The URL can be used to link to this page

Home My WebLink AboutApplication APPLICANT 4/7/2021J5 INFRASTRUCTURE 03/19/2021 City of Springfield Development & Public Works Department Attn: Liz Miller 225 5th Street Springfield, OR 97477 VIA EMAIL- Imiller@springfleld-or.gov RE: Request to ConstructSmall Wireless Facility on Existing Structure Subject to 60 -day Federal Communications Commission ("FCC') Shot Clock Dear Portland Bureau of Transportation: R A S T R U C T U R E � � i 'Vi ➢ R P A R T N E R S On behalf of New Cingular Wireless PCS, LLC ("AT&T") we are pleased to submit this request to construct a small wireless facility on an existing structure within the public right-of-way. This facility will enhance the capacity of AT&T's existing wireless network and provide critical service improvements to the surrounding area. Project Description This request includes a facility that meets the definition of "small wireless facilities" pursuant to 47 C.F.R. § 1.6002(1), constructed on an existing structure in the public right-of-way, requiring structure replacement. AT&T ID Owner/Pole Type Location Proposed Height EUG02_015/ FA 14820024 City of Springfield streetlight Pole #Unknown S21"St& S A St. 44.04537.- 38'-0" 122.99454 J5 INFRASTRUCTURE List of Permits/Aereements Reauested AT&T has already entered into a Franchise Agreement with the City of Springfield. AT&T requests approval of the following permits and agreements, as well as any other authorizations necessary, for its proposed small wireless facility/facilities • Pole Attachment & Public Right Of Way Use Agreement —City Contract 2093, signed 1/2/19 FCC Shot Clock for Small Wireless Facilities We would also like to confirm the City of Springfield will review AT&T's application pursuant to the FCCs new timelines, or "Shot Clocks," for small wireless facilities, which are outlined 47 C.F.R. § 1.6003. All authorizations related to facilities to be collocated on existing structures are required to be completed within 60 days after filing, as follows: • This Application was filed on 03/19/2021. • Absent tolling, the City of Springfield must take final action by Tuesday, May 18'", 2021. If you determine one or more of these applications are incomplete, please notify us by Monday, March 29th, 2021. Under 47 C.F.R. § 1.6003, the "Shot Clock" for incomplete applications resets if notice of incompleteness is provided to the applicant within ten days of submittal. If an application Is deemed incomplete a second time, the shot clock does not reset; instead, it is tolled, and then after resubmittal, it continues to run until a decision Is made. Our goal is to work with you to obtain approval of these permits without delay. We will respond promptly to any requests for information you may have for our application. Please let us know how we can work with you to make the approval process easier for you. We look forward to working with you on this important project, which will significantly improve wireless communication services in your community. Should you have any questions or require additional information, please do not hesitate to contact me at the address below. Sincerely, Meredith Hewett mhewett@j5ip.com 6732 SW Terri Ct, Portland, OR 97225 503-312-3400 Enclosures: Low Visibility, Stealth and Small Wireless Telecommunications Facilities— Minimum Development Standards -Type 1 Attachments: Construction Drawings, Photo sim, Propagation, RFSSR, pole owner No Make Ready/Permission cc: Wendy Long, Mike Slotemaker 5 1 TMc_i7c7. LTTTL;TT B0=\RD 1 IT, '4:C SCR' i[J C'TTJ lT 1001 Mafn Street Springfield, OR 97477-4819 Tei 541,726.2395 Fx 541.726.2399 .w ,suLl I — April 6, 2021 J5 Infrastructure Partners Attn: Meredith Hewett RE: EUG02-015 / 20672-013G 8215 SW Tualatin -Sherwood Road, Suite 200 Tualatin, Oregon 97062 Dear Meredith: This letter serves as notification that the Springfield Utility Board (SUB) has agreed to provide service to a small cell installation project EUG02-015 / 20672- 013G at 170 2V Street located on a City of Springfield pole as designed and authorized on SUB Job# 120124 pursuant to the terms of the construction agreement. Sincerely, J' t Dan Norland Electric Engineering Technician 541-744-3784 NOTES 1. LF3 FOR VACTORING. 2. CUSTOMER TO PROVIDE 2' CONDUIT AND CONDUCTOR TO METERBASE ON POLE. 3, ST TO TRANSFER CITY TRAFFIC SIGNAL RISER TO STAND OFF BRACKET, 4. ANCHOR TO BE REMOVED. POLE LOADING TO BE REVIEWED BY PROFESSIONAL ENGINEER. 1"=100' E -i MAIX ST. rn ACR12(20T_TFB(35)(2) -r,,n) ' V45 ATTENTION: Oregon law requires you fo follow rules adopted by the Oregon Utility NOEfICatlon Center. Those rules are setforih in OAR 952-001-0010 through OAR 952-001-0090. You may obtain copies ofthe rules by calling the center. Nate: the telephone number for the Oregon Utility Notification Center is (503) 232-1987. Sabre Industries'" INNOVATION DELIVERED Structural Design Report 33' Smart Stack (38'-2" Overall Height AGL) Site: EUG02_015, OR Site Number: 20672-013G Prepared for: J5 INFRASTRUCTURE PARTNERS by: Sabre Industries TM Job Number: 19 -2283 -EPG Opt. 26 March 5, 2021 MonopoleProfile................................................................................... 7 Foundation Design Summary................................................................. 2-3 PoleCalculations.................................................................................. 4-9 Foundation Calculations........................................................................ 10-15 Digitally Signed By Keith 'IntlallDN: c=DS, st=Texas, iu b Weda, a -SABRE INDUSTRIES, INC., m=KeAh II fTindall, Z S 1 � wustri -'Da1, 2d. 021.03.05I 10:".13 "RU -'06;30/2622 Designed Appurteral Loading sI mM VAI VPem II ..pn omen l -el— OLDHO wswxp has G mn INNOVAIIOX DEUVFnFo rtly, ICAs®mom =P m i e`n", l team vreueu Anchor Bolt Dimensions a3'SmBM1 54h-PI�ROD �sw E.ien FLY El �Ilt 3'52021 IVF P.q.wlee -El s$�3a��S3a EVI Designed Appurteral Loading Design Criteria -MSUTIF.-222 [ n'Im VI Ow I sI mM VAI VPem II ..pn omen l -el— OLDHO wswxp G mn INNOVAIIOX DEUVFnFo rtly, ICAs®mom Ne' m i e`n", l team vreueu Anchor Bolt Dimensions a3'SmBM1 54h-PI�ROD �sw E.ien FLY El �Ilt 3'52021 IVF P.q.wlee -El EVI Design Criteria -MSUTIF.-222 [ n'Im VI Ow I sI mM VAI VPem II ..pn omen l -el— OLDHO wswxp G mn INNOVAIIOX DEUVFnFo rtly, ICAs®mom Ne' m i e`n", l team vreueu Anchor Bolt Dimensions a3'SmBM1 54h-PI�ROD �sw Load Case ReaOtions Notes 1) Anten. Feed Lt. Run Inside Pole 2) All dimensions are altom ground Rival, unless oelecwlsa sperM . 3) Weights shown are estimates. FinalvrelgMserm,ma. d) TMs toxrer design and, If applihable, the fouMation dre ign(s) shown on the follovi g pagals)also meat or exceed HER reclularrents of the 2019 Oregon sort specially Cade. 5) Tower Rating: 9.2% 9XtralM�ustres Aaawoa Bnr P1Pa =(.a) 1...aa oe = RED uog sa�se INNOVAIIOX DEUVFnFo rtly, ICAs®mom Ne' EIJ n015, OR 20872-0M Anchor Bolt Dimensions a3'SmBM1 54h-PI�ROD �sw E.ien FLY wLEE 3'52021 IVF P.q.wlee Notes 1) Anten. Feed Lt. Run Inside Pole 2) All dimensions are altom ground Rival, unless oelecwlsa sperM . 3) Weights shown are estimates. FinalvrelgMserm,ma. d) TMs toxrer design and, If applihable, the fouMation dre ign(s) shown on the follovi g pagals)also meat or exceed HER reclularrents of the 2019 Oregon sort specially Cade. 5) Tower Rating: 9.2% 9XtralM�ustres Base Plate Dimensions 1&Y26}EPa eptM + p nwe uog sa�se INNOVAIIOX DEUVFnFo rtly, ICAs®mom Ne' EIJ n015, OR 20872-0M Anchor Bolt Dimensions a3'SmBM1 54h-PI�ROD �sw E.ien FLY wLEE 3'52021 IVF P.q.wlee -El Notes 1) Anten. Feed Lt. Run Inside Pole 2) All dimensions are altom ground Rival, unless oelecwlsa sperM . 3) Weights shown are estimates. FinalvrelgMserm,ma. d) TMs toxrer design and, If applihable, the fouMation dre ign(s) shown on the follovi g pagals)also meat or exceed HER reclularrents of the 2019 Oregon sort specially Cade. 5) Tower Rating: 9.2% 9XtralM�ustres 1&Y26}EPa eptM + p nwe Sabre InYJrjlVrRErj a N R RUCNRE FRAIVITVIERS INNOVAIIOX DEUVFnFo rtly, ICAs®mom Ne' EIJ n015, OR 20872-0M rr�m'. a3'SmBM1 54h-PI�ROD �sw FLY 3'52021 IVF Page Sabre Industries" I N NDVFTION DELIVERED No.: 19 -2283 -EPG Opt. 26 Date: 03/05/21 By: KJT Customer: J5 INFRASTRUCTURE PARTNERS Site: EUG02 015, OR 20672-013G 33' Smart Stack Pier of pier, then 12" C/C Notes: 1) Concrete shall have a minimum 28 -day compressive strength of 5,000 psi, in accordance with ACI 318-14. Grade is. 2) Rebar to conform to ASTM specification A615 Grade 60. SHIM= 3) All rebar to have a minimum of 3" concrete �— I —I I cover. I I I 4) All exposed concrete corners to be chamfered 3/4". 5) The foundation design is based on presumptive clay soil as defined in ANSIMA- (8) 2" Conduits & 222-H-2017. (2) 3/4" ConduitsL-----j 4 7 I I D I I I I I I I I I I I I I I 1 I I ----- 6) The bottom anchor bolt template shall be ELEVATION VIEW positioned as closely as possible to the (1.59 Cu. Yds.) bottom of the anchor bolts. (1 REQUIRED; NOT TO SCALE) Rebar Schedule for Pier (12) #5 vertical rebar w/ #3 ties, (3) within top 5" Pier of pier, then 12" C/C Iniorni contained herein Ethe sole properly of Sabre Industries, constitutes atrade secret as defined by Iowa Code Ch. 550 and shall not be reproduced, copied or used in whole or part for any purpose whatsoever without the prior written consent of Sabre Industries. 7101 Southbridge Drive -P.O. Boz 658 -Sioux City, IA 51102-0658 -Phone 712.258.6690- Fax 712.279.0814 Page Sabre Industries'" INNOVATION DELIVE0.ED Customer: J5 INFRASTRUCTURE PARTNERS Site: EUG02 015, OR 20672-013G Precast Foundation for a 33' Smart Stack Installation Notes: No.: 19 -2283 -EPG Opt. 26 Date: 03/05/21 By: KJT 1). Lifting plate assemblies shall be tightened against concrete surface using heavy hex nuts and F436 hardened flat washers. Nuts to be snug tight. 2). Approximate weight of pier is 6579 pounds. 3). Drilled hole shall be no larger than 42" diameter. 4). Loads at ground surface should be minimized in close proximity to the excavated hole, before it has been grouted. 5). Top of pier shall be held level (plus or minus 1 degree) during installation of grout. 6). A quick -setting grout shall be used for same day installation of the foundation and pole structure. 7). Grout shall be non -shrink, with a 7 -day compressive strength of at least 5000 psi. 8). Air voids within the grouted space should be minimized by tamping with a rod. 9). Minimum grout requirement for a neatly drilled 42" diameter hole is 0.57 cubic yards. 10). This design assumes the drilled hole can remain stable during installation. It may not be appropriate for weak, collapsible soil, or in locations where groundwater will be encountered. Information contained herein is the sole properly of Sahre Industries, constitutes a trade secret as defined by Iowa Code Ch. 550 and shall not be reproduced, copied or used in whole or part for any purpose whatsoever without the prior written consent of Sabre Industries. 7101 Southbridge Drive -P.O. Boz 658 -Sioux City, IA 51102-0658 -Phone 712.258.6690- Fax 712.279.0814 Page (USA 222-H) - Monopole Spatial Analysis (02017 GuMast Inc. Tel:(416)736-7453 FaK:(416)736-4372 web: Wnw.guymast.c. Processed under license at: $ab re Towers Rod Poles 5 mar 2021 at: 10:26:33 ----------------------- 33' Pipe Pole / EW02 015, ON * All pole diameters shown on the following pages are Across corners. See profile Jrawi ng for widths Across flats. PULE GEOMETRY ELEV SECTION NO. OUTSIDE THICK RESISTANCE$ SPLICE ... O✓ENIAP... w/t NAME SIDE DI -NESS **Pm **Mn WEE LENGTH RATIO ft in in kip ft -kip ft 32.9 ........................................... 16.00 0.375 579.9 240.4 A 0 42.7 16.00 0.375 579.9 240.4 0.0 ........................................... POLE ASSEMBLY SECTION BASE .............BOLT$ AT BASE OF SECTION............ GLC NAME ELEV NUMBER WEE DIAM STRENGTH THREADS IN BASE $HEAR PLANE ELEV ft in ksi ft A 0.000 0 A325 0.00 92.0 0 0.000 RULE SECTIONS SECTION NO.Of LENGTH OUT$IDE.DIAMETER BEND MAT- FLANGE.ID FLANGE.WELD NAME $IDE$ NOT TOP HAD ENTAL BOT TOP ..GROUE.ID.. ID BUT TOP ft in in in A 0 32.92 16.00 16.00 0.625 1 0 0 0 0 * - Diameter Of circunscribeE circle MATERIAL TYPES TYPE OF IF NO OF ORIENT HEIGHT WIDTH .THICKNESS. IRREGULARITY SHAPE NO ELEM. WEB RANGE .PROTECTION. .W OF ORIENT AREA & deg in in in in deg PL 1 1 0.0 16.00 0.31 0.375 0.375 0.00 0.0 & - with respect t0 Vertical MATERIAL PROPERTIES -------------- MATERIAL ELASTIC UNIT STRENGTH THERMAL WEE NO. MODULUS WEIGHT Fu FY COEFFICIENT ksi pcf ksi ksi /tleg 1 29000.0 490.0 60.0 35.0 0.00001170 * Only 2 condition(s) shown in full LOADING CONDITION A -- 91 mph wind with no ice. wind Azimuth: OF LOADS ON MULE LOAD ELEV APELY..LOAD..AT LOAD ...... FORCE$...... ...... MOMENT$..... TYPE RADIUS AZI AZ NOR. DOWN VERTICAL TOHSNAL ft ft kip kip ft -kip ft -kip C 36.917 0.00 0.0 0.0 0.0000 0.0372 0.0000 0.0000 C 35.497 0.00 0.0 0.0 0.0610 0.2400 0.0000 0.0000 Page 4 C 33.917 0.00 0.0 0.0 0.0000 0.0101 0.0000 0.0000 C 32.917 0.00 0.0 0.0 0.0002 0.0000 0.0000 0.0000 C 32.917 0.00 0.0 0.0 0.0000 0.0237 0.0000 0.0000 C 30.917 0.00 0.0 0.0 0.0000 0.0297 0.0000 0.0000 C 19.117 0.00 0.0 0.0 0.0000 0.0184 0.0000 0.0000 C 19.117 0.00 0.0 0.0 0.0000 0.1224 0.0000 0.0000 C 17.917 0.00 0.0 0.0 0.0000 0.0000 0.0000 0.0000 C 14.117 0.00 0.0 0.0 0.0000 0.0136 0.0000 0.0000 C 14.117 0.00 0.0 0.0 0.0000 0.0480 0.0000 0.0000 C 12.917 0.00 0.0 0.0 0.0000 0.0000 0.0000 0.0000 C 11.567 0.00 0.0 0.0 0.0000 0.0111 0.0000 0.0000 C 11.567 0.00 0.0 0.0 0.0000 0.0252 0.0000 0.0000 C 10.917 0.00 0.0 0.0 0.0000 0.0000 0.0000 0.0000 C 6.427 0.00 0.0 0.0 0.0000 0.0123 0.0000 0.0000 C 6.427 0.00 0.0 0.0 0.0000 0.0300 0.0000 0.0000 C 5.917 0.00 0.0 0.0 0.0000 0.0000 0.0000 0.0000 C 5.347 0.00 0.0 0.0 0.0000 0.0103 0.0000 0.0000 C 5.347 0.00 0.0 0.0 0.0000 0.0096 0.0000 0.0000 C 4.917 0.00 0.0 0.0 0.0000 0.0000 0.0000 0.0000 0 32.920 0.00 180.0 0.0 0.0125 0.0752 0.0000 0.0000 0 0.000 0.00 180.0 0.0 0.0109 0.0752 0.0000 0.0000 LOADING CONDITION N - - 91 mph wind with no ice. wind Azimuth: 00 LOAD (ft) ......... ELEV APVLr_LOAU..AT LOAD ......FORCES...... ......MMI ENT$..... 1E DOWN ........ TILT .......... RADIUS AZI AZI HORIZ DOWN VERTICAL TORSRAL ACROSS ft ft O.00F O.00A kip kip ft -kip ft -kip C 36.917 O.00A 0.00 0.0 0.0 0.0000 0.0279 0.0000 0.0000 C 35.497 O.00F 0.00 0.0 0.0 0.0810 0.1800 0.0000 0.0000 C 33.917 O.00A 0.00 0.0 0.0 0.0000 0.0076 0.0000 0.0000 C 32.917 0.00 0.0 0.0 0.0002 0.0000 0.0000 0.0000 C 32.917 0.00 0.0 0.0 0.0000 0.0178 0.0000 0.0000 C 30.917 0.00 0.0 0.0 0.0000 0.0223 0.0000 0.0000 C 19.117 0.00 0.0 0.0 0.0000 0.0138 0.0000 0.0000 C 19.117 0.00 0.0 0.0 0.0000 0.0918 0.0000 0.0000 C 17.917 0.00 0.0 0.0 0.0000 0.0000 0.0000 0.0000 C 14.117 0.00 0.0 0.0 0.0000 0.0102 0.0000 0.0000 C 14.117 0.00 0.0 0.0 0.0000 0.0360 0.0000 0.0000 C 12.917 0.00 0.0 0.0 0.0000 0.0000 0.0000 0.0000 C 11.567 0.00 0.0 0.0 0.0000 0.0083 0.0000 0.0000 C 11.567 0.00 0.0 0.0 0.0000 0.0189 0.0000 0.0000 C 10.917 0.00 0.0 0.0 0.0000 0.0000 0.0000 0.0000 C 6.427 0.00 0.0 0.0 0.0000 0.0093 0.0000 0.0000 C 6.427 0.00 0.0 0.0 0.0000 0.0225 0.0000 0.0000 C 5.917 0.00 0.0 0.0 0.0000 0.0000 0.0000 0.0000 C 5.347 0.00 0.0 0.0 0.0000 0.0077 0.0000 0.0000 C 5.347 0.00 0.0 0.0 0.0000 0.0072 0.0000 0.0000 C 4.917 0.00 0.0 0.0 0.0000 0.0000 0.0000 0.0000 D 32.920 0.00 180.0 0.0 0.0125 0.0564 0.0000 0.0000 D 0.000 0.00 180.0 0.0 0.0109 0.0564 0.0000 0.0000 ----------------------------------------------------------- (USA 222-H) - Monopole Spatial Analysis (c)2017 Guymast Inc. Tel:(416)736-7453 Fax:(416)736-4372 web:w guymast.cpm Processed under license at: Sabre Towers and Poles on. 5 mar 2021 at: 10:26:33 33' Eipe Pole / EM02 015, OR M4XIMUM PQE DEFORNATIORS CALCULATED(w.r.t. wintl direction) .$I .......DEFLECTIONS (ft) ......... .........ROTATIONS (deg)......... ELEV ..... ZO HORIZONTAL ...... DOWN ........ TILT .......... TWIST ft ALONG ACROSS ALONG ACROSS 32.9 0.034 O.00F O.00A 0.064 O.00F O.00F ........................................ 24.7 0.02A O.00F O.00A . ...... .. .. .. O.O6A ...... .. .. O.00F ....... O.00F 16.5 0.01A O.00F O.00A 0.05A O.00F O.00F ........................................ 8.2 O.00A O.00F O.00A . ...... .. .. .. 0.03A ...... .. .. O.00F ....... O.00F 0.0 ...................................................................... 0.00A O.00A O.00A 0.00A O.00A O.00A Page 5 NMIMM EIRE HONCE$ CALCUureO(W.r.t. to wind direction) .$T VIAL $HEAR. W.r.t.WIND.DIR EkmENI.W.r.Lwxx O.OIN TORSION ELEV AXIAL ALONG ACROSS ALONG ACROSS ft kip kip kip ft -kip ft -kip ft -kip 32.9...................................................................... 0.31 F 0.08 Q 0.00 Q -0.21 w 0.00 0 0.00 I 0.96 F 0.18 Q 0.00 Q -1.30 K 0.00 Q 0.00 Q 24.7...................................................................... 0.96 H 0.18 H 0.00 R -1.30 K 0.00 R 0.00 Q 1.72 H 0.28 H 0.00 R -3.22 H 0.00 F 0.00 B 16.5...................................................................... 1.72 K 0.28 A 0.00 K -3.22 H 0.00 F 0.00 B 2.44 K 0.38 A 0.00 K -5.93 A 0.00 F 0.00 H 8.2...................................................................... 2.44 E 0.38 A 0.00 X -5.93 A 0.00 F 0.00 H 3.12 E 0.47 A 0.00 X -9.40 A 0.00 F 0.00 F ------------------------------------------------------------------------------- base reaction 3.12 E -0A7 A 0.00 X 9.40 A 0.00 F 0.00 F ------------------------------------------------------------------------------- COM ELIAXCE WITH 4.8.2 & 4.5.4 ---------------------- ELEV AXIAL BENDING $HEAR ♦ TOTAL SATISFIED O/t(W/t) M4% TORSIONAL ALLOWED ft 32.92...................................................................... O.00F O.00W 0.000 O.00L YES 42.67A 400.0 O.00F O.OLc 0.000 0.01K YES 42.67A 400.0 24.69...................................................................... O.00H O.OLc O.00H 0.01K YES 42.67A 46.0 O.00H 0.01H O.00H 0.02H YES 42.67A 400.0 16.46...................................................................... O.00K 0.01H O.00A 0.02x YES 42.67A 400.0 O.00K 0.02A O.00A 0.03A YES 42.67A 400.0 8.23...................................................................... O.00E 0.02A O.00A 0.03A YES 42.67A 400.0 0.01E 0.04A O.00A 0.04A YES 42.67A 400.0 0.00...................................................................... MA IMUM LOAD$ ONTO FOUNOATION(W.LL wind direction) HOWN $HEAR.W.r.t.WIXO.OIR wONEXT.W.r.t.WINO.OIR TORSION ALONG ACROSS ALONG ACROSS kip kip kip ft -kip ft -kip ft -kip 3.12 0.47 0.00 -9.40 0.00 0.00 E A X A F F (USA 222-H) - Monopole Spatial Analysis (c)2017 GuMast Inc. Tel:(416)736-7453 FaK:(416)736-4372 web: www. guymast.com processed under license at: Sabre rowers Rod poles on. 5 mar 2021 at 10:26:48 33' pipe pole / EM02 015. OR on t con ce Load condition .......................... servi........................... ............................................................................... Only 1 condition(s) shown in full LOADING CONDITION A 60 mph wind with no ice. wind Azimuth: 00 LOADS ON POLE Page 6 LMO ELEV APVLY_LOAO..AT LOAD ......PONCES...... ...... EkNBEHTS..... TYPE RADIUS AZI AZI HONII IXYNN VERTICAL TONSNAL ft ft kip kip ft -kip ft -kip C 36.917 0.00 0.0 0.0 0.0000 0.0310 0.0000 0.0000 C 35.497 0.00 0.0 0.0 0.0315 0.2000 0.0000 0.0000 C 33.917 0.00 0.0 0.0 0.0000 0.0084 0.0000 0.0000 C 32.917 0.00 0.0 0.0 0.0001 0.0000 0.0000 0.0000 C 32.917 0.00 0.0 0.0 0.0000 0.0198 0.0000 0.0000 C 30.917 0.00 0.0 0.0 0.0000 0.0247 0.0000 0.0000 C 19.117 0.00 0.0 0.0 0.0000 0.0153 0.0000 0.0000 C 19.117 0.00 0.0 0.0 0.0000 0.1020 0.0000 0.0000 C 17.917 0.00 0.0 0.0 0.0000 0.0000 0.0000 0.0000 C 14.117 0.00 0.0 0.0 0.0000 0.0113 0.0000 0.0000 C 14.117 0.00 0.0 0.0 0.0000 0.0400 0.0000 0.0000 C 12.917 0.00 0.0 0.0 0.0000 0.0000 0.0000 0.0000 C 11.567 0.00 0.0 0.0 0.0000 0.0093 0.0000 0.0000 C 11.567 0.00 0.0 0.0 0.0000 0.0210 0.0000 0.0000 C 10.917 0.00 0.0 0.0 0.0000 0.0000 0.0000 0.0000 C 6.427 0.00 0.0 0.0 0.0000 0.0103 0.0000 0.0000 C 6.427 0.00 0.0 0.0 0.0000 0.0250 0.0000 0.0000 C 5.917 0.00 0.0 0.0 0.0000 0.0000 0.0000 0.0000 C 5.347 0.00 0.0 0.0 0.0000 0.0086 0.0000 0.0000 C 5.347 0.00 0.0 0.0 0.0000 0.0080 0.0000 0.0000 C 4.917 0.00 0.0 0.0 0.0000 0.0000 0.0000 0.0000 D 32.920 0.00 180.0 0.0 0.0049 0.0626 0.0000 0.0000 D 0.000 0.00 180.0 0.0 0.0047 0.0626 0.0000 0.0000 MAYIMUM POLE DEFORMATIONS CALCULATEO(W.LL Wind direction) MOST .......DEFLECTIONS (ft) ......... .........ROTATIONS (deg)..... .. .. ELEV ..... HORIZONTAL ...... IXYNN ........ TILT .......... PNI$T ft ALONG ACROSS ALONG ACROSS 32.9 0.01H 0.00F O.00H 0.02H 0.00F O.00H ........................................ . ...... .. .. .. ...... .. .. ....... 24.7 O.O1x O.00F O.00x 0.02x O.00F O.00F 16.5 O.00H 0.00F O.00F 0.02H 0.00F O.00F ........................................ . .... .. .. .. .. ...... .. .. ....... 8.2 O.00x O.00F O.00F O.O1x O.00F O.00F 0.0 0.00A 0.00A O.00A 0.00A 0.00A O.00A ...................................................................... MAYIMUM POLE FORCES CALCUTATED(w.r.t. to wind direction) .$I TOTAL SHE. W.r.t..IND.DIR MTM ENT.W.r.t.WIND.DIR TORSION ELEV AXIAL ALONG ACROSS ALONG ACROSS ft kip kip kip ft -kip ft -kip ft -kip 32.9...................................................................... 0.26 . 0.03 L 0.00 . -0.08 E 0.00 E 0.80 . 0.07 L 0.00 . -0.51 K 0.00 . 0.00 B 24.7...................................................................... 0.80 D 0.07 I 0.00 I -0.51 H 0.00 L 0.00 F 1.43 C 0.11 I 0.00 1 -1.27 I 0.00 1 0.00 I 16.5...................................................................... 1.43 L 0.11 H 0.00 F -1.27 I 0.00 1 0.00 I 2.03L 0.15H O.00F -2.35H O.00F O.00F 8.2...................................................................... 2.03 F 0.15 H 0.00 . -2.35 H 0.00 F 0.00 F 2.60 F 0.19 H 0.00 . -3.75 H 0.00 H 0.00 H -------------------------------------------------------------------------------- base reaction 2.60 F -0.19 H 0.00 a 3.75 H 0.00 H 0.00 H -------------------------------------------------------------------------------- EOM PLIANEE WITH 4.8.2 & 4.5.4 ---------------------- ELEV A%IAL .ENDING SHEAR ♦ TOTAL SATISFIED D/t(w/t) M4X TORSIONAL ALLOGED ft 32.92...................................................................... 0.00. 0.00E 0.001L 0.00E YES 42.67A 400.0 0.00. O.00K O.00L O.00K YES 42.67A 400.0 24.69...................................................................... O.00D O.00H 0.001 O.00H YES 42.67A 400.0 0.000 0.011 0.001 0.011 YES 42.67A 400.0 16.46...................................................................... Page 7 O.00L O.OII O.00H O.OlI YES 42.67A A00.0 O.00L 0.01H O.00H 0.01H YES 42.67A ALONG A00.0 6.23...................................................................... ACROSS kip kip kip ft -kip O.00F 0.01H O.00H 0.01H YES 42.67A -3.)5 A00.0 0.00B 0.02H O.00H 0.02H YES 42.67A H A00.0 0.00...................................................................... M IMUN LOD$ ONTO FOUNDn ON(W.r.t. Wind Eire tion) .N SHEA2.W.r.t.WIHU.UI2 NKXEHT.W.r.t.WIHU.UI2 TORSION ALONG ACROSS ALONG ACROSS kip kip kip ft -kip ft -kip ft -kip 2.60 0.19 0.00 -3.)5 0.00 0.00 F H B H H H Page 8 Sabre Industries' INNOVATION DE LI VE 1E1) SO#: 19 -2283 -EPG Opt. 26 Site Name: EUG02_015, OR Date: 3/5/2021 Square Base Plate and Anchor Rods per ANSI/TIA 222-H Pole Data Diameter: 16.000 in (flat to flat) Thickness: 0.375 in Yield (Fy): 35 ksi # of Sides: 0 'e' IF Hound Strength (Fu): 60 ksi Reactions Base Plate Results Plate Data Anchor Rod Results Moment, Mu: 9.4 ff-kips Allowable m'Fy: Axial, Pu: 3.12 kips Maximum Put: Shear, Vu: 0.47 kips U*Rnt: Eff. Width: 11.15 in Vu: Anchor Rod Data (Pv'Rnv: Tension Interaction Ratio: Quantity: 4 (multiple of 4) Maximum Puc: Diameter: 1 in q)c'Rnc: Rod Material: F1554 Vu: Strength (Fu): 125 ksi q)c'Rnvc: Yield (Fy): 105 ksi Compression Interaction Ratio: BC Diam. (in): 19.5 BC Override: 19.5 Maximum Interaction Ratio: Base Plate Results Plate Data Center Hole: 16.125 in. diameter (per 4.9.9) 5.20 Kips 56.81 Kips 0.12 Kips 36.82 Kips 0.01 6.56 Kips 74.22 Kips 0.12 Kips 33.40 Kips 0.09 8.8% Pass 4.1 ksi 45 ksi (per AISC) 92%, Pass Page 9 Base Plate (Mu/Z): Width (in): 19.5 Width Override: 19.5 Allowable m'Fy: Thickness: 1 in Base Plate Interaction Ratio: Yield (Fy) 50 ksi Eff. Width: 11.15 in Center Hole: 16.125 in. diameter (per 4.9.9) 5.20 Kips 56.81 Kips 0.12 Kips 36.82 Kips 0.01 6.56 Kips 74.22 Kips 0.12 Kips 33.40 Kips 0.09 8.8% Pass 4.1 ksi 45 ksi (per AISC) 92%, Pass Page 9 Toile for windows, version 2019-11.004 Analysis of individual Piles and Drilled Shafts Subjected to Lateral Loading Using the p -y method 0 1985-2019 by Ensoft, mc. All Rights Reserved This copy of CPI Ie is being used by: Keith LIndall Sabre Towers and Poles Serial Number of Security Device: 227885948 This copy of LN le is licensed for exclusive use by: Sabre Communications Corporation Use of this program by any entity other than Sabre Communications Corporation is a violation of the software license agreement. Piles used for Analysis Path to file locations: \Program Piles (x86)\Ensoft\Lpile2019\files\ Name of input data file: 19 -2283 -EPG Opt. 26.lplld Name of output reyort file: 19 -2283 -EPG Opt. p6.lpllo Name of plot output file: 19 -2283 -EPG Opt. 26.1pllp Name of runtime message file - 19 -2283 -EPG Opt. 26.1pllr Date and Time of Analysis -------------------------------------------------------------------------------- Date: march 5, 2021 rime: 10:34:55 Problem Jltle Site E0002_015, OR Tower 33' Smart Stack Prepared for J5 INFRASTRUCTURE PARTNERS Job Number 19 -2283 -EPG Opt. 26 Engineer NJT Program Options and Settings Computational Options: - Conventional Analysis Engineering Units used for Data input and Computations: - US Customary System Units (sounds, feet, inches) Analysis Control Options: - maximum number of iterations allowed = 999 - Deflectiontolerance for convergence = 1.0000E-05 i - maximum allowable deflection = 100.0000 i - Number of pile increments = 100 LoadingType and Number of Cycles of Loading: - Static loading specified - use of p -y modification factors for p -y curves not selected - Analysis uses layer,. nn correction (method of Georgiadis) - xo tlI st ri butetl lateral loads are entered - Loading by lateral soil movements acting on pile not selected Page 10 input of shear resistance at the pile tip not selected - input of moment resistance at thepile tip not selectetl - input of side resistance moment along pile not selected - Com utation of pile -head foundation stiffness matrix not selected - Pus -over analysis of pile not selected - Buckling analysis of pile not selected Output Options: - Output files use decimal points to denote decimal symbols. - Neport only summary tables of pile -head deflection, maximum bending moment, and maximum shear force in output report file. - NO i otureport ycurves oe becomputedand reported for user-specified depths Pile Structural Properties and Geometry Number of pile sections defined 1 Total length of pile 6.083 ft Depth of ground surface below top of pile = 0.0833 ft Pile diameters used for p -y curve computations are defined using 2 points. os•thlethehemle1eimmlutfluel�iaetTweepol ng oftPi. using summary ofvaa oedi meter dpthol lows. Depth Below Pile Point Pile Head Di meter No. feet inches 1 0.000 36.0000 2 6.083 36.0000 Input Structural Properties for Pile Sections: Pile Section No. 1: Section 1 is a round drilled shaft, bored pile, or Cion pile Length of section = 6.083333 ft Shaft Diameter =36.000000 in Shear capacity of section = 0.0000 lbs -------------------------------------------------------------------------------- Grountl Slope and Pile Batter Angles Ground Slope Angle 0.000 degrees 0.000 raans Pile Batter Angle 0.000 degrees 0.000 radians Soil and Nock Layering information The soil profile is modelled using 2 layers top of layer = 1.583333 Layer 1 is soft clay, p -y criteria by Matlock, 1970 Distance from top of pile to bottom of layer = 20.083333 Distance from top of pile to top of layer = 0.083333 Effective unit weight at top f[ Distance from top of pile to bottom of layer = 1.583333 pcf f[ Effective unit weight at top of layer = 110.000000 pcf pcf Effective unit weight at bottom of layer =110.000000 pcf undrained cohesion at top of layer = 14.400000 = 1000.000000 psf undrained cohesiont bottom of layer = 14.400000 pa epsilon -50 at top of layer = 0.100000 ep511on-50 at bottom of layer epsilon -50 at bottom of layer 0.100000 Layer 2 is stiff clay without free water Distance from top of pile to top of layer = 1.583333 ft Distance from top of pile to bottom of layer = 20.083333 ft Effective unit weight at top of layer = 110.000000 pcf Effective unit weight at bottom of layer = 110.000000 pcf undrained cohesion at top of layer = 1000.000000 P5 undrained cohesion at bottom of layer = 1000.000000 psf epsilon -50 at top of layer = 0.010000 ep511on-50 at bottom of layer = 0.010000 (Depth of the lowest soil layer extends 14.000 ft below the pile tip) -------------------------------------------------------------------------------- Summary of input Soil Properties Page 11 Layer Soil Type Layer Effective Undrained ESO Layer Name De th unit wt. Cohesion or Nun. (P -y Curve Type) ft pcf psf krm 1 Soft 0.08333 110.0000---14.4000 No. 0.10000 1 Clay 1.5833 110.0000 14.4000 0.10000 2 Stiff Clay 1.5833 110.0000 1000.0000 0.01000 v = 190.000000 lbs m = w/o Free water 20.0833 110.0000 1000.0000 0.01000 Static Loading Type ----------------------------------------------------------------------------- Static loading criteria were used when computing p -y curves for all analyses. -------------------------------------------------------------------------------- Bending Stiffness Pile -head Loading and Pile -head Fixity Conditions from pile -bead loading conditions Number of Pile Sections Analyzed = 1 Number of loads specified = 2 Pile Section No. 1: ------------------- LORD LORD Condition Condition Axial Thrust Compute Top y Nun Analysis 36.000000 in Concrete Cover Thickness (to edge of long. rebar) 3.375000 in No. Type 1 2 Force, lbs vs. Pile Length ------------ 1 1 v =626.666667 lbs m = 150400. in -lbs 4160. No Yes 2 1 v = 190.000000 lbs m = 45000. in -lbs 2600. No Yes v = shear force applied normal to pile axis m= bending moment applied to pile head y = lateral deflection normal to pile axis S = rotational sti relative sto plied to pile header angle values of to lengthsp� specified shear loading(LosTypes 1, 2, Rod 3). only for load types with Thrust force is assumed to be acting axially for all pile batter angles. Computations of Nominal moment Capacity and Nonlinear ----------------------------------------------------------------------------- Bending Stiffness Axial thrust force values were determined from pile -bead loading conditions Number of Pile Sections Analyzed = 1 Pile Section No. 1: ------------------- Dimensions and Properties of Drilled Shaft (Bored Pile): Len nth of Section 6.083333 ft Shaft Diameter 36.000000 in Concrete Cover Thickness (to edge of long. rebar) 3.375000 in Number of Reinforcing ears 12 bars Yield Stress of Reinforcing Bars = 60000. psi modulus of Elasticity of Reinforcing Bars = 29000000. psi Gross Area of Shaft = 1018. in. Total Area of Reinforcing Steel = 5.301438 sq. in. Area Ratio of Steel Reinforcement = 0.52 percent Edge -to -Edge Bar Spacing = 6.626343 in maximum Concrete Aggregate Size =0.750000 i Ratio of Bar Spacing to Aggregate Size =8.84 Offset of Center of Rebar Cage from Center of Pile = 0.0000 in Axial Structural Capacities: ---------------------------- Nom. Axial Structural Capacity = 0.85 Fc Ac + FY As = 4621.528 kips Tensile Load for Cracking of Concrete =-486.917 kips Nominal Axial Tensile Capacity = -318.086 kips Reinforcing Bar Dimensions and Positions Used in Computations: Bar Bar Man. Bar Area X Y Number inches sq. i . n_- inches inches ---------- ------ --- --- -- 1 0.750000 0.441786 ---------- 14.250000 ---------- 0.00000 2 0.750000 0.441786 12.340862 7.125000 3 0.750000 0.441786 7.125000 12.340862 4 0.750000 0.441786 0.00000 14.250000 5 0.750000 0.441786 -7.125000 12.340862 6 0.750000 0.441786 -12.340862 7.125000 7 0.750000 0.441786 -14.250000 0.00000 8 0.750000 0.441786 -12.340862 -7.125000 9 0.750000 0.441786 -7.125000 -12.340862 10 0.750000 0.441786 0.00000 -14.250000 11 0.750000 0.441786 7.125000 -12.340862 12 0.750000 0.441786 12.340862 -7.125000 rage 12 NOTE: The positions of the above rebars were computed by Lpile minimum spacing between any two bars not equal to zero = 6.626 inches between bars 7 and 8. Ratio of bar spacing to maximum aggregate size = 8.84 Concrete properties: -------------------- Compressive Strength Of Concrete= 5000. psi modulus Of elasticity Of Concrete = 4030509. psi modulus Of Rupture of Concrete =-530.330086 psi Compression Strain at peak Stress = 0.002109 Tensile Strain at Fracture of Concrete =-0.0001150 maximum Coarse Aggregate Size = 0.750000 in Number Of Axial Thrust Force values Determined from pile -head Loadings = 2 Number Axial Thrust Force kips 1 2.600 2 4.160 -------------------------------------------------------------------------------- Summary of Results for Nominal moment Capacity for Section 1 moment values interpolated at maximum compressive strain = 0.003 or maximum developed moment if pile fails at smaller strains. Load Axial Thrust Nominal mom. Cap. max. Co'. No. kipsin-kip Strain -------------------- ------------------ ------------ 1 2.600 4894.185 0.00300000 2 4.160 4915.795 0.00300000 Note that thevalues of moment ca acity in the table above are not factored by a strength reduction factor (phi -factor). In ACI 318, the value of the strength reduction factor depends on whether the transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.70). The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to ACI 318, Section 9.3.2.2 Or the value required by the design standard being followed. The followinn table presents factored moment capacities and corresponding bending stifgnesses computed for cormon resistance factor values used for reinforced concrete sections. Axial Resist. Nominal ult. (Fac) ult. (Fac) Rend. Stiff. Load Factor moment Cap Ax. Thrust moment Cap at ult mom NO. for momentin-kips kipsin-kips kip -i M2 ----------------- ------------ ---------------------- ------------ ---------- ------------ 1 0.65 4894. 1.690000 3181. 41528888. 2 0.65 4916. 2.704000 3195. 41751572. 1 0.75 4894. 1.820000 3671. 39867125. 2 0.75 4916. 2.912000 3687. 40106495. 1 0.90 4894. 1.950000 4405. 26318161. 2 0.90 4916. 3.120000 4424. 26453694. -------------------------------------------------------------------------------- Layering Correction equivalent Depths of Soil & Rock Layers TOP Of equivalent Layer TOP Depth Same Layer Layer is FO F1 Layer BeOWeAID. Type As Rock or integral integral NO. pile Read Grnd Surf Layer is Be]. for Layer for Layer ft ft Above Rock Layer lbs lbs 1 0.08333 0.00 N.A. No 0.00 508.8382 2 1.5833 0.05638 No No 508.8382 N.A. Notes: The FO integral Of Layer ml equals the sum Of the FO and F1 integrals for Layer n. Layering correction equivalent depths are computed only for soil ty es with both shallow -depth and deep -depth expressions for peak latera R load transfer. These soil types are soft and stiff clays, on -liquefied sands, and cemented c -phi soil. Summary of pile -head Responses for Conventional Analyses Definitions of pile -head Loading Conditions: Page 13 Load Type L Load 1 =Shear, v, lbs, and Load 2 = moment, M, in -lbs Load Type 2: Load 1 = Shear, v, lbs, and Load 2 = Slope, S, radians Load Type 3: Load 1 = Shear, v, lbs, and Load 2 = Not. Stiffness, a, in-lbs/rad. Load Type 4: Load 1 = Top Deflection, y, inches, and Load 2 = moment, M, in -lbs Load Type 5: Load 1 = Top Deflection, y, inches, and Load 2 = Slope, S, radians Load Load Load exi al vile -head pile -head Max $hear Max Moment Case Type vile -head Type vile -head Loading Deflection Rotation n vile n vile NO. y Load 1 y Load 2 lbs inches radians lbs - n -lbs ---- ------------------------- -- — ------------------------- — — ----- — — ------ —------- 1 v, lb 626.6667 M, in -lb 150400. 4160. 0.2475 -0.00505 -5756. 163084. 2 v, lb 190.0000 M, in -lb 45000. 2600. 0.00260 -5.60e-05 -1507. 48759. maximum pile -head deflection = 0.2475038542 inches maximum pile -head rotation = -0.0050473456 radians = -0.289192 deg. The analysis ended normally. Page 14 IBC 1807.3.2.1 Moment (f4k) 9.40 Shear (k) 1 0.47 Caisson diameter (ft) Caisson height above ground (fl) Caisson height below ground (fl) Lateral soil pressure (Iblfe) Ground to application of force, h (ft) Applied lateral force, P (Ib) Lateral soil bearing pressure, S, (lb/ft) Diameter, b (ft) A Minimum depth of embedment, d (ft) 3 0.083333 6 225.00 20.08 470 450.00 3 0.81 = (2.34P)/(S, b) 4.65=0.5A[1+(1+(4.36h/A))'M] Page 15 THIS AGREEMENT, made and entered into this day of J 2021, by and between the CITY OF SPRINGFIELD, OREGON, a municipal corporation, acting by and through the Springfield Utility Board, hereinafter referred to as the first party, and J5 Infrastructure Partners, hereinafter referred to as the second party. WITNESSETH WHEREAS, the first party owns and operates municipal electric and water systems serving within and adjacent to the corporate limits of said city, and WHEREAS, the second party is planning the development and construction of SMALL CELL PROJECT EU602-015 located at 170 21 -STREET in Springfield, Lane County, Oregon, said development to be developed for COMMERCIAL purposes, described with particularity as follows: Tax Map: 17-03-36-42, Tax Lots: 05400, City Pole WHEREAS, the second party has applied to the first party for electrical services for said development; now, therefore, IT IS AGREED by and between the first party and the second party and each in consideration of promises and agreements of the others do hereby promise and agree as follows: (1) The Springfield Utility Board does hereby agree to install an electric distribution system for the service of A SMALL CELL PROJECT in accordance with plans for electric developments shown on Job Number 120124. (2) The second party agrees to pay the first party the sum of $4,524.73 payable before the start of construction, which is credited the sum of $5,774.37 for providing all trenching, back filling, and the installation of all vaults, junction boxes or pedestals, and all conduits (with pulling tape) per the first party's specifications, and in accordance with the first party's Development Redevelopment Policy which shall be the responsibility of the second party. The first party shall provide on site all conduit, vaults and junction boxes and shall inspect the installation before back fill is permitted. The second party shall provide glue, pulling tape, foam, grout and other incidental materials as needed. The second party warrants to the first party that any breaks, omissions or facility placement errors in the installation shall be corrected by the second party at no cost to the first party. The first party shall take possession and accept responsibility of the installation at the time the system is energized. (3) The first party's plans, specifications and development charges are based on the assumptions that the complete distribution system shall be installed. If the second party changes the plans and constructs the development other than originally stated, the second party shall pay for any additional cost incurred by the first party. Said payment to be made prior to the first party energizing the system electrical. (4) The second party agrees to comply with all terms specified in the current Electric Development and Redevelopment Charge Policy in effect at the time this agreement is entered into. (5) The second party requests installation of distribution facilities to commence within 30 days of the payment date. (6) The first party agrees to make a concerted effort to commence installation of distribution facilities within 30 days of the second party's requested installation date provided the second party does not obstruct or denies the first party's access. Within 180 days of the date of this agreement, if the second party does not perform its responsibilities under the agreement, the first party has no further obligation under the agreement. (7) This agreement shall be binding upon the heirs, executors, administrators, successors and assignees of the respective parties. (8) Nothing herein contained shall be construed as limiting the first party orthe second party in any manner except as herein set forth insofar as service, location of services, meters and the reading thereof and the billing for consumption, and associated service charges are concerned. (9) "If suit or legal action instituted by either party for the purpose of enforcing the terms of this agreement, the prevailing party shall be entitled to judgment against the other party for the prevailing parties reasonable attorney fees and court costs as determined by the Court at trial or any appeal therefrom". (10) By signing thiscontract, the second party agrees to notify the first party and await inspection by a first party representative prior to trench backfill. Upon inspection, any cost relating to correcting any and all deviations from the attached specifications for the location of conduit entering the vault will be the sole responsibility of the second party. Vault and trench inspection will be complete when all the attached specifications are satisfied. It is also the responsibility of the second party to communicate these requirements to any and all contractors involved in the construction process. Dated this day of _ 2021 By: By: Sanjeev King, Director Devin Taylor Electric Engineering & Operations 15 Infrastructure Partners