE INTERSTATE 405 N RAMP TO EVERETT • MERGE ONTO IA05 N • TAKE THE INTERSTATE 5 S EXIT TOWARD SEATTLE/LYNNWOOD • KEEP LEFT AND MERGE ONTO 1-5 S • TAKE EXIT 177 TO MERGE ONTO WA-104 W/NE 205TH ST/LAKE BALLINGER WAY • SLIGHT LEFT ONTO N 205TH ST/244TH ST SW/LAKE BALLINGER WAY (SIGNS FOR 1-99) • CONTINUE TO FOLLOW N 205TH ST/244TH ST SW • CONTINUE ONTO FIRDALE AVE • TURN LEFT ONTO 238TH ST SW • DESTINATION WILL BE ON THE LEFT DOCUMENT REVIEW SIGN OFF APPROVED BY DATE SIGNATURE APPROVED BY DATE SIGNATURE PROJECT MANAGER RFENGINEER SITE ACQUISITION OPERATIONS MANAGER ZONING DEVELOPMENT MANAGER CONSTRUCTION MANAGER REGULATORY CONSTRUCTION MANAGER REVIEWERS SHALL CLEARLY PLACE INITIALS ADJACENT TO EACH REDLINE NOTE AS DRAWINGS ARE BEING REVIEWED CROWN SITE BUN # 826146 NORTH FIRDALE VILLAGE/ DENTAL APP # 291666 PROJECT CONTACT LIST DRAWING INDEX APPLICANT. PROPERTY OWNER: T-MOBILE USA, INC. WELLS FARGO BANK NA 19807 NORTH CREEK PKWY N 100 W WASHINGTON ST 22ND FLOOR BOTHELL, WA 98011 PHOENIX, AZ 85003 PHONE: (425) 641-1140 PROJECT MANAGER: PROJECT CONSULTANT. CROWN CASTLE CROWN CASTLE CONTACT: MAEVE HODO 1505 WESTLAKE AVE N STE 800 PHONE: (425) 635-8852 SEATTLE, WA 98109 SITE ACQUISITION & PROJECTARCHITECT.• PERMITTING: LDC, INC. CROWN CASTLE 14201 NE 200TH ST, SUITE 100 CONTACT: TINA HWANG WOODINVILLE, WA 98072 PHONE: (206) 336-2881 CONTACT: RICHARD B. HALL, AIA PHONE: (425) 806-1869 CONSTRUCTION MANAGER: FAX: (425)482-2893 CROWN CASTLE CONTACT: PAUL LONG PHONE: (206) 388-9090 PROJECT INFORMATION CODE INFORMATION. ZONING CLASSIFICATION: BN (NEIGHBORHOOD BUSINESS) BUILDING CODE: CONSTRUCTION TYPE: IBC 2012 VS —4 -- OCCUPANCY: U. S-2 �P JURISDICTION: CITY OF EDMONDS PROPOSED BUILDING USE: UNMANNED TELECOM SITE LOCATION (NAD83): LATITUDE: 47° 46' 59.27" N (47.783131° N) LONGITUDE: 122° 22' 1.28- W (122.367022- W) TOP OF STRUCTURE: 411.50't AMSL 55.5' AGL BASE OF STRUCTURE: 356't AMSL 0.0' AGL PROJECT LEASE AREA: PARCEL NUMBER: N/A 00615800000100 DWG NO. DESCRIPTION T-1,0 TITLE SHEET G-1.0 GENERAL NOTES A-1.0 SITE PLAN A-2.0 ENLARGED SITE PLAN A-3.0 ELEVATIONS A-4.0 CONSTRUCTION DETAILS RF-1.0 ANTENNA CONFIGURATION RF-2.0 ANTENNA CONFIGURATION E-1.0 SCHEMATIC GROUNDING PLAN E-2.0 GROUNDING DETAILS LEGAL DESCRIPTION WOODHAVEN BLK 000 D-00-LOT 1 UTILITY COMPANIES POWER: TELEPHONE: SNOHOMISH COUNTY PUD TBD PHONE: (877)783-1000 SCALE DISCLAIMER DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWINGS ARE SUPERSEDED BY THE LATEST REVISION. PROPRIETARY INFORMATION NEW IMPERVIOUS AREA: AREA OF PARCEL: THE INFORMATION CONTAINED IN THIS SET OF 0 SF 0.2 ACRES CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE. GENERAL INFORMATION: ANY USE OR DISCLOSURE OTHER THAN THAT WHICH 1. PARKING REQUIREMENTS ARE UNCHANGED. RELATES TO T-MOBILE USA, INC. SERVICES IS STRICTLY PROHIBITED. 2. TRAFFIC IS UNAFFECTED. 3. SIGNAGE IS UNAFFECTED. ^ R E E'VE L PROJECT DESCRIPTION: V T-MOBILE WIRELESS PROPOSES TO MODIFY AN EXISTING UNMANNED TELECOMMUNICATIONS FACILITY WITH THE REPLACEMENT OF (3) PANEL ANTENNAS 2 3 2015 JUL AND THE REMOVAL OF (6) TMA'S AND (6) DIPLEXERS. ALSO, THE ADDITION OF (3) FLRB UNITS MOUNTED ON UNITSTRUT AND (1) FBBC MODULE MOUNTED WITHIN AN EXISTING CABINET WITHIN AN EXISTING EQUIPMENT SHELTER. DEVELOPMENT ELOPMENT SERVICES z 0 I r F1 Engineering LDC ArGhitectaral Structural TIE 0"L FNCNEERiNG CROUP Survey 14201 NE MM St,#100 Ph.,IM.806.1869 Wmd ka.WA980]2 Fa.425A8228W —.LDCm/p.tan DATE: 5-12-15 DRAWN BY: CLR CHECKED BY: RBH REVISIONS ae2e REGIMFtED AMnECT 171CIiA wLI QTAIE OF WABBBIQNM SITE SE01705E NORTH FIRDALE VILLAGE/ DENTAL 10014 238TH STREET SW EDMONDS, WA 98020 SHEET TITLE TITLE SHEET SHEET NUMBER T. GENERAL NOTES: ABBREVIATIONS: 1. THE PROPOSED INSTALLATION WILL BE UNMANNED AND DOES NOT REQUIRE POTABLE WATER OR AFF ABOVE FINISHED FLOOR JT JOINT SEWER SERVICE. AFG ABOVE FINISHED GRADE LAM LAMINATED AFS ABOVE FINISHED SLAB LF LINEAL FOOT 2. THE PROPOSED INSTALLATION IS UNMANNED AND IS NOT FOR HUMAN HABITATION (NO HANDICAP ALUM ALUMINUM MANUF MANUFACTURER ACCESS IS REQUIRED) AB ANCHOR BOLT MAX MAXIMUM L ANGLE MECH MECHANICAL 3 OCCUPANCY IS LIMITED TO PERIODIC MAINTENANCE AND INSPECTION, APPROXIMATELY 2 TIMES PER ARCH ARCHITECTURAL MH MANHOLE MONTH, BY T-MOBILE TECHNICIANS. BTS BASE TRANSMISSION SYSTEM MM MILLIMETER BLDG BUILDING MIN MINIMUM 4 NO NOISE, SMOKE, DUST OR ODOR WILL RESULT FROM THIS PROPOSAL. BM BEAM MISC MISCELLANEOUS BOT BOTTOM MPH MILES PER HOUR 5 OUTDOOR STORAGE AND SOLID WASTE CONTAINERS ARE NOT PROPOSED. B.O. BOTTOM OF MTL METAL BOC BOTTOM OF CONCRETE NIC NOT IN CONTRACT 6 ALL REFERENCES TO SPECIFIC STANDARDS FOR THIS PROPOSAL ARE UNDERSTOOD TO BE THE LATEST BOS BOTTOM OF STEEL NOM NOMINAL VERSION. CJ CONTROL JOINT NTS NOT TO SCALE R CENTER LINE OC ON CENTER 7 THE TENDERED MUST UNDERGO A SITE VISIT TO CAREFULLY EXAMINE AND UNDERSTAND THE SCOPE OF CLG CEILING OD OUTSIDE DIAMETER THE WORK REQUIRED BEFORE BID SUBMISSION. NO COMPENSATION IN ANY FORM WILL BE PAID FOR CLR CLEAR OH OVERHEAD EXPENSES RESULTING FROM FAILURE TO DO SO. CMU CONCRETE MASONRY UNIT OPNG OPENING COL COLUMN OPP OPPOSITE 8 IF THE SPECIFIED EQUIPMENT CAN NOT BE INSTALLED AS SHOWN ON THESE DRAWINGS, THE CONC CONCRETE PCs PERSONAL COMMUNICATION CONTRACTOR SHALL PROPOSE AN ALTERNATIVE INSTALLATION FORAPPROVAL BY THE CONSTRUCTION CONST CONSTRUCTION SYSTEM MANAGER. CONT CONTINUOUS R PLATE CTR CENTER PR PAIR 9. CONTRACTOR IS RESPONSIBLE FOR FIELD MEASUREMENTS TO CONFIRM LENGTHS OF CABLE TRAYS, DIA / 0 DIAMETER PSI POUNDS PER SQUARE INCH ELECTRICAL LINES, AND ANTENNA CABLES. DTL DETAIL PSF POUNDS PER SQUARE FOOT (E) EXISTING PT PRESSURE TREATED 10. ROUTING OF ALL CONDUITS, CABLES, CABLE TRAYS, ETC. IS INDICATED AS PROPOSED LOCATIONS ONLY. EA EACH RAD RADIUS CONFIRM THE EXACT ROUTING WITH THE ON -SITE CONSTRUCTION MANAGER PRIOR TO THE START OF EJ EXPANSION JOINT RD ROOF DRAIN WORK. ELEC ELECTRIC/ELECTRICAL REINF REINFORCED/REINFORCING EL ELEVATION REQ'D REQUIRED 11, ALL DAMAGE OR OPENING UP OF THE EXISTING STRUCTURE MUST BE MADE GOOD TO THE EQ EQUAL RM ROOM PRE -CONSTRUCTION CONDITION OR BETTER. EW EACH WAY R/W RIGHT OF WAY EXP EXPANSION SCHED SCHEDULE 12 INSPECTION OF COMPLETED WORK IS REQUIRED BEFORE COVERING UP. PROVIDE A MINIMUM OF 72 EXT EXTERIOR SECT SECTION HOURS NOTICE TO CONSULTANT. FD FLOOR DRAIN SF SQUARE FOOT FIN FINISH SIM SIMILAR 13. REMOVE AND CLEAN UP ANY DEBRIS OR MATERIAL FROM THE SITE THROUGHOUTTHE DURATION OF THE FIN FLR FINISH FLOOR SO FT SQUARE FOOT CONTRACT ON A DAILY BASIS AND UPON COMPLETION OF THE WORK AS DIRECTED BY THE FLR FLOOR SS STAINLESS STEEL CONSTRUCTION MANAGER. FTG FOOTING STD STANDARD GA GAUGE STL STEEL 14 OBTAIN AND PAY FOR ALL ELECTRICAL PERMITS AND INSPECTIONS REQUIRED FOR COMPLETION OF GALV GALVANIZED STRUC STRUCTURAL WORK AND ACCEPTANCE. PROVIDED CERTIFICATES TO THE CONSTRUCTION MANAGER VERIFYING THAT GYP GYPSUM TEMP TEMPORARY THE WORK CONFORMS TO THE REQUIREMENTS OF ALL CODES AND AUTHORITIES HAVING JURISDICTION. GB GYPSUM BOARD THK THICK HM HOLLOW METAL T.O. TOP OF 15 PROVIDE T-MOBILE WITH A WRITTEN WARRANTY, EFFECTIVE FOR ONE YEAR AFTER DATE OF HOR HORIZONTAL TOS TOP OF STEEL ACCEPTANCE. FOR THE COMPLETE INSTALLATION REPAIR OR REPLACE ANY DEFECTS ARISING DURING HR HOUR TOC TOP OF CONCRETE THIS PERIOD AT NO EXTRA COST TO T-MOBILE. HT HEIGHT TYP TYPICAL HVAC HEATING VENTILATION AIR UNO UNLESS NOTED OTHERWISE 16 NO DEVIATIONS FROM DESIGN SHOWN ON THESE DRAWINGS IS ALLOWED WITHOUT WRITTEN APPROVAL CONDITIONING VERT VERTICAL FROM THE CONSULTANT. FAILURE TO OBSERVE THIS RULE MAY RESULT IN CONTRACTOR CORRECTING INSUL INSULATION W/ WITH THE INSTALLATION AT THEIR EXPENSE. INT INTERIOR WWM WELDED WIRE MESH 17 THE CONTRACTOR SHALL COMPLY WITH ALL LOCAL AND NATIONAL CODES, REGULATIONS AND SAFETY REGULATIONS. ALL OSHA REGULATIONS, ALL PUBLIC AND MUNICIPAL AUTHORITIES, AND ANY UTILITY COMPANIES' REGULATIONS AND DIRECTIVES. 18 THE DRAWINGS AND SPECIFICATIONS ARE A GENERAL DIRECTIVE FOR THE SCOPE OF WORK. EXACT DIMENSIONS AND LOCATIONS MAY CHANGE IN THE FIELD. THE CONTRACTOR IS TO VERIFY THE DIMENSIONS AND LOCATIONS AND REPORT ANY AND ALL DISCREPANCIES TO REPRESENTATIVE. ANY MINOR ERRORS AND OMISSIONS IN THE DRAWINGS AND SPECIFICATIONS DOES NOT EXCUSE THE CONTRACTOR FROM COMPLETING THE PROJECT AND IMPROVEMENTS IN ACCORDANCE WITH THE INTENT OF THESE DOCUMENTS. 19, CONTRACTOR IS RESPONSIBLE FOR FIELD MEASUREMENTS TO CONFIRM LENGTHS OF CABLE TRAYS AND ELECTRICAL LINES AND ANTENNA MOUNTING. 20. VERIFICATION THAT EXISTING TOWER/POLE CAN SUPPORTTHE PROPOSED ANTENNA, COAXAND ADDITIONAL EQUIPMENT LOADING IS TO BE DONE BY OTHERS. 21. ANTENNA AZIMUTHS SHOWN ON THESE DRAWINGS ARE BASED ON TRUE NORTH. ALL AZIMUTHS MUST BE VERIFIED WITH THE CORRECT SMR PRIOR TO CONSTRUCTION. LEGEND AND SYMBOLS: CHAIN LINK FENCE CEDARFENCE fl a POWER P UNDERGROUND POWER urP TELCO T UNDERGROUND TELCO uDr RECEIVED OVERHEAD POWER D� BOUNDARY -- - JULCENTERLINE JA2 3 2015 REVISION BUG DEVELOPMENTSERVICE ELEVATION PROPOSED ELEVATION ER COUNTER 0'-0" AGL DETAIL NUMBER e SHEET NUMBER Cal 2 81aFre¢e "eye Before You N SECTION BUG Alj� — — �A 1-800-424-5555 Utilities Linderground Location Center (MONTANA,WASF*JOTON) E� Engineering L D C Engineering Structural THE OVR ENC'.mm c CROUF Survey 14201 NE 200th St.,#100 Wootl,rN . WA 9W72 PR425806.1869 Fs. 426482.nM —1-13Ccorp— DATE: 5-12-15 DRAWN BY: CLR CHECKED BY: RBH REV DATE DESCM 1111 BY 1 512-15 PREl1MNARY CONSTRUCTION — 2 624-15 FW CONSTRUCTION LCW 082e REppMREp Ir ARQIIIER IrrAaawAafiaarow z L 7 0 g SITE > SE01705E L NORTH FIRDALE VILLAGE/ o DENTAL 10014 238TH STREET SW i EDMONDS, WA 98020 z 0 a ti SHEET TITLE m GENERAL NOTES L n SHEET NUMBER z G-1.0 U PROPOSED T-MOBILE ANTENNA MOUNTED ON AN EXISTING 55.5' STEALTH POLE I W � I W I BUILDING 0 W Q / / � I I EXISTING T-MOBILE EQUIPMENT SHELTER WITHIN AN EXISTING FENCED COMPOUND - (£) PROPER77 LINE SURVEYD/SCLA/MER PROPERTY LINES AND STRUCTURES HAVE BEEN DIGITIZED FROM PREVIOUS PLAN SETS OR FROM ASSESSORS MAPS. LDC HAS NOT COMPLETED A SITE SURVEY AND THEREFORE MAKES NO CLAIM AS TO THE ACCURACY OF INFORMATION DEPICTED ON THIS SHEET. i w co 1n N X LU 0 II. 1%I05171 I1Ij 1 All 1 /o 1 y 1 1 1 1 I 1 1 x 1 1 / 1 / 1 - A•20 ADJACENT ZONING: BN (NEIGHBORHOOD BUSINESS) RECEIVED JUL 2 3 2Q1 . DEVELOPMENT SERVICE COUNTER I V16E I 1 0 C7 � za z o r o0 N w I— > z J W Q Q J L 7 Q z £n m v� r I ! I 1 SITE PLAN .� 22"x34" SCALE: 1" = 10' 1 11"x17" SCALE: 1" = 20' C F Engineering L D C Architectural Structural THE OIL E .MMC =0 Survey 14201 NE 2001ft St., e100 W-dirAb, WA 98072 PR 428 806.1869 F.. 426482.2890 —LDCoorp.com DATE: 5-12-15 DRAWN BY: CLR CHECKED BY: RBH REV I DATE I DESCRIPTION I BY 1 1 2 I624-15IFWU CONSTRUCTION ILCWI ee:e REg197ERED ARQIIfER BTI1R OF WASxpgTOe J H z 0 CD 5 SITE > SE01705E w NORTH FIRDALE VILLAGE/ o DENTAL 10014 238TH STREET SW ti EDMONDS, WA 98020 z 10 N SHEET TITLE # SITE PLAN 0 F- rn SHEET NUMBER z K A-1.0 U E i BUILDING i CONSTRUCTION PLAN KEYED NOTES VI&EO2 EXISTING T-MOBILE EQUIPMENT SHELTER (TO REMAIN). EXISTING 55.5'STEALTH POLE (TO REMAIN). O7 PROPOSED T-MOBILE FRLB UNIT WALL UNISTRUT MOUNTED e1 (3 TOTAL). -0.0 O9 EXISTING CROWN CASTLE 6'-0" HIGH WOOD FENCE (TO REMAIN). 10 EXISTING CROWN CASTLE WOOD MAN GATE (TO REMAIN). 0 PROPOSED PANEL(TYP 1 PER S COTOR, 3 TOTAL). NTENNA 4450 ; A 2L EXISTING T-MOBILE STYLE 4 TMA MOUNTED TO 13 SHROUD PIPE (TYP 2 PER SECTOR, 6 TOTAL TO A-3.0 REMAIN). 14 EXISTING T-MOBILE UNDERGROUND CONDUIT (TO REMAIN). / 2 Q / ENLARGED SITE PLAN 22"x34" SCALE: 3/8" = V-0" 1 11"x17" SCALE: 3/16" =1 '-0" 1 EXISTING T-MOBILE DIPLEXER WALL UNITSTRUT MOUNTED (6 TOTAL TO REMAIN). QO EXISTING T-MOBILE GPS ANTENNA (TO REMAIN). 22 EXISTING T-MOBILE (1) FSME, (2) FSFB & (1) ESMB MODULE (TO REMAIN). 0 EXISTING T-MOBILE AC PANEL (TO REMAIN). < 5 EXISTING T-MOBILE METER BASE (TO REMAIN). <8>EXISTING T-MOBILE GENERATOR RECEPTACLE (TO REMAIN). ©PROPOSED T-MOBILE FBBC SUB -MODULE MOUNTED WITHIN e EXISTING CABINET (1 TOTAL). �•0 0 EXISTING T-MOBILE EQUIPMENT CABINET, TYP (3 TOTAL TO REMAIN) SITE NOTES 1. VERIFY ANTENNA MODEL, TIP HEIGHT & AZIMUTHS. 2. PROPOSED ANTENNAS, EQUIPMENT �® NEAR ANTENNA LEVEL SHALL BE PAI JUL 2 3 2015 DEVELOPMENT SERVICES COUNTER LDC Architectural Engineering Structural 114: OAl wcwrrMNc MUP Survey 14201 NE 200th St., C100 Woo,fmilb, WA 98072 Ph. 425 806.1869 F.. 4254822893 -LDCcerp.com 5-12-15 [DATE: AWN BY: CLR ECKED BY: RBH REVISIONS ease pEp�p® AUNrtEtr R /1L �.rnocw�eliRamx 3 SITE 5 SE01705E u NORTH FIRDALE VILLAGE/ DENTAL C 10014 238TH STREET SW L EDMONDS, WA98020 0 r SHEET TITLE 0 * ENLARGED SITE PLAN u n SHEET NUMBER If A-2.0 TOP OF EXISTING STEALTH POLE 55.5' AGL TIP HEIGHT OF PROPOSED T-MOBILE ANTENNAS 55.0' AGL RAD CENTER OF PROPOSED U ;I T-MOBILE ANTENNAS I I 52.9' AGL I II FINISH 0.0' AGL PROPOSED EAST ELEVATION (LOOKING WEST) 12 22"x34" SCALE: 1/4" = V-0" I 11'x17" SCALE: 1/8" = 1'-0' TOP OF EXISTING STEALTH POLE 55.5' AGL TIP HEIGHT OF EXISTING T-MOBILE ANTENNAS RAD CENTER OF EXISTING T-MOBILE ANTENNAS 52.5' AG L CONSTRUCTION PLAN KEYED NOTES < EXISTING T-MOBILE EQUIPMENT SHELTER (O REMAIN). < EXISTING 55.5' STEALTH POLE (TO REMAIN). I Li (TYP I I IPER SECTOR, 3 TOTAL). SED T-MOBILE PANEL ANTENNA 4�A ; A ZL O 13 EXISTING T-MOBILE STYLE 4 TMA MOUNTED TO 13 SHROUD PIPE (TYP 2 PER SECTOR, 6 TOTAL TO REMAIN). I 8 I) II I I (I 18 EXISTING T-MOBILE ANTENNA (TYP 1 PER SECTOR, 3 TOTAL TO BE REPLACED). QO EXISTING T-MOBILE GPS ANTENNA (TO REMAIN). QEXISTING T-MOBILE TMA MOUNTED TO SHROUD PIPE (6 TOTAL TO BE REMOVED). SITE NOTES 1. VERIFY ANTENNA MODEL, TIP HEIGHT & AZIMUTHS. FINISH GRADE 0.0' AGL Y 2. PROPOSED ANTENNAS, EQUIPMENT AND MOUNTING HARDWARE NEAR ANTENNA LEVEL SHALL BE PAINTEDIS ��.11l CC V E EXISTING EAST ELEVATION (LOOKING WEST) 22"x34" SCALE: 1/4" = 1'-0' 1 11'x17" SCALE: 1/8" = 1'-0" JUL 2 3 2015 DEVELOPMENT SERr F� Engineering LDC Architectural Structural ME OAL MON♦ERINC MUP Survey 14201 NE 20018 SI.,#100 W-dim 6. WA 980n Ph.425.806.1869 Fx. 42 482.2893 —LDC—p— DATE: 5-12-15 DRAWN BY: CLR CHECKED BY: RBH REVI ee:e REMMFM ARClIIfER QUR � WASN[#QI't1M H z 0 g SITE > SE01705E w NORTH FIRDALE VILLAGE/ a DENTAL 10014 238TH STREET SW ti EDMONDS, WA 98020 z v �N�oo SHEET TITLE /x ELEVATIONS 0 w rn SHEET NUMBER I A-3.0 I li 22"x34" SCALE: N.T.S. NOT USED 16 11"x17" SCALE: N.T.S. MANUFACTURER:ANDREW MODEL: DBXNH-6565A-A2MNTM WEIGHT: 34.2 LBS DIMENSIONS: 50.9"xl 1.9"x7.1" FREQUENCY: REFER TO RFDS SHEET 11.9" FRONT SIDE ANTENNA SPECIFICATIONS 1 5 22"x34" SCALE: 1" = 1'-0" 1 11"x17" SCALE: 119" MANUFACTURER:TBD MODEL: FBBC (SUB- MODULE) WEIGHT: TBD DIMENSIONS: 1U HIGH & FITS AT THE BOTTOM OF FSMF CHASSIS NOTE: FBBC SHALL BE PLACED WITHIN RADIO CABINET PER T-MOBILE REQUIREMENTS IMPA ONAL NTILT ;KET PARTS ITEM QTY DESCRIPTION 1 1 ADAPTER, POLE, LOWER Q2 1 BRACKET, DOWNTILT, POLE 3 1 BRACKET, DOWNTILT, ANTENNA ® 6 1/2 X 1 HEX HEAD BOLD QS 6 112 SPLINT WASHER © 2 5/16 X 1 HEX HEAD BOLT 7 2 5/16 SPLIT WASHER 8 4 1/2" THREADED ROD O9 1 8 1 1/2" SPLIT WASHER 1 1 12 1 1/2" NUT L .NNA (TYP) VALMUNI miumurl.Ct;T PART #B1001 OR APPROVED EQUAL NOTES I 1. INSERT SCISSOR BRACKETS BETWEEN THE UPPER ANTENNA MOUNTING BRACKET AND THE UPPER POLE ADAPTER BRACKET. SECURE USING 112 INCH HARDWARE PROVIDED. 2. TO SET THE DEGREE OF DOWNTILT, ALIGN THE DESIRED HOLES ON THE SCISSOR BRACKETS AND SECURE USING 5/16 INCH HARDWARE PROVIDED. THE NUMBER OF CONNECTORS WILL VARY BASED ON ANTENNA TYPE. ANTENNA MOUNTING DETAIL 41 22"x34" SCALE* N.T.S. 1 11"x17" SCALE: N.T.S. VV v rt+s- DIMENSIONS: 15.75"xi5.75"x5.9" MOUNT RECEIVE EIV PROVIDIED MOUNTING KIT JUL 2 3 2015 NOT USED 3 FBBC DETAIL � 2 COUNTER FRLB DETAIL I 22"x34" SCALE: N.T.S. 11"x17" SCALE: N.T.S. 22"x34" SCALE: N.T.S. 11"x17" SCALE: N.T.S. 22"x34" SCALE N.T.S. 11"x1 T' SCALE: N.T.S. Archilectural L D C Engineering Structural NE CIVIL FN —RINC CROUP Survey 14201 NE20MSL.#100 PR 425806.1869 W-di-M, WA 98072 F.. 42 .A82.2893 —LDCmrp.cam DATE: 5-8-15 DRAWN BY: CLR CHECKED BY: RBH REVISIONS REV DATE I DESCRIPTION I BY SITE SE01705E MASONIC CENTER 10014 238TH STREET SW EDMONDS, WA 98020 SHEET TITLE CONSTRUCTION DETAILS SHEET NUMBER A-4.0 PROPOSED ANTENNA CONFIGURATION ANTENNA MODEL # RAD ANTENNA MECH, COAX PER COAX COAX SECTOR QUANTITY AZIMUTH MANUF. CENTER SIZE TILT ANTENNA 0 LENGTH A 1 0" ANDREW DBXNH-6565A-A2M 52.9' 50.9' 0" 4 718" 80, ANTENNA MODEL # RAD ANTENNA MECH. COAX PER COAX COAX SECTOR QUANTITY AZIMUTH MANUF. CENTER SIZE TILT ANTENNA 0 LENGTH B 1 120" ANDREW DBXNH-6565A-A2M 52.9' 50.9" 0" 4 7/8" 80' SECTOR ANTENNA AZIMUTH MANUF. MODEL # RAD ANTENNA MECH. COAX PER COAX 0 COAX QUANTITY CENTER SIZE TILT ANTENNA LENGTH C 1 240" ANDREW I DBXNH-6565A-A2M 52.9' 1 50.9" 0" 4 7/8" 80, TASK SUBMITTED ON: 04/01/15 NOTE.- . REMOVE/DECOMMISSION U2100 EXISTING T-MOBILE STYLE 4 TMA MOUNTED TO SHROUD PIPE (TYP PER SECTOR, 6 TOTAL TO REMAII 24"0 PROPOSED T-MOBILE PANEL ANTENNA (TYP 1 PER SECTOR, 3 TOTAL) EXISTING 55.5' STEALTH POLE EXISTING ANTENNA CONFIGURATION ANTENNA RAD ANTENNA MECH. COAX PER COAX SECTOR QUANTITY AZIMUTH MANUF. MODEL # CENTER SIZE TILT ANTENNA COAX 0 LENGTH A 1 0" ANDREW TMBXX-6516-R2M 52.5' 59.5" 0" 4 7/8" 80' SECTOR ANTENNA AZIMUTH MANUF. MODEL # RAD ANTENNA MECH. COAX PER COAX 0 COAX QUANTITY CENTER SIZE TILT ANTENNA LENGTH B 1 120" ANDREW TMBXX-6516-R2M 52.5' 59.5" 0" 4 718" 80, SECTOR ANTENNA AZIMUTH MANUF. MODEL # RAD ANTENNA MECH. COAX PER COAX 0 COAX QUANTITY CENTER SIZE TILT ANTENNA LENGTH C 1 240" ANDREW I TMBXX-6516-R2M 52.5' 1 59.5" 0" 4 7/8" 80' TASK SUBMITTED ON: 04/01/15 EXISTING T-MOBILE TMA MOUNTED SHROUD PIPE (6 TOTAL TO BE REM, EXISTING T-MOBILE STYLE 4 TMA MOUNTED TO SHROUD PIPE (TYP 2 PER SECTOR, 6 TOTAL TO REMAIN) r16E 24"0 :XISTING 55.5' STEALTH POLE :XISTING T-MOBILE ANTENNA TYP 1 PER SECTOR, 3 TOTAL 'O BE REPLACED) RECEIVE® JUL 2 3 2015 DEVELOPMENT SERVICES COUNTER I PROPOSED ANTENNA CONFIGURATION 12 1 EXISTING ANTENNA CONFIGURATION 1 I 22"x34" SCALE: 3/4" = V-0" 1 11"x17" SCALE: 3/8" = V-0' 1 1 1 22"x34" SCALE: 3/4" = V-0" I 11"x17" SCALE: 3/8" = 1'-0" y yr R v O 4w CoMae O O C t v H ■ FE Echiteeung Engineering LDC ctural Structural NE CINL N—RING CROUP Survey 14201 NE 2001h SL,N100 Woo6mllo. WA 98072 PM14258063M F-25.482.2893 —LDCmip.com DATE: 5-12-15 DRAWN BY: CLR CHECKED BY: RBH REVISIONS REV I DATE I DESCPS10" By 1 512-15 PREUtaN CONSTRl1CDCN RM 2 62-5 F—CONSTRUCf10N 1,OW Aiz, er�reovw�stmlmal SITE SE01705E NORTH FIRDALE VILLAGE/ DENTAL 10014 238TH STREET SW EDMONDS, WA 98020 ANTENNA CONFIGURATION I RF-1.0 1 Configuration N_703E_GUSc_NoU2100 Single QUAD (1 Sector of cabling shown for clarity) E a RECEIVE® JUL 23 2015 DEVELOPMENT SERVICES COUNTER E� Engineering LDC Alhltectural Structural THE CrvR E 0.m-a CRml Survey 1a201 NE 2WIN SL,r1W WooEinvde, WA-72 ft. 425a0 IW9 Fc a25.482.2993 www.LDCcorp.tom DATE: 5-12-15 DRAWN BY: CLR CHECKED BY: RBH REV I DESC RIPTION CRIPTION BV 1 11DA2-15 PRELIMINARY CONSTRUCTION R8N 2 62-5 FlWLLCONSTRUCTION LGW �� REGISTERED ARCHRECT RICHA LL STATE OF WASNe1GT0N SE01705E NORTH FIRDALE VILLAGE/ DENTAL 10014 238TH STREET SW EDMONDS, WA 98020 ANTENNA CONFIGURATION I- m SHEET NUMBER NSN CONFIGURATION DIAGRAM o RF-2.O 22"x34" SCALE: N.T.S. 11"x17" SCALE: N.T.S. U GROUNDING KEYED NOTES EXISTING GROUND RING AT BASE OF STEALTH POLE (FIELD VERIFY). O EXISTING MGB AT BASE OF STEALTH POLE. e E-2.0 O3 EXISTING AGB AT ANTENNAS. e E2.0 VI6EO O4 EXISTING AGB CONNECTED TO MGB WITH (2) #2 BTCW. e E-2.0 OPROPOSED T-MOBILE ANTENNA PER PLAN, TYP. OEXISTING STEALTH POLE. GENERAL GROUNDING NOTES 1, ALL DETAILS ARE SHOWN IN GENERAL TERMS. ACTUAL INSTALLATION AND CONSTRUCTION MAY VARY DUE TO SITE SPECIFIC CONDITIONS. 2 ANY METAL OBJECTS WITHIN 6 FEET OF THE EXTERNAL GROUND RING SHALL BE GROUNDED. 3 ALL GROUND CONNECTIONS SHALL BE CADWELD AND CLEANED THOROUGHLY THEN COVERED WITH TWO (2) COATS OF SHERWIN WILLIAMS GALVANTE PAINT B350W3 OR EQUAL. SEE 1/E-2.0 FOR TYPICAL CONNECTIONS. 4 ALL WIRES SHALL BE COPPER THHN/THWN. ALL GROUND WIRE SHALL BE GREEN INSULATED WIRE ABOVE GROUND. 3 ALL ELECTRICAL CADWELD AND MECHANICAL CONNECTIONS SHALL HAVE NON -OXIDATION COMPOUND APPLIED TO CONNECTION. 4. ALL MATERIALS AND CADWELD MOLDS, SHOTS, ETC. SHALL BE FURNISHED AND INSTALLED BY CONTRACTOR UNLESS OTHERWISE NOTED 5. REFER TO DIVISION 16 GENERAL ELECTRIC; GENERAL ELECTRICAL PROVISION AND COMPLY WITH ALL REQUIREMENTS OF GROUNDING STANDARDS. 6 NOTIFY CONSTRUCTION MANAGER IF THERE ARE ANY DIFFICULTIES INSTALLING GROUNDING SYSTEM DUE TO SITE SOIL CONDITIONS. 7 USE PANI SCHEME FOR LOADING GROUNDS ON MGB AS DISCUSSED IN NSTD 119, 33 & 36. SCHEMATIC ANTENNA GROUNDING PLAN 22"x34" SCALE: 1" = V-0" 1 11"07" SCALE: 1/2" = V-0" E GROUNDING LEGEND GROUND BAR Q GROUND INSPECTION WELL COPPER GROUND ROD • COMPRESSION LUG CADWELD CONNECTION SIDE SPLICE CADWELD �-p, FIELD VERIFY & TIE INTO EXISTING GROUNDING SYSTEM PROPRIETARY INFORMATION THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO T-MOBILE SERVICES ARE STRICTLY PROHIBITED. DECEIVE JUL 23 2015 DEVELOPMENT SE COUNTER Fi Engineering C Architectural LDStructural T OM MONMRINC G WP Survey 14201NE200(h Sl.,#100 WPP b.WA980n PN. 425,806.1869 Fa. 425.462.2893 www.Llx:corp.com DATE: 5-12-15 DRAWN BY: CLR CHECKED BY: RBH REVISIONS REV DATE DESCRIPTION BY 1 i12-15 PREUTANARY CONSTRUCTION RBH 2 62415 FMMCONSTRUCnm L Aow Rare ov w�sliwomll SITE SE01705E NORTH FIRDALE VILLAGE/ DENTAL 10014 238TH STREET SW EDMONDS, WA98020 SHEET TITLE SCHEMATIC GROUNDING PLAN SHEET NUMBER E-1.0 STRANDED CU WIRE WITH GREEN, 600V, THHN/THWN INSULATION. SIZE AS SPECIFIED COPPER GROUND BAR ON WALL, ICE BRIDGE, FLOOR OR ON NEW COAXIAL GROUND KITS W/LONG ANTENNA TOWER BUGSEATTACHT OGROUND BAR 8 O O' O O O O INSTALL BY ANTENNA CONTRACTOR O O O (CADWELD TYPE-GL) OO OO 0 OO O' OO O OO O O O 0PANI SCHEME SPECIFICATIONS: OO O O O O G O OO NEW 4"x20"x1/4 THK COPPER PRODUCER (P) GROUND ISOLATOR GROUND BAR INSTALLED BY CONNECTS TO WIRELESS EQUIPMENT TWO HOLE LUG, BOLTED (TYP AT EACH O GENERAL CONTRACTOR O CABINETS, CABLE ENTRANCE GROUND TO GROUND BAR USING GROUND BAR) BAR (CEGB), MAIN DISTRIBUTION FRAME 3/8"-16x1/4" STAINLESS 0000 O 0 0 0 0 0 0 0 0 0000 GROUND BAR (MDFB), AND STANDBY STEEL HEX HEAD BOLTS 000 0 O 0 0 0 0 0 0 0 0 0 0 0 0 'v ENGINE GENERATOR SET FRAME AND AND HARDWARE OTHER NOISE PRODUCING EQUIPMENT. 00 O O O O 0 0 0 0 0 0 0 ABSORBER (A) 'TWO HOLE LUG, TO BE USED WITH #2 AWG O O CONNECTS TO THE EARTH ELECTRODE SOLID TINNED BARE CU WIRE OR STRANDED 20" MGB OR 10" ANTENNA AGB SYSTEM INCLUDING CENTRAL OFFICE CU WIRE WITH GREEN, 600V, THHN/THWN GROUND GRID, BUILDING STRUCTURAL INSULATION TO ANTENNA STRUCTURE, FIELD VERIFY GROUND, METALLIC WATER PIPE SYSTEM, BUILDING RING GROUND OR MGB _ ANTENNA SUPPORTING STRUCTURE GROUND SYSTEM, AND ELECTRICAL #2 SOLID BARE TINNED SERVICE ENTRANCE GROUND. COPPER WIRE CADWELD (TYPE-GL) NON -ISOLATED (N) CONNECTS TO EQUIPMENT NOT IN AN ISOLATED GROUND ZONE (IGZ) SUCH AS CBN EQUIPMENT FRAME GROUNDS AND s DC GROUND CONDUCTORS FOR DC N r; POWER SYSTEMS THAT SERVE CBN OR (` BOTH CBN AND IBN EQUIPMENT NQ]E r GROUND BARS AT BOTTOM OF NOTE ° ISOLATED (1) TOWERS OR MONOPOLES SHALL COAT ALL MECHANICAL CONNECTIONS WITH "NOOX" r+ CONNECTS TO THE SINGLE POINT USE EXOTHERMIC CONNECTION. OR APPROVED EQUAL. CONNECTION BAR (SPCB) FOR IBN EQUIPMENT GROUND BAR 6 GROUND BAR CONNECTION 5 {*_ 22"x34" SCALE: 3/16" _, V-0" 11'x1T' SCALE: 3/32" = V-0" 22"x34" SCALE: 1" = 1'-0" 11"x17" SCALE: 1/2" = V-0" TO ANTENNAS _ RX2 TX1/RX1 a JUMPER REQUIRED ONLY WEATHERPROOFING KIT (TYP) i FOR 1-5/8"0 COAX OR FOR EASE OF CONNECTION ; (TYP) - STANDARD GROUND K4 KIT (TYP) SEE NOTE. CONNECTOR WEATHERPROOFING � KIT (TYP) SEE NOTE 2 #6 AWG COPPER ANTENNA GROUND ANTENNA CABLE TO BAR, WITH INSULATORS. BTS EQUIPMENT (TYP) BONDED DIRECTLY TO -• BUILDING GROUNDING SYSTEM o o w _ _ am.- TO GROUND RING RECEIVE® NorEs JUL 2 3 2015 1. DO NOT INSTALL CABLE GROUND KIT ATA BEND AND ALWAYS DIRECT GROUND WIRE DOWN TO ^^�� 2. WEATHERPROOFING AR. HALL BE ANDREWS. (TYPE pCYrr LO OUNTER RVIC' AND PART NUMBER AS SUPPLIED OR RECOMMENDED BY CABLE MANUFACTURER.) i _ ANTENNA GROUND BAR 3 NOT USED 1 2 22"x34" SCALE: 1-1/2" = 1'-0" 11"x17- SCALE: 3/4" = 1'-0" 22"x34" SCALE: N.T.S. 1 VxW" SCALE: N.T.S. TYPICALLY 12" TO 24" ANTENNA CABLE 2 1/2" 120" MAX 0 MAX WEATHERPROOFING KIT (SEE NOTE 3) CABLE CABLE GROUND KIT CONNECTOR #6 AWG STRANDED COPPER GROUND WIRE (GROUNDED TO GROUND BAR). SEE NOTE 1 AND 2 NOTES 1. DO NOT INSTALL CABLE GROUND KIT AT A BEND AND ALWAYS DIRECT GROUND WIRE DOWN TO GROUND BAR. 2. GROUNDING KIT SHALL BE ANDREW SUREGROUND TYPE KIT WITH TWO HOLE LUG. 3. WEATHERPROOFING SHALL BE TWO-PART TAPE KIT, COLD SHRINK SHALL NOT BE USED. CABLE GROUNDING DETAIL I 4 22"x34" SCALE: 2" = V-0" 1 11"x17" SCALE: 1" = V-0" TYPE TA TYPE VV TYPE GT TYPE VN TYPE NC TYPE SS TYPE VS TYPE VB TYPE PT TYPE GY TYPE GR TYPE GL TYPICAL CALDWELD CONNECTIONS 22"x34" SCALE: N.T.S. 11"x1T' SCALE: N.T.S. El a s, Architectural L DC Engineering Structural THE all ma.EE c CROUP Su_y 14201 NE 2001h Si.,#100 Ph. 42.806.1869 Wm i-W. WA 9Wn F.. 425482.2893 DATE: 5-12-15 DRAWN BY: CLR CHECKED BY: RBH REVISIONS Ai2l IECT 6d1R K WA8Me1g10M g SITE > SE01705E ii NORTH FIRDALE VILLAGE/ DENTAL 10014 238TH STREET SW i EDMONDS, WA 98020 z P SHEET TITLE x GROUNDING DETAILS L n SHEET NUMBER z Y E-2.0 APPROVED FIRE DEPARTMENT CITY OF EDMONDS BUILDING DEPARTMEI WORK _,(,.0 ADDRESS OWNER APPROVED DATE: z- BLDG. OFFICIAL PERMIT NUMBER ---------------- --------------- City of Edmonds Building Department AppRpVED PLAN APPROVED BY PLANN NG STREET FILE RECEIVED JUL 23 2015 DEVELOPMENT SERVICES COUNTER 0 i- r� I .PETERSON JTREHLE J ARTINSON, INC. CONSULTING ENGINEERS COMMUNICATIONS MONOPOLE FOUNDATION STRUCTURAL DRAWINGS & CALCULATIONS C�zew-12rp�r iNCu�a€� T-Mobile North Firdale Village/Dental SE1705E 10014 238t" Street SW Edmonds, Snohomish County, WA 98020 u Adapt Engineering, Inc. Job # WA06-14421 PSM Job # C07040 boc 2200 SIXTH AVENUE, SUITE 601 SEATTLE, WASHINGTON 98121 RECEIVED JUL 0 5 2007 BUILDING DEPARTMENT CITY OF . MONDS EXPIRES 6/30/ 2007 PHONE 206-622-4580 FAX 206-622-0422 4 'PETERSON JTREHLE 1"BARTINSON, INC. CONSULTING ENGINEERS March 20, 2007 PSM Job No. C07040 Subject: T-Mobile North Firdale Village(Dental SE1705E 10014 238h Street SW Edmonds, Snohomish County, WA 98020 55'-6" Communications Monopole Foundation Report References: International Building Code 2003 EIA/TIA 222-F Structural Standards for Steel Antennas Towers and Antenna Support Structures Per the request of Adapt Engineering, Inc., Peterson Strehle Martinson, Inc, has performed a structural analysis on a new foundation for a monopole at the above -mentioned site. The foundation design for the 55'-6" monopole was based on the base reactions obtained from design calculations and drawings produced by Wireless Structures Consulting, PC, (WSC) dated March 7, 2007. Refer to Attachment 3 of this report for further details on the monopole design including appurtenance loading. The foundation was designed to resist increased base moment and shear reactions which account for an additional 5 MPH over the 100 MPH fastest mile speed used by WSC. The foundation is designed only for the loads indicated above.. Our design is invalid if the WSC reactions are increased. In such a case, a separate, supplemental structural analysis will. be necessary. The foundation was designed as a drilled pier based on the recommendations and soil properties specified in the geotechnical report for this site provided by Adapt Engineering, Inc., (Report No. WA06-14421) dated December 22, 2006. Refer to Attachment 4 of this report for further details. Our analysis shows that a 10' deep by a 5'-0" diameter drilled pier foundation reinforced per the attached structural drawings is adequate to withstand the loads described above. Please feel free to call with any questions or comments. Sincerely, l Ben Carlson, EIT Peterson Strehte Martinson, Inc. Attachments: 1. Communications Monopole Foundation Structural Drawings by PSM Engineers 2. Communications Monopole Foundation Structural Calculations by PSM Engineers 3. Monopole Design Information by WSC 4. Geotechnical Report by Adapt Engineering, Inc. 2200 6r" AvE SUITE 601 PSM@PSM-ENGINEERS.COM PHONE 206-622-4580 SEATTLE, WASHINGTON 98121 FAx 206-622-0422 P �S ETERSON 1TREHLE • IARTINSON,INC. CONSULTING ENGINEERS Attachment 1: COMMUNICATIONS MONOPOLE FOUNDATION STRUCTURAL DRAWINGS (9 TOTAL PAGES) T-Mobile North Firdale Village/Dental SE1705E 10014 238th Street SW Edmonds, Snohomish County, WA 98020 Adapt Engineering, Inc. Job # WA06-14421 PSM Job # C07040 boc March 20, 2007 EXPIRES 6/30/ 2007 2200 SIXTH AVENUE, SUITE 601 PHONE 206-622-4580 SEATTLE WASH►NGTON 98121 FAX 206-622-0422 WSC POLE BASE REACTIONS OTM (OVERTURNING MOMENT) _ 93.0 KIP -FT V (SHEAR) = 3.3 KIPS W (AXIAL) = 3.9 KIPS co z z 0 F— GROUT BASE PLATE - AFTER INSTALLATION B A 0 FDN CIRCULAR TIE SCHEDULE "a" TIES "b" TIES SIZE SPACING LAP SIZE SPACING LAP #3 4" 22" #3 6" 22" Bw Q HEX NUTS C-> SUPPLIED BY MFR ;,,, ANCHOR BOLT v> DETAIL REF SECTION C-C w U w! U N A REINFORCING CAGE SEE SECTION A -A 3" CLR V) 0 w � w V) Q x Q J Ci m xN U C) 0:: W U In c '711 5' -0" I, TYPICAL FOUNDATION SECTION SCALE: N . T . S . WA06-14421 COMMUNICATION POLE FOUNDATION PLAN NORTH FIRDALE VILLAGE T-MOBILE SE1705E EDMONDS, WA PETERSON J TREHLE M ARTINSON. INC. CONSULTING ENGINEERS 2200 8TH AVE, SUITE 601 PHONE (206)622-4580 SEATTLE. WA 98121-1849 FAX (206)622-0422 psm®pscn—engineers.00m DATE: 03/20/20071 C07040 I SHEET 1 OF 9 1 Yi 0 ANCHOR BOLT (TYP) LAP LENGTH SEE CIRCULAR TIE SCHEDULE #3 CAGE W/ 135'- HOOKS AT ENDS CONCRETE PIER (24) 17 VERT BARS - EQUALLY SPACED TYP ANCHOR -� BOLT TEMPLATE t- C BOLT CIRCLE DIAM. = 28" 1Y4"0 BOLT HOLE TYP (4 REQ'D) :� \ / •/ TOP TEMPLATE FDN BY MFR 0.25" MIN •� y ''� BOLT THREAD _ • _ ABOVE NUTS B I B SECTION A -A SCALE: N.T.S. V NOTCH INDICATES SECTION B-B SCALE: N.T.S. • 0 i 1 W DIA ANCHOR BOLTS SUPPLIED BY MFR BOTTOM TEMPLATE, SUPPLIED BY MFR HALF CIRCM 1 /4 V \ MIN (TYP) SECTION C-C SCALE: N.T.S. NOTES: 1. SEE STRUCTURAL NOTES ON SHEET 3 & 4 FOR MATERIAL SPECIFICATIONS. 2. POLE HEIGHT: 55'-6" BY WIRELESS STRUCTURES CONSULTING, PC. WA06-14421 COMMUNICATION POLE FOUNDATION PLAN NORTH FIRDALE VILLAGE T-MOBILE SE1705E EDMONDS, WA PETERSON S TREHLE M ARTINSON. INC. CONSULTING ENGINEERS 2200 6TH AVE, SUITE 601 PHONE (208)622-4580 SEATTLE. WA 98121-1849 FAX (206)622-0422 psm®psm —engineers. corn DATE: 03/20/20071 C07040 I SHEET 2 OF 9 STRUCTURAL NOTES STRUCTURAL DESIGN DATA Wind Loads: Wind pressure shall be in accordance with ANSI/EIA/TIA/222-F with basic wind speed of 105 mph Seismic Loads: Seismic loading shall be in accordance with the International Building Code, 2003 edition. Allowable soil bearing = 2,000 psf (see geotechnical report for more information). Foundation bearing soil must be veified by Adapt Engineering, Inc. or a qualified geotechnical engineer prior to construction. Pre-engineered, steel monopole. Pole mast shall be 55'-6"-foot fabricated by Wireless Structures Consulting, PC. Antenna shall be limited to that shown on fabricator drawings. Non -shrink grout for base plates shall be an approved non -shrink, non-metallic, high strength, cementitious grout (contforming to ASTM C107) containing natural aggregates delivered to the job site in factory prepackaged containers requiring only the addition of water. The minimum 28-day compressive strength shall be at least 1,000 psi higher than the supporting concrete strength, unless otherwise noted. Anchor bolts shall be as specified by pole manufacturer. Bolts and nuts shall be supplied by pole manufacturer. Anchor bolt assembly drawings are based on information provided by the pole manufacturer. CONCRETE Concrete mix shall attain 28-day strength of Fc' = 4,000 psi minimum. Mix shall be air entrained. Mix shall contain not less than 6-1/2 sacks of cement per CY, nor more than 5 gallons of water per sack of cement, unless otherwise approved by Engineer of Record. Maximum aggregate size shall not exceed 3/4 inch. Concrete additives shall not be used without approval of Engineer. Concrete placement shall be in accordance with practices and recommendations of ACI 301, Chapter 8, and ACI 304, unless otherwise specified by the Engineer. Concrete shall be protected with no moisture loss permitted for a period of seven (7) days. An independent testing laboratory shall: 1. Inspect reinforcement bar placement prior to placing concrete. 2. Prepare and test concrete cylinders and furnish test results to Engineer of Record. I WA06-14421 COMMUNICATION POLE FOUNDATION PLAN NORTH FIRDALE VILLAGE T—MOBILE SE1705E EDMONDS, WA PETERSON S TREHLE M ARTINSON. INC. CONSULTING ENGINEERS 2200 6TH AVE. SUITE 601 PHONE (206)622-4580 SEATTLE. WA 96121-1649 FAX (206)622-0422 psm®psm-engineers. corn DATE: 03/20/20071 C07040 SHEET 3 OF 9 STRUCTURAL NOTES (CONTINUED FROM PAGE 3): Placing concrete during extreme weather conditions: 1. Comply with ACI 306 when placing concrete in cold weather conditions. Protect all concrete work from reduced strength caused by frost or freezing. 2. Comply with ACI 306 when hot weather placing conditions exist which could seriously impair the quality and strength of concrete. Concrete temperature at time of placement shall be below 85 degrees Fahrenheit. Steel temperature shall not exceed ambient air temperature. Wet forms thoroughly prior to placement. Concrete shall have air entrainment between 5 and 8 percent. Concrete finish of top of plinth shall be sloped to drain with a floated finish. Exposed edges of concrete shall be chamfered 3/4 inch by 3/4 inch minimum. Minimum concrete cover for reinforcement shall be 3 inches unless otherwise noted. Approved spacers shall be used to ensure minimum cover requirements. Concrete cover from top of foundation to ends of vertical reinforcement shall not exceed 6 inches nor be less than 3 inches. Concrete shall be placed in a manner that will prevent segregation of concrete materials, infiltration of water or soil, and other occurrences which may decrease the strength and durability of the foundation. Freefall concrete may be used provided fall is vertical without hitting sides of excavation, form -work, reinforcing bars, form ties, cage bracing, or other obstructions. Under no circumstances shall concrete fall through water. Concrete slump shall be between 5 to 7 inches. Concrete shall be placed in a continuous operation without construction or cold joints. REINFORCING STEEL Reinforcing steel shall be Grade 60, Fy = 60 ksi, unless otherwise specified, and conforming to ASTM A 615-60 and shall be detailed (including hooks and bends) in accordance with ACI 315 and 318 (Lastest Edition). Reinforcing cages shall be braced to retain proper dimensions during handling and throughout placement of concrete. When temporary casing is utilized, bracing shall be adequate to resist forces occurring from flowing concrete during casing extraction. Welding is prohibited on reinforcing steel and embedment. FOUNDATION All footings must rest of undisturbed original earth or compacted structural fill as per geotechnical report. When the foundation is a drilled pier, the following two paragraphs apply. Foundation design assumes casing, if used, will be removed. Equipment, procedures, and proportions of concrete materials shall ensure concrete will not be adversely disturbed upon casting removal. The Contractor shall come to the site prepared to telescope casing as necessary to stabilize excavation to prevent caving and sloughing of the granular soils. Drilled pier excavations shall be excavated and concrete placed on the same day. Under no circumstances shall a drilled pier excavation remain open overnight. WA06-14421 COMMUNICATION POLE FOUNDATION PLAN NORTH FIRDALE VILLAGE T—MOBILE SE1705E EDMONDS, WA PETERSON S TREHLE M ARTINSON, INC. CONSULTING ENGINEERS 2200 6TH AVE. SUITE 601 PHONE (206)622-4860 SEATTLE, WA 96121-1649 FAX (206)622-0422 psm®psm -engineers. corn DATE: 03/20/2007 C07040 I SHEET 4 OF 9 STRUCTURAL NOTES (CONTINUED FROM PAGE 4): Foundation design has been developed in accordance with generally accepted professional engineering principles and practices within the limits of the subsurface data obtained. Foundation design modifications may be required in the event the design parameters are not applicable for the subsurface conditions encountered. The foundation depth indicated is based on the grade line described in the referenced geotechnical report. Foundation modification may be required in the event cut or fill operations have taken place subsequent to the geotechnical investigation. Quality control shall be performed by Adapt Engineering, Inc. The Contractor must submit shop drawings seven (7) days prior to mobilizing drilling equipment to the site and commencement of any drilling operation. Engineer of Record will review shop drawings and provide written comments to Owner prior to commencement of the drilling operations. Foundation and anchor tolerances: Concrete dimensions plus or minus 1 inch Depth of foundation - plus 3 inches minus 0 inch Drilled foundation out of plumb - 1.0 degree Reinforcing steel placement - per ACI 301 Projection of embedment - plus or minus 1/8 inch Vertical embedments out of plumb - 1/2 degree Anchor bolt circle orientation - 1/4 degree WA06-14421 COMMUNICATION POLE FOUNDATION PLAN NORTH FIRDALE VILLAGE T—MOBILE SE1705E EDMONDS, WA PETERSON S TREHLE M ARTINSON, INC. CONSULTING ENGINEERS 2200 6TH AVE. SUITE 601 PHONE (206)622-4580 SEATTLE. WA 98121-1849 FAX (206)822-0422 psm®psm-engineers. corn DATE: 03/20/20071 C07040 SHEET 5 OF 9 I. STRUCTjJRAL NOTES (CONTINUED FROM PAGE 5): SPECIAL INSPECTIONS - GENERAL Special Inspector to provide special inspections with the type and frequency noted below. Special Inspector to provide reports weekly to: 1. The Owner 2. The Architect 3. The Structural Engineer 4. The Contractor STRUCTURAL TESTING - GENERAL Testing Agency to provide reports of the types below. Testing agency to distribute reports to: 1. The Owner 2. The Architect 3. The Structural Engineer 4. The Contractor SPECIAL INSPECTIONS - PIER FOUNDATIONS ELEMENT: Piles PERIOD: Special Inspector shall be present when piles are being installed and during tests. The Special Inspector shall make and submit to the building official records of the installation of each pile and results of load tests when required. Records shall include the cutoff and tip elevation of each pile relative to a permanent reference. SPECIAL INSPECTIONS - CONCRETE CONSTRUCTION ELEMENT: Reinforcing Steel PERIOD: Periodic Inspection prior to pouring of concrete. Special Inspector to verify reinforcing size and location. ELEMENT: Bolts in Concrete, including embedded bolts, and expansion and epoxy type anchors. PERIOD: Continuous Special Inspection: Special Inspector verify size, grade, and embedment of bolt prior to pouring concrete. Verify hole is correct depth and clean for epoxy and expansion type anchors. ELEMENT: At the time fresh concrete is sampled to fabricate specimens for strength tests, perform slump, air content, and determining temperature of fresh concrete. PERIOD: Continuous special inspection. ELEMENT: Inspection of concrete placement for proper application techniques. PERIOD: Periodic inspection. WA06-14421 COMMUNICATION POLE FOUNDATION PLAN NORTH FIRDALE VILLAGE T—MOBILE SE1705E EDMONDS, WA PETERSON TREHLE ■ ■ ARTINSON. INC. CONSULTING ENGINEERS 2200 6TH AVE. SUITE 601 PHONE (206)622-4580 SEATTLE. WA 96121-1649 FAX (206)622-0422 psm®psm -engineers. com DATE: 03/20/2007 C07040 I SHEET 6 OF 9 STRUCTURAL NOTES (CONTINUED FROM PAGE 6 SCOPE OF STRUCTURAL ENGINEERING SERVICES Materials, workmanship, and construction shall be in accordance with the drawings, specifications, and the International Building Code, 2003 Edition, as amended by the local building department, and all applicable state, local, and federal requirements. Foundation design is based on geotechnical investigation report No. WA06-14421 by Adapt Engineering, Inc., dated December 22, 2006. Foundation installation shall be monitored by Adapt Engineering, Inc. to verify that subsurface conditions are acceptable and with assumed design parameters. Loose material shall be removed from the bottom of the augered hole prior to concrete placement. Sides of excavation shall be rough and free of loose cuttings. An independent testing laboratory shall inspect reinforcing bar placement, test concrete cylinders, and furnish the Engineer of Record with copies of all inspection reports and test results. The foundation location shall not be the responsibility of the Engineer of Record. The Contractor shall be responsible to verify that the foundation location is the same location investigated in the geotechnical report. The Contractor shall verify all dimensions, member sizes, and conditions prior to commencing work. The Contractor shall be responsible for contacting the utility location company and meeting the locators on -site at least three (3) days prior to commencing excavation. The Contractor shall be responsible for all safety precautions and the methods, techniques, sequences or procedures to perform their work. WA06-14421 COMMUNICATION POLE FOUNDATION PLAN NORTH FIRDALE VILLAGE T—MOBILE SE1705E EDMONDS, WA PETERSON S TREHLE M ARTINSON, INC. CONSULTING ENGINEERS 2200 6TH AVE, SUITE 801 PHONE (206)622-4580 SEATTLE, WA 98121-1849 FAX (206)622-0422 psrnOpsrn—engineers. corn DATE: 03/20/20071 C07040 I SHEET 7 OF 9 .7GV I A.A l A - A SCALE: N.T.S. WA06-14421 COMMUNICATION POLE FOUNDATION PLAN NORTH FIRDALE VILLAGE T-MOBILE SE1705E EDMONDS, WA PETERSON J TREHLE M ARTINSON, INC. CONSULTING ENGINEERS 2200 6TH AVE. SUITE 601 PHONE (206)622-4680 SEATTLE. WA 98121-1849 FAX (206)622-0422 pem®psm-engineers. corn DATE: 03/20/20071 C07040 I SHEET 8 OF 9 COL TIES � (4) #5 ADJUST TO RADIUS OF CONDUIT COL VERT REINF 4 CONDUITS MAX 6"0 MAX CONDUIT r 1" CLR (TYP) E� 4" CLR (TYP) (6) #3 x 18" AT 6"OC NOTE: ANCHOR BOLTS & MAIN PIER REINFORCING NOT CALLED OUT FOR CLARITY TYPICl41.. COIDUT DEAL� SCALE: N.T.S. TO BE USED ON FOUNDATION PIERS 4'-0" AND LARGER I WA06-14421 COMMUNICATION POLE FOUNDATION PLAN NORTH FIRDALE VILLAGE T—MOBILE SE1705E EDMONDS, WA PETERSON S TREHLE M ARTINSON, INC. CONSULTING ENGINEERS 2200 6TH AVE, SUITE 601 PHONE (206)622-4580 SEATTLE, WA 96121-1649 FAX (206)622-0422 pszn®psrn -engineers. com DATE: 03/20/20071 C07040 SHEET 9 OF 9 ! ETERSON STREHLE • IARTINSON, INC. CONSULTING ENGINEERS Attachment 2: COMMUNICATIONS MONOPOLE FOUNDATION STRUCTURAL CALCULATIONS T-Mobile North Firdale Village/Dental SE1705E 10014 238th Street SW Edmonds, Snohomish County, WA 98020 Adapt Engineering, Inc. Job # WA06-14421 PSM Job # C07040 boc March 20, 2007 EXPIRES 6/30/ 2007 2200 SIXTH AVENUE, SUITE 601 PHONE 206-622-4580 SEATTLE WASHINGTON 98121 FAX 206-622-0422 PETERSON STREHLE MARTINSON, INC. JOB: C07040 Consulting Engineers DATE: Mar. 20, 2007 BY: boc 1 2200 Sixth Avenue, Suite 601, Seattle, WA 98121 SITE: T-Mobile SE1705E Office 206 6224580 / Fax 206 622-0422 SUBJECT: Manufacturer Data Input Data: Manufacturer base reactions: Moment: 84.8 k-ft Shear: 3.0 k Axial: 3.9 k Deisgn Wind Speed: 100 mph Increase base wind reactions by 5 mph for foundation design: Moment: 93 k-ft Shear: 3.3 k Minimum pier diameter: Bolt circle diameter: 28.00 in Pier diameter (min): 4.50 ft PETERSON STREHLE MARTINSON, INC. Manufacturer Data Page 1 Input Data: PETERSON STREHLE MARTINSON, INC. JOB: C07040 Consulting Engineers DATE: Mar. 20, .1 BY: hoc 2200 Sixth Avenue, Suite 601, Seattle, WA 98121 SITE: T-Mobile SE1705E Office 206 622-4580 / Fax 206 622-0422 SUBJECT: Drifted Pier Foundation Design T.H.111104 2_ALLOWARLF Fn11NnATION ANn I ATFRAI PRFBSIIRF Allowable Lateral Erg Class of Materials Foundation Depth Lateral Sliding Pressure below Ni.Coefficient Resistance (pso psf/ft de(psf) "q all" "p" 1. Massive Crystalline bedrock 12000 1200 0.7 2. Sedimentary and foliated rock 4000 400 0.35 3. Sandy Gravel and / or gravel GW & GP 3000 200 0.35 4. Sandy, silty, clayey sand, silty gravel 2000 150 0.25 and clayey ravel SW,SP SM,SC,GM,GC 5. Clay, sandy clay,silty clay and clayey 1500 100 130 silt (CL,ML,MH and CH) Overturning Moment applied at to OTM Applied lateral shear force V Allowable lateral soil -bearing pres p Diameter of round post b Pier extension Dist from ground surface to point h Trial depth, "d" "d" Top soil layer discarded y Ca/cu/ations: Geotechnica/ Report By Adapt Engineering 93,492 lb-ft L 3,319 Ibs 718 psf / ft = 2 x p ave, (acts over two pier diameters) 5.00 ft 0.50 ft 28.7 ft = OTM / Shear + Pier Extension 10.0 it - but not greater than 12ft 2.0 ft As per IBC 2003 Section 1805.7.2.1 Nonconstralned a="d"/3 3.33 ft S, = p "d" / 3 2391.67 psf A = (2.34 P) / (S, b) 0.649 h'=h+y 30.7 It d=(A/2)[1+(1+(4.36xh'/A))Ar IBC(18-1) 4.995It Minimum L Required - 7 ft Use L - 10 it Maximum Moment In Pier y =distance to pivot point 0.56 it M=maximum moment in Pier 103016 lb-ft Ifinished grade 103.0 k-ft Recommended steel reinforcement Concrete Pier Computations N = ir b2 / 4 2827.43 in2 Use 1/2% of steel reinforcement 0.005 A, = 0.005 Av 14.14 in2 try q 7 bars A,= 0.60 in2 try total of 24 bars A,= 14.43 in2 Cubic vards of Concrete (Including height above grade): Volume =(1/4)nb2(Depth+l)/27 8.0 yda Pier Rigidity E=Modulus of Elasticity=wcA1.5 x(33((fc)A0.5) 3834254 psi w,= 150 pcf f�= 4000 psi 1=Moment of Inertia=Pl()xbA4/64 636173 W4 nh=constant of horizontal subgrade reaction 65 pci T=(EI/nh)10.2 130.3 in L/T= 0.64 LIT<2. Passive Pressure Method O.K. Depth V: 10 it ' Allowable Strata begin tayer eno'Iayer Pass Pres 1 0 2 0 2 2 5 290 3 5 13 400 4 13 24 310 5 24 27 400 6 7 Average Allowable; Pam; _ _ 3588 psf/ft C�I PETERSON STREHLE MARTINSON, INC. Pier Foundation Design Page 2 PETERSON $TREHLE MARTINSON, INC. JOB: C07040 Consulting Engineers DATE: Mar. 20, 2007 BY: boG 2200 Sixth Avenue, Suite 601, Seattle, WA 98121 SITE: T-Mobile SE1705E Office (206) 6224580 / Fax (206) 622-0422 1 SUBJECT: Skin Friction Input Data: Uplift 0.0 k Axial vertical downward load 3.9 k Depth, D 10.0 ft Diameter, B 5.0 ft Soil density 100 pcf Concrete Weight 150 pcf Allowable End Bearing Capacity: End bearing 5 D/B 20.0 ksf Limiting point of resistance 5 TSF 10.0 ksf Limiting point of resistance controls 10.0 ksf Area = PI() x B^2/4 19.6 fe Vol Pier = Area x ( D + 0.5 pier ext.) 206.2 ft3 = 7.6 yd3 Allowable net end bearing = Area x Allow. End Bearing 196.3 kips Weight Pier = Concrete Weight x Vol Pier 30.9 kips Soil Weight Removed = Soil Density x Vol Soil Removed -19.6 kips Skin friction Allowable Allowable Vertical Surface Skin Skin distance Area Allowable Strata boundary Friction Friction in Strata in Strata friction Upper Lower TSF KSF (ft) (ft') (kips) 0 2 0 0 2 31.42 0 2 5 0.05 0.1 3 47.12 5 5 24 0.2 0.4 5 78.54 31 24 27 0.5 1 0 0.00 0 Foundation friction resistance 36 kips Results: COMPRESSION: Allowable net end bearing 196.3 kips Foundation fiction resistance 36 kips Total downward resistance 232 kips Axial Vertical Load 4 kips Pier Weight 31 kips Removed Soil Weight -20 kips SUM: P = Pier Weight - Removed Soil Weight+ Axial Vertical Load 15.2 kips S.F. = Total Downward resistance/ (SUM: P) 15.26 >1.00, OK UPLIFT: No Uplift, Therefore OK PETERSON STREHLE MARTINSON, INC. Foundation Skin Friction Page 3 C07040 Foundation PETERSON STREHLE MARTINSON, INC. JOB: C07040 Consulting Engineers DATE: Mar. 20. 2007 By. boc 2200 Sixth Avenue, Suite 601, Seattle, WA 98121 SITE: T-Mobile SE1705E Office 206 6224580 / Fax 206 622-0422 SUBJECT: Interaction for Circular Columns Input Data: Service loads Dead Wind Axial load P= 4 k 0 k Moment M = 0 k-ft 93 k-ft Shear V= 0 k 3 k Tied Col? 1 (1 = tied, 2 = spiral) fc 4 ksi fy 60 ksi Clear cover 3 in Pier diameter 60 in No. of bars 24 Bar size 7 Abar (sq in) 0.60 in' phi, compr. 0.7 Total steel are 14.43 in' 0.51% of total area Calculated Values: phi Mn phi Pn (k-ft) (k) Po 7301 MaxP 0 5841 2842 5841 1 3065 5727 2 4080 4012 B 4279 2879 3 4551 2259 4 4703 1792 5 2100 17 6 2075 0 load comb 1 4.728 74.7936 load comb 2 4.728 149.5872 load comb 3 4.728 0 Phi(Vc) = 217 k OK Factored loads Pu Mu Vu 1.2D+1.6L+1.6S+0.8W 5 k 75 k 3 k 1.2D+L+0.5S+1.6W 5 kft 150 kft 5 kft 12. D+L+0.2S+E 5 k 0 k 0 k PETERSON STREHLE MARTINSON, INC. Circular Column Reinforcement Page 4 ! ETERSON S TREHLE MARTINSON,INC. CONSULTING ENGINEERS Attachment 3 Monopole Design Information by Wireless Structures Consulting 2200 SIXTH AVENUE, SUITE 601 PHONE 206-622-4580 SEATTLE WASHINGTON 98121 FAX 206-622-0422 T • •Mobile • STRUCTURAL DETAILS FOR A: 55'- 6" SLIM -LINE MONOPOLE LOCATED AT: NORTH FIRDALE VILLAGE / DENTAL (SE1 705E) 10014 238TH STREET SW EDMONDS, WA 98020 SNOHOMISH COUNTY rbc WIRELESS STRL CTLIRES CONSIAHN%PC 2734 PROMINENT CT. S. SALEM OR, 97302 Ph: (503) 587-0101 F:(503)316.1864 WWW.WSCENGINEERING.COM coon T M •Mobile 19807 NORTH CREEK PARKWAY NORTH SUTfE 101 BOT ELL, WA 98011 PMwccr 55'-6' SLIM —LINE MONOPOLE NORTH FlRDALEVILLAGEIDENTAL (SE1705E) 10014 23B1H STREET SW EDYONDS, WA 98020 SNOHONISH LOUNIY uxuco roM INSTALL OR PERMIT r x er—cx•o er—arz BLW AWM 07ZO7 Fn5px5 TITLE SHEET MSC PMWEtt NII4BCx� OT-0D43 FMx� NUN PD-001133 P/# NWffA T-1 - -- N SECTOR ALPHA 4YJ' 00 x 337W GENERAL DESIGN NOTES COWATAKT AZIMUTH 0' (Fy_ 42 KSI) LOP OF, POLE 11 2 1 } 53 R A53 GR. B PIPE DESIGN NOTES AND MATERIAL REQUIREMENTS - 1) THE DESIGN CRITERIA FOR OD STRUCTURE S AS FOLLOWS: A) STAN ROS MD 0 el .N CODES, wsc 55' - " AGL _ INDUSTRY STANDARD: 222 REV. F, 2003 IBC I II h I WIRcIcec STRUCTURES CON51AT1NG, PC K1i' 00 X .337W ACTUAL ANTENNA TY AISC 9 STEEL MN/UAL: NSC 9TH COITION 27M PROMINENT CT. S. C.L. PANEL ANTENNAS I d U I I d 4 I BRACKET MAY AS] OR.B PIPEARY (Fy-min. = 42 KSI)WDREW AB) WELDING CODE: AWS DI.1 -� I 52 - 6" AGL 1h1 ANTENNA MAST24' CO16Y! WIND: 100 MPH (FASTEST MILE) PERESA/TIA 222-F SALEMOR, OT302 120 MPH (}-SECOND GUSn PER 2003 IBC Ph: (503) 587-0101 OD % 10' ANTENNA RADIAL (O IOOxWIND LOAD) Fx (503) 316-IM CONCEALMENT SHROUD SUPPLIED BY SFAB.. OMAST C)IC� NG- 1 - 24OD X 10' TALL ANTENNA SHROUD MOUNTED WWW.WSCENGINEERING.COM LADMETAL k FAR., LLC O a5'-fi'ALL W/ (]) ANDREW ADfD1B20-65658-R2DM PANEL ANTENNAS MOUNTED INSIDE SHROUD O 52'-6' TERMEDIATE SHROUD PLATE l7Y C.L.AGL5'-6"AGL -2a'- % 10' TALL ANTENNA SHROUD NOUNiED �`T ••Mobile• I l /°,5.-6_ D) MA%IMDM BAS£ REACTIONS:SECTOR GAAIIAASECTOR BETAOVERTURNING 240'AZIMUTH 1TA 1• THK x 24" OD MOMENT a Ba,e FT-KIAZIMUTH BASE SHEAR },OI KIPS 19807 NORTH CRLFIC PARKWAY NORMDOME 24' % ANTENNA SUPPORT BASE WEIGHT 1904 KIP$ SURE 101 A BOTlxll, WA 98011 CONCEALMENT SHROUD C E II AN 0' TALL ANTENNAADFD1820-6565B TYP 6 PLACES PLATE TOP @ BOTTOM 2) GENERAL STRUCTURAL NOTES; SUPPLIED BY SFAB.. LAD METAL k FAR., LLC PANEL ANTET SHROUD Y STEELHEAD A) ALL MATERIALS SHALL CONFORM TO THE FOLLOWING rROJEa I I (1) PER SECTOR METAL k FAR., I.I.C. STANDARDS: 55�-6' SLIM —LINE MONOPOLE II (3) TOTAL SHAPES: ASTM A36 PLATES: ASTM A36 BASEPLATE: ASTM A35 ANTENNA AZIMUTH 6CA1f NONE 2 6cALF: INTERMEDIATE SHROUD PLATE NONE 3 11 4 PLATES: ASTM A35 POLE SHAFT: ASTM A53 GR. B K%' OD x .337W (6) 95� A325% BOLTS, (Fy_min. 42 KSI) -�I �+ I.- NUTS, t_" B 8 F.W.'S A53 OR. B PIPE I nP I ON A 20� B.C. 4X!' OD x .337W (Fy-min a 42 KSI) A53 CR B PIPE BOLTED SPOKED FLANGE ANTENNA MAST: ASTM A53 GR. B (Fy_min 42 K.) ANCHOR BOLTS: ASTM F1554 CR. 55 KSI HARDWARE: ASTM A325 NORTHFlRDALEVILLAGEfDENTAL (SE1705E) AGL 5V1 X 8'H UNREINFORCED ANTENNA MAST R2)1°' ANTENNA MAST B) ALL WELDING TO BE PERFORMED BY WELDERS CERTIFIED IN 100�14 NWASTREET SW ACCESS PORTS i(4 TYP COAX HOISTING (6) %- A325X BOLTS. ACCORDANCE WITH AWS 07.1. Fl0.0 WELDING IS PROHIBITED. C) ALL STRUCTURAL STEEL SMALL BE GALVANIZED IN SNOIgY511 COIINIY (2 O Ig0') 9(° 3%" GRIP HOOKS NUTS. L.W.'S. h F.W.'S ACCORDANCE WITH ASTM A123. InR _ TYP ON A 20" B.C. 0) ALLBOLTS SMALL BE so TO RTIGHT�CONDITION r�� AS DEFINED BY AlL ED., INSTALL OR PERMIT OPENINGS PARAGRAPH 8(C). PG. 5-273 I R e.�Xv er—IM>z FOR COAX YP r, 4I GENERAL NOTES 1 5 1 BLW AWM 07MAR07 1) CONTRACTOR SWILL FIELD VERIFY SITE OR LAYOUT FMSKINS JML 24' OD X .25W 16 ° =b RESTRICTIONS, SITE CONDITIONS, DIMENSIONS, AND ELEVATIONS BEFORE START OF CONSTRUCTION. ANY DISCREPANCIES SHALLBE BROUGHT TO THE ATTENTION OF WSC, PC PRIOR TO BEGINNING PROJECT. ALL WORK SMALL BE PERFORMED A53 GR. B - USING ACCEPTED CONSTRUCTION PRACTICES. PIPE MONOPOLE 2) NO FIELD MODIFICATIONS MAY BE MADE TO POLE COAX HOISTING WITHOIR THE EXPRESS WRITTEN CONSENT FROM THE TYP GRIP HOOKS y ENpNEER OF RECORD. WSC, PC AND ENGINEER OF RECORD ASSUME NO RESPONSIBILITY FOR THE STRUCTURE IF 1' THK A36 24 OD x .25W 24' OD X .25W 1' THK. A36 A53 GR. B PIPE ALTERATIONS MID/OR ADDITIONS ARE MADE TO THE DESIGN AS SHOWN IN THESE DRAWINGS. EI—ER FLANGE PLATE A53 GR. B PIPE FLANGE PLATE POLE SHAFT 3) THE CONTRACTOR AND ALL SUBCONTRACTORS SMALL POLE SHAFT - TYP COMPLY WITH ALL LOCAL CODES. REGULATIONS, AND ORDINANCES AS WELL AS STATE DEPARTMENT OF INDUSTRIAL Y1 Nc� SPOKED FLANGE DETAIL 8f 1E` 4 NONE SPOKED FLANGE SECTION 8CA1E` 5 NONE POLE PANTED PER REGULATIONS AND DIVISION OF INDUSTRIAL SAFETY (OSHA) REOUIRELIENTS. !, A CUSTOMER SPECIFICATIONS (4) 13:-0 HOLES FOR a) THE CONTRACTOR SMALL SUPERVISE AND DIRECT ALL WORK COLOR TB 10' TYP. Y' 4' I-`-- 11y'f x 72' LONG I F1554 GR. 55 A.B.'S ON A 28' B.C. TO THE BEST OF MIS/HER ABILITY AND SKILL. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS. METHODS. TECHNIQUES. PROCEDURES, AND SEQUENCES, AND FOR COORDINATING ALL PORTIONS OF THE TYP 16 Jy 4 WORN UNDER THE CONTRACT. r TYP. I 45 ' 5) THE CONTRACTOR SMALL VERIFY, COORDINATE. AND PROVIDE ALL NECESSARY BLOCKING. BACKING• FRAMING, HANGERS. OR OTHER SUPPORTS FOR ALL ITEMS REOUIRINC SAME. WHETHE4A SHOWN OR NOT. THE CONTRACTOR .36Y 10'WX 25H YP. A 25, 1g+3f�FOR SMALL BE RESPONSIBLE ALL TEMPORARY BRACING, SHORING, FORMWORK, ETC.. 0 L IpREINFORCED AND SHALL CONFORM TO ALL NATIONAL. STATE. AND LOCAL C.L.OFACCESS PORTS ACCESS PORTS (2 O 90) 6 _ _ °24Ai 01THK A36 BASE PLATE ORDINANCES AND CODES, IN ORDER TO SAFELY EXECUTE ALL STAGES COT WORK TO COMPLETE THIS PROJECT. rt IS THE INTENT a' THESE DRAWINGS TO SHOW THE2' COMPLETED INSTALLATION OF THE STRUCTURE SHOWN. EXPIRES 11 22 086) - 6• AGL 7) CONTRACTOR ASSUMES RESPONSIBILITY FOR JOB SITETOP OF FOUNDATION - - — DF CONDITIONS DURING THE CWRSE OF CONSTRUCTION OF THE PROJECT, INCLUDING THE SAFETY OF ALL PERSONS AND ELEVATION VIEW & STRUCTURAL DETAILS 0' - 6" AGL GRADE 728' - POLE SHAFT BASE PLATE PROPERTY IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES. THIS REQUIREMENT APPLESFINAL CONTINUOUSLY, AND IS NOT LIMITED TO NORMAL WORKING HOURS. 07-0043 '8)ALLNL—.TYTY, TO HOLD ENGINEER FROM ANY DPERFORMANCE REAL OR ALLEGED. IRACTOR II CONNECTION WITH THEARMLESS wtA�FDN. DESIGN 24' OD x .25W25xYJx4' A36 OF WORK ON THIS PROJECT.oRA+wc 9) R IS THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE BY OTHERS A53 DR. B PIPERMED PLATE ALL EXISTING UTILITIES, SHOWN OR NOT SHOWN. THE PD-001133 MONOPOLE REINFORCING RIM - TYP SECTION A CONTRACTOR IS FINANCIALLY RESPONSIBLE FOR REPAIR OR A4cE NweLR —A REPLACEMENT OF URUTIES OR OTHER PROPERTY DAMAGED IN CONJUNCTION WITH THE EXECUTION OF WORK ON THIS PROJECT. STRUCTURAL ELEVATION 1 JACCESS PORTS @ 2'-6" AGL° o„E` 6 BASE PLATE DETAIL 7 S-1 JW�' C 'UrNIIII, '. l rwo.-PrI.■w =•.�qmi WIRELESS STRUCTURES CONSULTING, PC Structural Calculations For A 55' - 6" Slim -Line Monopole Located At: North Firdale Village / Dental (SE1705E) 10014 238th Street SW Edmonds, WA 98020 Snohomish County Prepared for: T-Mobile Dated: March 7, 2007 WSC Project No. 07-0043 Wireless Structures ConautUng, PC 2734 Prominent Court South Salem, OR 97302 Phone (503) 587-0101; Fax (503) 316.1864 wwwlwscengtruering.com f Customer: T-Mobile WSC Project No.: 07-0043 =� Project: 55' - 6" Slim -Line Monopole Date: 317107 WURES srsunu OCOR uuou x Site: North Firdale Village /Dental (SE1705E) Loading, Codes, and Materials: Design Calculations: Table of Contents Design Loading Design Criteria Codes and Specifications Materials Wind Pressure Monopole Shaft Wind Loading Base Reactions Bolted Spoked Reduction Flange at 35'- 6"AGL - Loading and Design: Monopole Shaft Stress Check: Anchor Bolt Design: Base Plate Design: Seismic Base Shear Comparision: PROFESSIONAL ENGINEER SEAL I hereby certify that this structural design report was prepared by me, or under my direct supervision, and that I am a duly licensed Professional Engineer under the laws of the state of Washington. Page 1 Page 2 Page 3 - 4 Page 5 Page 6 Page 7 Page 8 Ph: (503) 587-0101; Fx: (503) 316-1864 www.wscengineering.com t Customer. T-Mobile WSC Project No.: 07-0043 WI -I I Project: 55'- 6" Slim -Line Monopole Date: 3/7/07 UMMSMiaMCM6 uwavc Site: North Flydale Village/Dental (SE1705E) Page: 1 Loading, Codes, and Materials Design Loading: Antenna Shroud(s): (1) - 24' 0 x 10' - 0" Tall Antenna Shroud, Base @ 45' - 6" AGL (Future Elevation) (1) - 24" 0 x 10' - 0" Tall Antenna Shroud, Base @ 35' - 6" AGL (Future Elevation) Design Criteria: Wind: 100 mph (Fastest Mile) Per EIA/TIA 222-F 120 mph (3-Second Gust) per 2003 IBC Ice: 1/2 " Radial Ice @ 100% Wind Pressure Seismic: Per 2003 IBC, Section 1622 & ASCE 7-02, Section 9.5.3.2 Codes and Specifications: Concrete: ACI 318, Latest Edition Steel: AISC/ASD 9M Edition Welding: ANSUAWS D1.1-98 Materials: Pole Shaft: ASTM A53 Gr. B Antenna Mast ASTM A53 Gr. B (Minimum Fy = 42 ksj) Baseplate: ASTM A36 Shapes: ASTM A36 Plates: ASTM A36 Ports: ASTM A36 Welds: E70XX Electrodes Anchor Bolts: ASTM F1554 Gr 55 Ph: (503) 587-0101; Fx: (503) 316-1864 www.wscengineering.com WOWS� Customer T-Mobile Project: 55'- 6" Slim -Line Monopole WSC Project No.: Date: 07-0043 3/8/07 Site: North Firdale Vl/age/Dental (SE1705E) Page No.: 'Z Wind Pressure Calculations: Reference: TIA/EIA-222-F, Section 2.3 PN ld = gz.GH = 0.00256+Kz•V2*GH where: Wind Pressure Calculations: h = 55.5 feet (Structure height) No q.GH = 43.3 psf (Minimum Design Wind Pressure at 33 feet AGL) V = 100.0 mph (Basic Wind Speed) ke q.GH = 50.2 psf (Design Wind Pressure at Top of Pole) qZ = 29.7 psf (Velocity Pressure) GH = 1.69 Gust Response Factor -1.00 5 GH 51.25; 1.69 for Poles 112"Radix► q.GH = 43.3 psf (Minimum Design Wind Pressure at 33 feet AGL) Kz = (Z/33)2R Exposure Coeficient at "Z" Elevation (ft) -1.00 5 Kz s 2.58 ICe q.GH = 50.2 psf (Design Wind Pressure at Top of Pole) Wind Loading Calculations - Monopole Shaft: No Ice 1/2" Radial Ice O A N C t C W 6Cf .O y O a+ o. d A d 41 C A d N L N O V d yy C E N t .� 0 0 �'' yy = d W N m v d = �'' ` y� j '� � Gyl � O1 U� l0 U. Co L y m O L d �� 01 C M W 1i W d m .0 y W m O� � y d > °' o E u C pr u C c d o� r ° a CL a, L �' Q oN 2 =U C c� r e a � a` a °1 °' �, o-a a �, C� off; :, 0 _ ° OTC W d� O~ vv �° tdy Cam, Cr US CLL U) C,-, U� Cr N L N�v Z.� H O �� 2 3 h S S N s y r, S N N Q W W W Z DP TW H Kz Co- C%- CF-0" CFy.- gzGH AE gzGHAE gzGHAE.Z WT gzGH ALE gzGHAE gzGHAE'Z WT 5.75 24.0 0:250 100' 1.00 200 180 0.59 0.59 43.3 11.8 0.511 2.55 0.63 43.3 12.3 0.532 2.66 0.81 15.75 24:0 '' 0.250. 10.0 1.00 200 180 0.59 0.59 43.3 11.8 0.511 7.66 0.63 43.3 12.3 0.532 7.98 0.81 25.75 24.0. 0.250 1010 '; 1.00 200 180 0.59 0.59 43.3 11.8 0.511 12.8 0.63 43.3 12.3 0.532 13.3 0.81 33.13 24.0: 0 250 4.75 :% . 1.00 200 181 0.59 0.59 43.3 5.61 0.243 7.86 0.30 43.3 5.84 0.253 8.19 0.39 40.50 24.0 0.150 10:0.: 1.06 206 186 0.59 0.59 45.9 11.8 0.541 21.5 0.38 45.9 12.3 0.564 22.4 0.56 50.50 24 0 0.150 : M0 1.13 213 192 0.59 0.59 48.9 11.8 0.577 28.7 0.38 48.9 12.3 0.601 29.9 0.56 Loading Summations:1 2.89 81.0 2.97 3.01 84A 3.94 Monopole Shaft Base Reactions: Overall Height of Steel = 54.75 feet Deflection at Top of Pole = 4.31 inches Base OTM = 84.8 ft-kips Base Elevation of Pole = 0.75 feet (AGL) Sway at Top of Pole = 0.38 degrees Base Shear = 3.01 kips Top of Steel Elevation = 55.50 feet (AGL) Moment Due to P-A Effects = 0.42 ft-kips Base Weight = 3.94 kips Ph: (503) 587-0101; Fx: (503) 316-1864 www.wscengineedng.com x= Customer. T-Mobile WSC PmjectNo.: 07-0043 Project: 55' - 6" Slim -Line Monopole Date: 03107107 b to� Site: North Flrdale frllage/Dental (SE1705f7 Page: j mmisa m x Spoked Reduction Flange Loading @ 35' - 6" AGL Reduction Flange Information: Elevation at Reduction Flange, hsRF = 35.5 feet (AGL) Reduction Flange Loading Information: I narl Form Dina Mac} - Section CL (feet AGL) Section V (kips) Moment Arm (feet) Moment at Splice (ft-kips) 40.5 0.56 5.0 2.82 50.5 0.60 15.0 9.01 EV = 1.16 EM = 11.8 Reactions at Flange Level (35.5'AGL) MsRF = P * VsRF == P * [ECa*A0] = 1.16 kips f� [ECa * A. * (y - hsRF)] = 11.8 ft-kips Stress Check - Antenna Mast at Spoked Reduction Flange Antenna Mast Information: Antenna Mast OD = 4.500 inches Stress Increase Factor, SIF = 1.33 Wall Thickness = 0.337 inches Modulus of Elasticity, E = 29000 ksi Yield Stress, Fy = 42.0 ksi Weight = 15.0 lbs/ft Antenna Mast Properties: Allowable Bending Stress, Fb = 37.0 ksi Area = 4.41 sq. in. Section Modulus, SA,,, IM, = 4.27 in' I = 9.61 in Applied Bending Moment, MAppnea = 11.8 ft-kips Allowable Bending Moment, MA,10, = 13.2 ft-kips USE: 4 1/2" OD x 0.337" wall, A 53 Or B Antenna Mast Minimum Fy = 42 ks! Ph: (503) 587-0101; Fx: (503) 316-1864 www.wscenginewing.com TV �Customer. T-Mobile WSC Project No.: 07-0043 -� Project: 55' - 6" Slim -Line Monopole Date: 03/07/07 w<v MSTRtxnMES=AUKK Site: North Firdale Village / Dental (SE1705E) Page No.: It Spoked Reduction Flange Design @ 35' - ReactIons at flange level: MsRF = 11.8 ft-kips VSRF = 1.16 kips Dan, Mast = 4.50 in. DMp Shaft = 24.0 in. TYF Flange Bolt Design: Flange Bolt Diameter, DFe = 0.63 in. Flange Bolt Circle, DF Bc = 20.0 in. Flange Bolt Tensile Area, ABo„ = 0.307 in' No. of Flange Bolts, n = 6 Pipe Wall Thickness, tWa„ = 0.250 in. Maximum Shear Force per bolt, VFB Max = Vsw / n = 0.19 kips Maximum Tensile Force per bolt, Tmax = 4 ` MsRF / (n • BC) = 4.73 kips Allowable Tensile Stress, Te„a,,, = 4/3' [(442 - (4.39- VFe MJ fr = 58.6 ksi Actual Tensile Stress = Tmax / ABua = 16.4 ksi Use: 6 - 5/8 Inch 0 x 3112 Inch long ASTM A325 Bolts on a 20 Inch 0 B.C. Flange Plate Design: Flange Plate Yield Stress, Fy Fp = 36.0 ksi Ant Mast Allowable bending stress, Fe FP = °/a' 0.75' Fy Fp = 36.0 ksi Moment Arm, MAr,,, = 3.38 in. Flange Bolt Max Moment in Plate, Mpg = T„ w " MAr,,, = 15.97 in -kips Effective Plate Width of Spoke, baR = 3.50 in. Minimum Req'd Section Modulus of Plate, SFp M;n = MpL / FB Fp = 0.44 in Use the minimum required plate section modulus and the effective plate width to determine the minimum plate thickness as follows: Section Modulus of Flange Plate, SFp = beff' d2/6 :. dM;a = [6 - SFp M1n / beR ]= 0.87 in Use: 1 in. thick ASTM A36 Flange Plates Pipe To Plate Weld Designs: Min. weld size per ANSI/AWS d1.1, Table 5.8, Low -Hydrogen process = 1/8 in. Allowable Weld Stress, Fw = % - 70 ksi ' 0.3 = 28.0 ksi Weld @ Antenna Mast. Fillet Weld Size @ Antenna Mast, WEF = 0.313 in. Weld Section Modulus @ Antenna Mast, Sw,Ant Mast = 2 ` 1r' (DAnt Mag,/2)Z' WEF = 7.03 in' Max. Weld Stress, fw = MSRF/SW Ant Mast = 20.2 ksi (OK) Use: 5/16 in. fillet welds at Antenna Mast (E70XX Electrodes) Weld @ Monopole Shaft. Fillet Weld Size @ Monopole Shaft, W,F = 0.250 in. Weld Area @ Monopole Shaft, EAW = n' bff' 0.707' W,F = 3.71 in' Weld Section Modulus @ Monopole Shaft, Sw MP Shaft = LA.* r = 43.6 in' Max. Weld Stress, fw = MSRF/SM MP Shaft = 3.25 ksi (OK) Use: 1/4 in. fillet welds at Monopole Shaft (E70XX Electrodes) Ph: (503) 587-0101; Fx: (503) 316-1864 www.wscenginearing.com t � Customer: T-Mobile WSC Project No.: 07-0043 Project: 55'- 6"Slim-Line Monopole Date: 03/08/07 wo�ssnmx�uxaarc Site: North Firdale Village/Dental (SE1705E) Page: Stress Check - Monopole Shaft at Access Ports Access Port Information: Port Width = 10.0 in. Number of Ports = 2 Port Height = 25.0 Separation = 90 Degrees Port CL Offset = 30.0 in. (AGL) Monopole Shaft Section Properties at Access Ports: Pole Diameter = 24.0 in. Distance to Extreme fiber, c = 12.0 in. Wall Thickness = 6.25 in. Yield Stress, Fy = 35.0 ksi Nominal Pipe Section: Reinforced Port. - Mast Area, ANomInal = 18.7 sq. in. Mast Area, AReinf = 21.5 sq. in. Mom Of Inertia, IN,,,,lnal = 1315 in Mom Of Inertia, IReInf = 1474 in Combined Stress Check: (Based on Minimum Values Above) Design Moment, Marie = 84.4 ft-kips fB = Meese* c / 1w. + Wteesa/ AMIn = 9.45 ksi Monopole Weight, MBese = 3.94 kips Fb = (4/g) * 0.66 * Fy = 30.8 ksi (019 USE. (2) - 5"x 8" Unreinforced Access Ports @ 1800 Separation, C.L. s @ 34'- 8"AGL USE: (2) -10 x 25 x 112"x 4" Long A36 Plate Reinforced Access Ports, 90 ° Separation, C.L.'s @ 30" A GL USE. 24" OD x 0.25" wall, A53 Gr B Monopole Shaft Ph: (503) 587-0101; Fx: (503) 316-1864 www.wscongineering.com •� � Customer. T-Mobile WSC Project No.: 07-0043 Project. 55' - 6" Slim -Line Monopole Date: 03/08/07 Site: North Firdale Village / Dental (SE1705E) Page: 6 Anchor Bolt Design Base Reactions from wind loading: Mpo,e = 84.4 ft-kips Vpole = 3.01 kips Wt�de = 3.94 kips Anchor Bolt Design: Reference: AISC Engineering Journal, 2nd Qtr., 1983, p. 58. No. of Anchor Bolts, n = 4 Anchor Bolt Diameter, DAB = 1.50 in. A.B. Tensile Stress Area, A, = 1.41 in Anchor Bolt Circle, DBc = 28.0 in. Minimum AB Circle = 28.0 in. Anchor Bolt Length, LAB = 72.0 in. Anchor Bolt Yield, Fy AB = 55.0 ksj Minimum Anchor Bolt Projection = 8.00 in. Maximum Tensile Force per bolt, Tm= = 4 * MPole / (n * Da.c.) = 36.2 kips Maximum Shear Force per bolt, VAB Max = VPole / n = 0.75 kips Allowable Anchor Bolt Tensile Stress, Tallow = 413 * 0.55 * Fy AB = 41.5 ksl Actual Anchor Bolt Tensile Stress = [Ta . + (1.85 * VAB Lu,)] / Ai = 26.6 ksi (OK) USE: (4) -1 1/2" 0 x 72" Long ASTM F1554 Gr. 55 Anchor Bolts on a 28" 0 B.C. TOP OF FOOTING MONOPOLE SHAFT /--1/2"0 DRAIN HOLE i A.B. PROJ. NON -SHRINK GROUT 2" FOR 1 "0 & 3" FOR A.B.'S > THAN 1 "0 ;HOR BOLT W HEX NUT ;KWASHER TWASHER ;E PLATE TWASHER LAB Nuts - Typ. IVY HEX NUT ea. side of Bearing Plate -7 Hvy. Hex Nut w/ L.W. & F.W. -- Leveling - Nuts A.B. Bearing Plate' Ph: (603) 687-0101; Fx: (503) 316-1864 www.wseengineering.com ,• Customer. T-Mobile WSC Project No.: 07-0043 �� Project: 55' - 6" Slim -Line Monopole Date: 03/08/07 Mst»onK Site: North Firdale Village / Dental (SE1705E) Page No.: URM Base Plate Design Base Reactions kom wind loading: , �— WBP Base Moment, Mp,,e = 84.4 ft-kips o Base Shear, Vpole = 3.01 kips ,9� Base Weight, Wtpcge = 3.94 kips + DBC Base Plate Design: Base Plate Width, WBP = 28.0 in. Base Plate Yield Strength, Fy Bp = 36.0 ksi Allowable bending stress, Fb Bp = 36.0 ksi o I — DPole Min. Base Plate Width, WBP min = 28.0 in. Pole Diameter, Dpoie = 24.0 In. Anchor Bolt Circle, DB.c. = 28.0 in. Assume failure across x'-x', model as a fixed -end cantilevered beam b = section length of x'-x' = 15.6 in. a = (Ds.c.. DPoie)/2 = 2.00 in. Maximum Tensile Force per bolt, Tmax = 36.2 kips Maximum Moment in Plate, MPlata = Tmax * a = 72.3 in. -kips Min. Base Plate Thickness, t,,,i„ _ (6*Mp1atelb*Fb)'�' = 0.88 In Use: 28 inch Square x 1 1/2 Inch Thick ASTM A36 Base Plate Base Plate -to -Pipe Leg weld Design: MPole VPole Tmax I a--� Section A -A Minimum weld size per ANSI/AWS d1.1, Table 5.8, Low -Hydrogen process = 1/8 inch Upper Weld Size, wt = 0.250 in. Veld Tensile Strength, F,,,,dd = 70.0 ksi (E70XX) Lower Weld Size, wb = 0.250 in. Allowable Weld Stress, Fw = 28.0 ksi Distance to Centroid of Upper Weld, L. = Dp,,,/2 + wt/3 = 12.1 inches Distance to Centroid of Lower Weld, Lbw = DpO1e/2 - wt/3 = 11.9 inches Section Modulus of Upper Weld, Stw = 0.707 * wt * n * Lm2 = 81.1 in s Section Modulus of Lower Weld, Siw = 0.707 * wb * n * Lb, = 78.9 In.3 Max. Weld Stress, fw = Mp.1JSw = 6.33 ksi (OK) Use: 1/4" Fillet Weld at top, 1/4" Fillet Weld at bottom, E70XX Electrodes Ph: (503) 587-0101; Fx: (503) 316-1864 www.wseengineering.com Customer. T-Mobile WSC Project No.: 07-0043 Project: 55' - 6" Slim -Line Monopole Date: 03/08/07 Site: North Firdale Village/Dental (SE1705E) Page: $ W11UMMUMOMMUMIK Seismic Base Shear Calculations Base Reactions from Wind Loading: VWind Mp01e = 84.4 ft-kips E Vp,ie = 3.01 kips - VS - WtP,ie = 3.94 kips Seismic Parameters: _5U77 _5U7JL Per 200012003 IBC Section 1622, ASCE 7-98/7-02 Section 9.5.3.2 E Also reference report by. Vseismic Site Classification (Table 9.4.1.2) = D Assumed Short -Period Spectral Acceleration, S, = 1.261 g Latitude: (Latitude: 470 46' 59.01 ") 1-Second Period Spectral Acceleration, S, = 0.429 g Longitude: (Longitude: 122122' 00.35") Seismic Shear Factors. I = 1.0 Ref. ASCE 7 Table 9.14.2.1.2 Values for S,, S„ Fe, and F obtained from R = 1.5 Ref. ASCE 7 Table 9.14.2.1 USGS "Earthquake Ground Motion F, = 1.00 Ref. ASCE 7 Table 9.14.1.2.4a Parameters", Version 5.0.6 (Based on latitude F„ = 1.57 Ref. ASCE 7 Table 9.14.1.2.4b and longitude Indicated above). Seismic Design Classifications: Occupancy Category: I I - IV, Ref. ASCE 7 Table 1-1 Seismic Use Group: I I -111, Ref. ASCE 7 Table 9.1.3 Seismic Design Category: D A - F, Ref. ASCE 7 Table 9.4.2.1A and 9.4.2.1b Seismic Response Coefficlent (Per ASCE 7-98 Equation 9.5.3.2.1-1): C, = SDs / (R / 1) = 0.560 Seismic Base Shear = 2.21 kips SDs = (2 / 3)' SMs = 0.841 ASCE 7 Equation 9.4.1.2.5-1: SMs = Ss ` F, = 1.261 ASCE 7 Equation 9.4.1.2.4-1: Seismic Response Coefficient (Per ASCE 7-98 Equation 9.5.3.2.1-$ Maximum Value): Cr <_ SD1 / [T' (R / 1)]5 0.737 Seismic Base Shear S 2.90 kips SD1 = (2 / 3)' SM, = 0.449 ASCE 7 Equation 9.4.1.2.5-2: T = 0.407 Seconds . ASCE 7 Equation 9.5.3.3-1: SM, = S1 ' F = 0.674 ASCE 7 Equation 9.4.1.2.4-2: Seismic Response Coefflcient (Per ASCE 7-98 Equation 9.5.3.2.1-3, Minimum Value): C, k 0.044 ` 1 ` SDs >_ 0.037 Seismic Base Shear.'-- 0.15 kips SDs = (2 / 3) " Ss = 0.841 ASCE 7 Equation 9.4.1.2.5-1: Total Seismic Shear = 2.21 kips Total Wind Shear = 3.01 kips Design Base Shear = 3.01 kips Design Base Shear is governed by Wind Loading Ph: (503) 587-0101; Fx: (503) 316-1864 www.wseengineering.com R/ ! ETERSON iTREHLE MARTINSON,INC. CONSULTING ENGINEERS Attachment 4 Geotechnical Report by Adapt Engineering, Inc. 2200 SIXTH AVENUE, SUITE 601 PHONE 206-622-4580 SEATTLE WASHINGTON 98121 FAX 206-622-0422 Adapt Engineering, Inc. 615 Eighth Avenue South Seattle, Washington 98104 Tel (206) 654-7045 Fax (206) 654-7048 www.adaptengr.com December 22, 2006 Adapt Project No. WA06-14421-GEO T-Mobile, USA 19807 North Creek Parkway North, Suite 101 Bothell, WA 98011 Attention: Dawn Fann: Subject: Geotechnical Engineering Evaluation North Firdale Village/Dental Tower Site (SE1705-E) 10014 — 238"' Street Southwest Edmonds, WA 98020 Dear Ms. Fann, Pursuant to your request Adapt Engineering, Inc. (Adapt) is pleased to submit this report describing our recent geotechnical engineering evaluation for the above -referenced site. The purpose of this study was to interpret general surface and subsurface site conditions, from which we could evaluate the feasibility of the project and formulate design recommendations concerning tower and equipment building foundations, structural fill, and other considerations. Our scope of services consisted of a surface reconnaissance, subsurface explorations, geotechnical analyses, and report preparation. Authorization to proceed was given by Ms. Dawn Fann of T-Mobile, USA (T-Mobile). This report has been prepared for the exclusive use of T-Mobile and their agents, for specific application to this project in accordance with generally accepted geotechnical engineering practice. Use or reliance upon this report by a third party is at their own risk. Adapt does not make any representation or warranty, express or implied, to such other parties as to the accuracy or completeness of this report or the suitability of its use by such other parties for any purpose whatever, known or unknown, to Adapt. Adapt Engineering, Inc. We appreciate the opportunity to be of service to you. If you have any questions, or if we can be of further assistance to you, please contact us at (206) 654-7045. Respectfully submitted, Adapt Engineering, Inc. .f Brian a ay --" Staff Geotechnical Engineer Principle Geotechnical Engineer Senior Reviewer brm/rbh Attachments: Figure I - Location Map Figure 2 - Site & Exploration Plan Boring Log B-1 EXPIRES 6/05/ff�� Rolf B. Hyllseth, P.E., L.G. Senior Geotechnical Engineer T-Mobile, USA December 22, 2006 Adapt Project No. WA06-14421-GEO Page 2 Adapt Engineering, Inc. 615 Eighth Avenue South Seattle, Washington 98104 Tel (206) 654-7045 Fax (206) 654-7048 www.adaptengr.com T-Mobile, USA Geotechnical Engineering Evaluation North Firdale Village / Dental Tower Site SE 1705-E Edmonds, Washington WA06-14421-GEO December 2006 Adapt Engineering, Inc. PROJECT DESCRIPTION The host parcel is located at 10014 — 2381h Street Southwest in Edmonds, Washington, as shown on the Location/Topographic Map (Figure 1). We understand that current development plans call for the construction of a monopole communication tower and associated equipment building or cabinet pad. Specifically, the proposed tower and equipment building lease area are located within a grass and landscaping area situated on the northeastern portion of the host parcel. The tower and equipment building lease area can be accessed from the south side of 238th Street Southwest. The project site and surrounding area are shown on the attached Site & Exploration Plan (Figure 2). It should be emphasized that the conclusions and recommendations contained in this report are based on our understanding of the currently proposed utilization of the project site, as derived from written and verbal information supplied to us by T-Mobile. Consequently, if any changes are made to the project, we recommend that we review the changes and modify our recommendations, if appropriate, to reflect those changes. EXPLORATORY METHODS We explored surface and subsurface conditions at the project site during separate site visits on December 7, 2006. Our surface exploration consisted of a visual site reconnaissance. Our subsurface exploration consisted of advancing one boring (designated B-1) to a maximum depth of about 26.5-feet below existing ground surface (bgs), within an accessible area near the proposed tower location. The procedures used for subsurface exploration during our site visit are presented in the subsequent sections of this report. The location of the exploration advanced for this study is shown on the attached Figure 2. The specific locations and depths of the explorations performed were selected in relation to the proposed site features, under the constraints of budget and site access. The boring locations and other features shown on Figure 2 were obtained by hand taping from existing site features; as such, the exploration location shown should be considered accurate only to the degree implied by the measuring methods used. It should be realized that the explorations performed for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have commenced. If significant variations are observed at the time of construction, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. Auger Boring Procedures The boring was advanced using a track -mounted, hollow -stem auger drill rig operated by an independent company working under subcontract to Adapt. A geotechnical representative of Adapt was on -site to observe the boring, obtain representative soil samples, and log the subsurface conditions. After the boring was completed, the borehole was backfilled with a mixture of soil cuttings and bentonite chips. T-Mobile, USA December 22, 2006 Adapt Project No. WA06-14421-GEO Page 4 Adapt Engineering, Inc. During drilling, soil samples were obtained on 5-foot depth intervals using the Standard Penetration Test (SPT) procedure (ASTM: D 1586). This test and sampling method consists of driving a standard 2.0-inch outside diameter (OD) split -barrel sampler a distance of 18 inches into the soil with a 140-pound hammer, free -falling a distance of 30 inches. The number of blows required to drive the sampler through each of the three, 6-inch intervals is noted. The total number of blows struck during the final 12 inches of penetration is considered the Standard Penetration Resistance, or "blow count". If 50 or more blows are struck within one 6-inch interval, the driving is ceased and the blow count is recorded as 50 blows for the actual number of inches of penetration. The resulting Standard Penetration Resistance values provide a measure of the relative density of granular soils or the relative consistency of cohesive soils. The Boring Log attached to this report describes the various types of soils encountered in the boring, based primarily on visual interpretations made in the field and supported by our subsequent laboratory examination and testing. The log indicates the approximate depth of the contacts between different soil layers, although these contacts may be gradational or undulating. Where a change in soil type occurred between sampling intervals, we inferred the depth of contact. Our logs also graphically indicate the blow count, sample type, sample number, and approximate depth of each soil sample obtained from the boring, along with any laboratory tests performed on the soil samples. If any groundwater was encountered in the boreholes, the approximate groundwater depths are depicted on the boring logs. Groundwater depth estimates are typically based on the moisture content of soil samples, the wetted height on the drilling rods, and the water level measured in the borehole after the auger has been extracted. SITE CONDITIONS The following sections describe our observations, measurements, and interpretations concerning surface, soil, groundwater, and seismic conditions at the project site. Surface Conditions The proposed tower and equipment building lease areas are located within a relatively level, grass and mulch covered area along the northeastern portion of the host parcel. Subsurface Conditions USGS maps reviewed as a part of this study classifies the geology at the subject site as Advance Outwash, characterized as mostly clean, gray, pebbly sand with increasing amounts of gravel higher in the section. Our on -site exploration generally confirmed the presence of these mapped, native, soil units. Specifically, our boring, near the proposed lease area, revealed the near -surface soil conditions to consist of about 6 to 9-inches of gravel and topsoil mantling loose, fine to medium sand with some gravel, coarse sand, and trace silt (Fill). Below these surficial soils, at a depth of about 5.0-feet bgs, our exploration revealed the presence of dense sand with some gravel and trace silt over very dense, silty, fine to coarse sandy gravel and cobbles. At a depth of approximately 13.0-feet bgs, these soils transitioned into a medium dense grading to very dense, fine to medium sand with varying degrees of silt, coarse sand, and gravel, which extended to the full depth explored of about 26.5 ft bgs. No groundwater seepage was encountered within T-Mobile, USA December 22, 2006 Adapt Project No. WA06-14421-GEO Page 5 Adapt Engineering, Inc. our exploration at the time of drilling. Throughout the year, groundwater levels would likely fluctuate in response to changing precipitation patterns, off -site construction activities, and changes in site utilization. Seismic Conditions Based on our analysis of subsurface exploration logs and a review of published geologic maps, we interpret the on -site soil conditions to correspond to Site Class D, as defined by Table 1615.1.1 of the 2005 International Building Code (IBC). The soil profile type for this site classification is characterized by stiff soils with an average blowcount between 15 and 50 within the upper 100 feet bgs. Current (2003) National Seismic Hazard Maps prepared by the U.S. Geological Survey indicate that peak bedrock ground acceleration (PGA; NEHRP B-C Boundary) coefficients of about 0.31 and 0.54 are appropriate for earthquakes having a 10-percent and 2-percent probability of exceedance in 50 years (corresponding to return intervals of 475 and 2,475 years), respectively. The IBC mapped spectral accelerations for short periods at the subject site (SS; Site Class B) are 120 and 42 (percent of gravity) at 0.2 and 1.0-second periods, respectively. For purposes of seismic site characterization, the observed soil conditions were extrapolated below the exploration termination depth, based on a review of geologic maps and our knowledge of regional geology. CONCLUSIONS AND RECOMMENDATIONS Current development plans call for the construction of a monopole communication tower and associated equipment building or cabinet pad within the proposed lease area. Based on the anticipated subsurface conditions, we recommend that the proposed telecommunication tower be supported on a drilled pier foundation. General design criteria for compressive, uplift and lateral support of a drilled pier are presented below. Our specific recommendations concerning site preparation, equipment building or cabinet foundations, tower foundations, access driveway, and structural fill are presented in the subsequent sections. Site Preparation Preparation of the tower lease area for construction should involve clearing, grubbing, stripping, cutting, filling, dewatering, and subgrade preparation. The following comments and recommendations apply to site preparation. Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or near -surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Nonetheless, we anticipate that curbs, berms, or ditches placed along the uphill side of the work areas will adequately intercept surface water runoff. Clearing and Stripping: After surface and near -surface water sources have been controlled, the construction areas should be cleared and stripped of all vegetation, sod, topsoil, and debris. Based on our site exploration and visual observations, we estimate that an average thickness of about 6 to 12-inches of T-Mobile, USA December 22, 2006 Adapt Project No. WA06-14421-GEO Page 6 d Adapt Engineering, Inc. grass, mulch and topsoil will be encountered across the lease area, but significant variations could exist. It should be realized that if the stripping operation proceeds during wet weather, a generally greater stripping depth might be necessary to remove disturbed, surEcial, moisture -sensitive soils; therefore, stripping is best performed during a period of dry weather. Excavations: Site excavations ranging up to about 1.5-feet deep may be required to accommodate the proposed equipment pad footings. Based on our explorations, we anticipate that these excavations will encounter loose sand with some gravel and trace silt (Fill). These surficial soils can likely be cut with conventional earth working equipment such as small dozers and trackhoes. Backfill materials, where required, should be placed and compacted according to the recommendations presented in the Structural Fill section of this report. Dewaterine: Our subsurface explorations did not encounter groundwater seepage within the upper 1.5- feet; however, depending on the actual excavation depth and the time of year that construction proceeds, the proposed site excavations might encounter perched groundwater seepage. If groundwater is encountered, we anticipate that an internal system of ditches, sump holes, and pumps will be adequate to temporarily dewater the excavations. Subgrade Preparation: Exposed subgrades for shallow footings, mat foundations, slabs -on -grade, roadway sections and other structures should be compacted to a firm, unyielding state, if required to achieve adequate density and warranted by soil moisture conditions. Any localized zones of loose, granular soils observed within a subgrade area should be compacted to a density commensurate with the surrounding soils. In contrast, any uncontrolled fill material or organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. It should also be noted that any previous fill material should be overexcavated and replaced with structural fill if found to contain a significant amount of organics or debris. Frozen Sub rg ades: If earthwork takes place during freezing conditions, we recommend that all exposed subgrades be allowed to thaw and be recompacted prior to placing subsequent lifts of structural fill. Equipment Building or Cabinet Foundations It is our understanding that the support pad for the proposed equipment building or cabinets will consist of a poured -in -place, concrete slab -on -grade with thickened edges; we recommend that these thickened slab edges be designed as spread footings. Alternatively, the equipment support pad may be designed as a structural slab -on -grade with a uniform thickness and a reduced bearing pressure. In either case, we anticipate that the support pad bearing pressure will be relatively light. The following recommendations and comments are provided for purposes of equipment pad design and construction. Subgrade Conditions: The prepared bearing subgrade soils should consist of loose to medium dense sand with some gravel and trace silt (Fill). Exposed slab -on -grade, footing or overexcavation subgrades should T-Mobile, USA December 22, 2006 Adapt Project No. WA06-14421-GEO Page 7 ,A Adapt Engineering, Inc. be compacted to a firm, unyielding state, in accordance with the recommendations provided in the Site Preparation section of this report. Subgrade Verification: Footings or slabs -on -grade should never be cast atop soft, loose, organic, or frozen soils; nor atop subgrades covered by standing water. A representative from Adapt should be retained to observe the condition of footing subgrades before concrete is poured to verify that they have been adequately prepared. Footing Dimensions: For a poured -in -place, structurally reinforced concrete slab -on -grade with thickened -edge footings, we recommend that the spread footing elements be constructed to have a minimum width of 12-inches. For frost protection, the footings should penetrate at least 18-inches below the lowest adjacent exterior grades. Bearing Pressure and Lateral Resistance: A maximum allowable static soil bearing pressure of 2,000 pounds per -square -foot (psf) may be used for thickened -edge pad footings designed as described above. For the alternate equipment support pad design using a uniform thickness, structural slab -on -grade, we recommend a maximum allowable static soil bearing pressure of 500 psf across the pad area. These bearing pressure values can be increased by one-third to accommodate transient wind or seismic loads. An allowable base friction coefficient of 0.30 and an allowable passive earth pressure of 280 pounds per cubic foot (pcf), expressed as an equivalent fluid unit weight, may be used for that portion of the foundation embedded more than 1-foot below finished exterior subgrade elevation. These lateral resistance values incorporate a minimum safety factor of 1.5. Grading and Capping: Final site grades should slope downward away from the structure so that runoff water will flow by gravity to suitable collection points, rather than ponding near the structure. Ideally, the area surrounding the structure should be capped with concrete, asphalt, or compacted low -permeability (silty) soils to reduce surface -water infiltration into the subsoil adjacent to/below the foundation. Settlements: We estimate that total post -construction settlements of properly designed thickened -edge footings bearing on properly prepared subgrades could approach 1-inch, with differential settlements approaching one-half of the total. For a structural slab -on -grade equipment pad with a uniform thickness (without thickened edges), somewhat greater movements may be experienced. Tower Drilled Pier Foundations The subsurface soil and groundwater conditions observed in our site exploration are considered to be generally suitable for the use of a drilled pier foundation to support the proposed tower. The following recommendations and comments are provided for purposes of drilled pier design and construction. End Bearing Capacities: We recommend that the drilled pier penetrate at least 10.0-feet below the ground surface. For vertical compressive soil bearing capacity, we recommend using the unit end bearing T-Mobile, USA December 22, 2006 Adapt Project No. WA06-14421-GEO Page 8 Adapt Engineering, Inc. capacity presented in Table 1 below, where B is the diameter of the pier in feet and D is the depth into the bearing layer in feet. This allowable end bearing capacity includes a minimum safety factor of 1.5. Table 1 Allowable End Bearing Capacity Depth (feet) Allowable Bearing Capacity (tsf) Limiting Point Resistance (tsf) 10-13 5.0 D/B 5.0 13-24 2.5 D/B 3.5 IL 24-27 5.0 D/B 10.0 Frictional Capacities: For frictional resistance along the shaft of the drilled piers, acting both downward and in uplift, we recommend using the allowable skin friction value listed in Table 2. We recommend that frictional resistance be neglected in the uppermost 1-feet below the ground surface. The allowable skin friction values presented includes a minimum safety factor of 1.5. Table 2 Allowable Skin Friction Capacities Depth (feet) Allowable Skin Friction (tsf) 0-2 0.0 2-5 0.05 5-24 0.20 24-27 0.50 Lateral Capacities: Drilled pier foundations for communication monopole towers are typically rigid and act as a pole, which rotates around a fixed point at depth. Although more complex and detailed analyses are available, either the simplified passive earth pressure method or the subgrade reaction method is typically used to determine the pier diameter and depth required to resist groundline reaction forces and moments. These methods are described below. • Passive Earth Pressure Method: The passive earth pressure method is a simplified approach that is generally used to estimate an allowable lateral load capacity based on soil wedge failure theory. Although the lateral deflection associated with the soil wedge failure may be estimated, design lateral deflections using the passive earth pressure method should be considered approximate, due to the simplified nature of the method. According to the NAVFAC Design Manual 7.02 (1986), a lateral deflection equal to about 0.001 times the pier length would be required to mobilize the allowable passive pressure presented below; higher deflections would mobilize higher passive pressures. Our recommended passive earth pressures for the soil layers encountered at this site are presented in Table 3 and incorporate a safety factor of at least 1.5, which is commonly T-Mobile, USA December 22, 2006 Adapt Project No. WA06-14421-GEO Page 9 Adapt Engineering, Inc. applied to transient or seismic loading conditions. These values are expressed as equivalent fluid unit weights, which are to be multiplied by the depth (bgs) to reflect the linear increase within the depth interval of the corresponding soil layer. The passive earth pressures may be assumed to act over an area measuring two pier diameters wide by up to eight pier diameters deep. Table 3 Allowable Passive Pressures Depth (feet) Allowable Passive Pressure (pcf) 0-2 0 2-5 290 5-13 400 13-24 310 24-27 400 • Subgrade Reaction Method: The subgrade reaction method is typically used to compute lateral design loads based on allowable lateral deflections. Using this method, the soil reaction pressure (p) on the face of the pier is related to the lateral displacement (y) of the pier by the horizontal subgrade modulus (kh); this relationship is expressed as p=khy. Because soil modulus values are based on small scale, beam load test data, and are usually reported as a vertical subgrade modulus (k,,), they must be converted to horizontal subgrade modulus values representative for larger scale applications (such as large pier diameters) by means of various scaling factors, as discussed below. In addition to the scaling and loading orientation, the soil -pier interaction governing kh is also affected by the soil type, as follows: • SAND and Soft CLAY: For cohesionless soils (sand, non -plastic silt) and soft cohesive soils (clay, cohesive silt), the horizontal subgrade modulus (kh) increases linearly with depth (z). This relationship is expressed as kh = nh(z/B), where nh is the coefficient of horizontal subgrade reaction and (z/B) is the scaling factor (B is the pier diameter). • Stiff or Hard CLAY: For stiff or hard cohesive soils (clay, cohesive silts), the horizontal subgrade modulus (kh) is essentially the same as the vertical subgrade modulus (k,,) and is considered constant with depth. This relationship is expressed as kh=k,,[1(ft)/l.5B], where [1(ft)/1.5B] is the scaling factor (B is expressed in feet). Our recommended values for the coefficient of horizontal subgrade reaction (nh) and the vertical subgrade modulus (k„) for the soil layers encountered at this site are presented in T-Mobile, USA December 22, 2006 Adapt Project No. WA06-14421-GEO Page 10 R ' Adapt Engineering, Inc. Table 4 below. These values do not include a factor of safety since they model the relationship between contact pressure and displacement. Therefore, the structural engineer or monopole manufacturer should select an appropriate allowable displacement for design, based on the specific requirements of the communication equipment mounted on the tower. Table 4 Recommended Horizontal Subgrade Reaction Values Depth Interval nn k,, (feet) (pci) (pci) 0-2 0 N/A 2-5 10 N/A 5-13 65 N/A 13-24 25 N/A 24-27 65 N/A Coefficient of Horizontal kh= nn(zB) kh=k,,/(1.5B) Subgrade Reaction (pci) (Sand & Soft Clay) (Stiff Clay) Construction Considerations: Our explorations revealed the upper 13.0-feet of the site soils generally consist of varying loose to dense sand with some gravel and trace silt (Fill) mantling very dense, silty, sandy, gravel and cobbles. These soils are underlain by medium dense grading to very dense, sand with varying degrees of silt and gravel. Groundwater seepage was not encountered within our boring at the time of drilling. However, dewatering may be required depending on the actual depth and time of year of drilled pier construction. The foundation -drilling contractor should be prepared to case the excavation to prevent caving and raveling of the pier shaft sidewall, if necessary due to unexpected soil or excessive groundwater seepage conditions. Should heavy groundwater inflow be encountered in the drilled pier excavation, it may be necessary to pump out the accumulated groundwater prior to concrete placement, or to use a tremie tube to place the concrete from the bottom of the drilled pier excavation, thereby displacing the accumulated water during concrete placement. Alternatively, the use of bentonite slurry could be utilized to stabilize the drilled pier excavation. Drilled Pier Excavation Conditions: The drilling contractor should be prepared to clean out the bottom of the pier excavation if loose soil is observed or suspected, with or without the presence of slurry or groundwater. As a minimum, we recommend that the drilling contractor have a cleanout bucket on site to remove loose soils and/or mud from the bottom of the pier. If groundwater is present and abundant within the pier hole, we recommend that the foundation concrete be tremied from the bottom of the hole to displace the water and minimize the risk of contaminating the concrete mix. The Drilled Shaft Manual published by the Federal Highway Administration recommends that concrete be placed by tremie methods if more than 3 inches of water has accumulated in the excavation. T-Mobile, USA December 22, 2006 Adapt Project No. WA06-14421-GEO Page 11 Adapt Engineering, Inc. Access Driveway Based on available site plans and our site reconnaissance visit, it appears necessary to construct a new access road to the equipment building/cabinets. We recommend that the subgrade for any access roadway be prepared in accordance with the Site Preparation section of this report. For planning purposes, we anticipate that 6 to 12-inches of "clean" sand and gravel subbase material and minimum 3-inches of crushed rock surfacing will be required to create a stable gravel roadway surface at this site. Adapt can provide additional subgrade stabilization or gravel road section recommendations based on observed field conditions at the time of construction. Where cuts and fills are required, they should be accomplished in accordance with the recommendations provided in the Site Preparation and Structural Fill sections of this report. Structural Fill The following comments, recommendations, and conclusions regarding structural fill are provided for design and construction purposes. Materials: Structural fill includes any fill materials placed under footings, pavements, driveways, and other such structures. Typical materials used for structural fill include: clean, well -graded sand and gravel (pit -run); clean sand; crushed rock; controlled -density fill (CDF); lean -mix concrete; and various soil mixtures of silt, sand, and gravel. Recycled concrete, asphalt, and glass, derived from pulverized parent materials may also be used as structural fill. Placement and Compaction: Generally, CDF, and lean -mix concrete do not require special placement and compaction procedures. In contrast, pit -run, sand, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Using the modified Proctor maximum dry density (ASTM: D-1557) as a standard, we recommend that structural fill used for various on -site applications be compacted to the following minimum densities: Fill Application Minimum Compaction Slab/Footing subgrade 90 percent Roadway subgrade (upper 1 foot) 95 percent Roadway subgrade (below 1 foot) 90 percent Subgrades and Testing: Regardless of location or material, all structural fill should be placed over firm, unyielding subgrade soils. We recommend that a representative from Adapt be retained to observe the condition of subgrade soils before fill placement begins, and to perform a series of in -place density tests during soil fill placement. In this way, the adequacy of soil compaction efforts may be evaluated as earthwork progresses. Fines Content: Soils used for structural fill should not contain individual particles greater than about 6 inches in diameter and should be free of organics, debris, and other deleterious materials. Given these T-Mobile, USA Adapt Project No. WA06-14421-GEO December 22, 2006 Page 12 Adapt Engineering, Inc. prerequisites, the suitability of soils used for structural fill depends primarily on the grain -size distribution and moisture content of the soils when they are placed. When the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than about 2 percentage points above optimum. The near -surface and deeper sand with varying degrees of silt and sand, as well as the silty, sandy gravel and cobbles should exhibit low moisture sensitivity. The use of "clean" soil is necessary for fill placement during wet -weather site work, or if the in -situ moisture content of the sandy site soils is too high to allow adequate compaction. Clean soils are defined as granular soils that have a fines content of less than 5 percent (by weight) based on the soil fraction passing the U.S. 3/4-inch Sieve. CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we performed for this study. If variations in subsurface conditions are discovered during earthwork, we may need to modify this report. The future performance and integrity of the tower foundations will depend largely on proper initial site preparation, drainage, and construction procedures. Monitoring by experienced geotechnical personnel should be considered an integral part of the construction process. We are available to provide geotechnical inspection and testing services during the earthwork and foundation construction phases of the project. If variations in the subgrade conditions are observed at that time, we would be able to provide additional geotechnical engineering recommendations, thus minimizing delays as the project develops. We are also available to review preliminary plans and specifications before construction begins. T-Mobile, USA December 22, 2006 Adapt Project No. WA06-14421-GEO Page 13 sVsykfI rA at Zz, q If OM Lima J 7 t 7 V. 911, W lji IS N 11;� ��? � ", ' � �� 4 . � ��) �y �( a ri �,.. .s'j � (► .! yr ' � V 4 . "`.�" kj ' 1A \A Y-75 N N11 NV t L -J 1; 7 0, iron Id J. M W 0 S 1 WILE a zo FtET 0 sm loxi M: TEAS zzwtnpr rm) I A dap t 679/97 0 ej Y.7g, h7c. FIGURE I Location/Topographic Map 615 - 81h Avenue South Project North Firdale Village/Dental SE 1 705E Seattle, Washington 98104 Location 10014 238th Street SW Edmonds, WA 98020 Tel (206) 654-7045 Client T-Mobile, U.S.A. Fax (206) 654-7048 Project No: WA06-14421-GEO Date : 12/11/06 1 4w V V 3 P a f Pq} rUo PVC POWSPGOtZW22 LE. a8 (Fj r e'D PVC Tewo cotfDutrll 3 tSEE itcr. A.a e0a TAS7Y30p(; e&ou6+�norq 3 i I p ! a ! t f i I P ! f LEGEND: B-1 -$�- -BORING NUMBER AND APPROXIMATE LOCATION NOTES: DRAWING BASED ON "PARCEL PLAN" (A-1) DRAWING PROVIDED BY T-MOBILE (DATED 11/22/06) 0 40 80 APPROXIMATE SCALE IN FEET t ! 6 a a 40 P P B �' t a 238TH STREF-T SW EN ZONED 2n ! i 1 I i APNcaoo156mmiao 4P T9 =BACK f §s�P1IO74OF , - sTM V1oe+opw To SOUTH 6o& 9V P.t ! I fUTtfAHCMAiER tEJS£.EA r O F0WDaWA',LTZDNED B-1 / P P `— p P (P) 6546' AM 5TEE]. htOl0OPC1.EYNNEW Al .MIA5 lAOUHTEO "TM SRO (BEE RP W MANT£ae+a R&OHAA'e107r'j / 22 Adapt Engineering, Inc. FIGURE 2 - Site and Exploration Plan 615 - 81h Avenue South Project North Firdale Village/Dental SE1705E Seattle, Washington 98104 Location 10014 238th Street SW Edmonds, WA 98020 Tel (206) 654-7045 Client T-Mobile, U.S.A. Fax (206) 654-7048 Project No: WA06-14421-GEO Date : 12/11/06 'q' I 4 AolaptEngineering, Inc. 615 - 8th Avenue South Seattle, Washington 98104 • . — Tel (206) 654-7045 Fax (206) 654-7048 BORING LOG IBoring No. Project North Firdale Village/Dental SE1705E Location : 10014 238th Street SW B-1 Edmonds, WA 98020 Client T-Mobile, U.S.A. Project No : WA06-14421-GEO Ground Surface Elevation : N/A Elevation Reference : N/A Page • 01 of 01 0- O 0 SOIL DESCRIPTION - W ff///111 VV-- m NZ � toVV to p<S O W a2 o D:< U'; LABORATORY TESTING Gravel surfacing over topsoil Loose, moist, dark an brown, fine to medium SAND with some gravel and coarse sand and trace silt (Fill) Dense, moist, dark tan -brown, fine to medium SAND with some gravel, coarse sand, and trace silt _ Very dense, moist, gray, silty, fine to coarse sandy GRAVEL and COBBLES ------i— m——; Medium —de—n—se--—— to dense ---ois—t ;— gray— fine--- ----- to medium SAND with trace to some silt ----------------- Becoming moist to wet, with trace coarse sand and gravel _ ----------------- Becoming very dense S-1 S-3 S-4 S-5 S-8 6 4 3 18 23 28 44 42 19 13 16 7 9_J 15 22 33 43 I I I I I , I I I 1 I I I I I I I I l I I I I I I I I I I I I I I I I I I I I I ( I I I I I I I I I I I I I I I 10 I I I I I I ) I I I I I I I I I I I I I 1 I I I I I I I I I 1 I I I I I I I I 1 15 I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I 20 I I I I I 1 I I I I I I I I I I I I I I I I f I I I I I I I I I I I I I I I I I 25 I I I I I I I I I I I I I I I I I I I I Boring terminated @ 26.5' bgs No Groundwater seepage encountered I I I I I I I I l I I I I I I 30 I I I I I I I I 1 I r, c o to m E m IL 0 10 20 30 40 50 LEGEND X Sample not Recovered MOISTURE CONTENT 2-inch O. D. SptilSpoon Sample / \ t (SPT Blowcoum) —L Static Water Level at Time of Drilling 200 Wash (%fines shown) Plastic Limit Natural Liquid Limit 3 `/. - Inch O.D. Dames & Moore Semple ATD (Equivalent SPT Blowcount Shown) V Static Water Level Reading ® Grain Size Analysis (%fins shown) TV - Tomane Reading (tst) Shelby Tube Sample DATE �L Y P xx PP • Po ket Penetrometer Reading list) 717T1i Perched Groundwater Type of Analytical Testing Performed PID -Photo Ionization Detector (PPM) l//// Grab Semple (Soil Cuaings) — °010 SPT - Standard Penetration Test Start Date : XX/XX/XX Completion Date: XX/XX/XX Logged By: X.X.X. ,