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Report .UNR-R H ® 111® Division of UNR Industries, Inc. 6718 W. Plank Road, P.O. Box 2000, Peoria, Illinois 61656 USA Phone: (309) 697 -4400 FAX: (309) 697 -5612 v rt u PURCHASER: NEXTEL NAME OF PROJECT: OR0113, OR, SITE 97.5 FT. STEEL POLE UNR -ROHN FILE NUMBER: 35464RC017 I CERTIFY THAT THE ATTACHED STRESS ANALYSIS FOR THE REFERENCED TOWER WAS PREPARED UNDER MY SUPERVISION IN ACCORDANCE WITH THE LOADING CRITERIA SPECIFIED BY THE PURCHASER AND THAT I AM A REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF OREGON. CERTIFIED BY:r ��x, , DATE: S f ` Z s �o b 21. ,g G. BR i x / z -1 -90 50 Years of Service to the Communications Industry • UNR-ROHN. Division of UNR Industries, Inc. 6718 W. Plank Road, P.O. Box 2000, Peoria, Illinois 61656 USA Phone: (309) 697 -4400 FAX: (309) 697 -5612 ROHN PRODUCT REVIEW SUMMARY FORM Date: May 19, 1998 Product Review for: 97.5 Ft. Steel Pole @ OR0113, OR, Site Product Assembly Drawing: B972202 ROHN File Number: 35464RC017 Request Form Number: 93693 Review Criteria: Design Wind Load Per ANSI/TIA/EIA- 222 -F -1996, 80 MPH Basic Wind Speed (1/2" Radial Ice Load) REVIEW SUMMARY STATEMENTS 1) All existing structural members are adequate. Refer to the Reviewer's Comments for additional information. 2) Reactions exceed the reactions listed for the original foundation designs, however, the original foundation designs are adequate based on the original geotechnical design parameters. Please also refer to the attached product review general notes on Form No. 892355R3. ))0n4tiV Wm, Gall Donald Wm. Gall ROHN Engineering Department 50 Years of Service to the Communications Industry ti • UNR-ROHN Division of UNR Industries, Inc. 6718 W. Plank Road, P.O. Box 2000, Peoria, Illinois 61656 USA Phone: (309) 697 -4400 FAX: (309) 697 -5612 REVIEWER'S COMMENTS • ROHN File No: 35464RC017 Date: May 19, 1998 Reviewer: Donald Wm. Gall Checker: Habib Azouri I. Assumptions In addition to the assumptions stated in the Product Review General Notes, (ROHN Form No. 892355), the following assumptions have been made and must be verified by others: 1. Product review assumes all antennas are fed with (1) 1.625" line per antenna. 2. Product review assumes all lines are routed internally. 3. The (12) Scala AP12- 850 -090D panels on a Westower Platform at the 86' elevation was assumed to have an estimated projected area of 55 Ft? without ice and 63 Ft! with Y2" radial ice loading. No information was provided to ROHN on the design of this mount. Therefore, a ROHN cellular platform was assumes for analysis purposes. Since this mount was provided by others, the mount manufacturer needs to verify the actual estimated projected area values applied at this elevation do not exceed the design values. ROHN assumes no responsibility for the suitability of any mounts provided by other manufacturers. 4. Except as noted, product review assumes all mounts are provided by ROHN. II. Overstressed Members and Modifications None. III. Reaction Summary Original Reactions New Reactions Download : 19.0 Kips 19.4 Kips Shear : 8.2 Kips 8.1 Kips O.T.M. : 592.3 Ft. -Kips 584.3 Ft. -Kips IV. Recommendations None. 50 Years of Service to the Communications Industry UNR-ROHN Division of UNR Industries, Inc. 6718 W. Plank Road, P.O. Box 2000, Peoria, Illinois 61656 USA Phone: (309) 697 -4400 FAX: (309) 697 -5612 PRODUCT REVIEW GENERAL NOTES 1. ROHN's Product Review Documents are the property of ROHN and must not be reproduced, modified or copied in whole or in part without our written permission. 2. The product has been assumed to be installed in accordance with the referenced drawing on the product Review Request Form unless otherwise noted. ROHN has assumed that the product has been properly maintained that no portions of the product have corroded or have been misused, overloaded, damaged or substituted with other members. No reduction in capacity has been considered to account for the effects of cyclic loading over the life of the product. ROHN has not inspected the product nor surveyed the loading currently supported by the product. Unless otherwise indicated in the reviewer's comments, the product review has been solely based on information listed or referenced on the Product Review Request Form. 3. Assumptions made by ROHN concerning antenna and appurtenance loading were based on ROHN's understanding of the information made available at the time of the review. Only the antennas and appurtenances listed or referenced on the Product Review Request Form were considered for the review unless otherwise indicated in the reviewer's comments. The results of the review are not intended or represented to be suitable for any other loading conditions. ROHN has not investigated the possible interferences between existing and proposed antennas, mounts, appurtenances, etc., unless otherwise indicated in the reviewer's comments. 4. ROHN has not reviewed the load carrying capability of existing or proposed mounts supplied by others, or of mounts not identified on the Product Review Request Form. ROHN also has not investigated members of the product for local stresses resulting from the attachment of such mounts. ROHN has assumed these items have been or will be investigated by others. 5. ROHN does not accept responsibility for the accuracy or completeness of the information supplied to ROHN or for the assumptions made for this review. ROHN assumes thorough field investigations have or will be performed by others to verify all information and assumptions used for ROHN's review. 6. ROHN's review has been based on the wind and ice loading for the standard indicated on the Product Review Request Form. The review is limited to the load carrying capacity of the product for the wind and ice load indicated. The product has been assumed to be installed on level grade unless otherwise noted on the Product Review Request Form. ROHN has not reviewed the product for conformance to local, state, or federal requirements or for the requirements of the site concerning wind load, ice load, grounding, obstruction lighting requirements, obstruction marking, climbing or working facilities, etc. 7. Unless otherwise requested, product assembly drawings will not be upgraded to reflect proposed product modifications nor loadings considered for the review. 8. ROHN does not accept responsibility for informing insurance carriers, regulatory officials or other concerned parties of the results of this review or for the proposed alterations. The customer must accept all liability and responsiblity for the use and application of ROHN's review. The services of a Professional, Structural, or Geotechnical Engineer may be required. 50 Years of Service to the Communications Industry Product Review General Notes (Continued) 9. If proposed alterations to the product are implemented, it shall be the responsibility of others to maintain the stability of the product and to prevent overloading of any component. ROHN's review has not considered stresses due to erection since erection conditions were unknown. 10. ROHN does not accept responsibility for work performed on the product, for persons doing the work, or for the safety and adequacy of the procedures, equipment, temporary guying, scaffolding, or other word aids. ROHN has assumed that all work performed will be by competent and qualified personnel. 11. Materials for proposed alterations have been assumed to be manufactured or supplied by ROHN. Bolts, nuts, and palnuts for all replacement materials must be new. ROHN shall be held harmless of any liability when other materials are substituted. 12. ROHN foundation drawings and calculations have not been reviewed unless reactions exceed the reactions of the original product. Unless otherwise indicated, ROHN has assumed that foundations have been installed in accordance with ROHN's original foundation drawings that the original soil parameters provided and /or assumed were adequate based on the conditions encountered at the site. ROHN assumes these parameters were verified by geotechnical investigations at the time of installation. 13. Foundation review will not be performed by ROHN when foundation details have been provided by others. ROHN does not accept the responsibility of investigating the capacity of foundations designed by others to support the reactions of the original or proposed loading. 14. ROHN's product and /or foundation review has been performed utilizing ROHN's current review methods. ROHN does not accept responsibility to provide a new or revised report due to revisions of standards, codes or review methods. Return foram to: Request Form No.: . Q 3 („ 'T ROHN. P.O. Box 2000 Peoria, IL 81858 USA FAX: 309 - 697 -6612 .......................... v }; ...rx :::.w: :,� ............... .::: :•.v w: :.: :v:::::•i: {4` ? 4ii:•+' i'vi: ? ?fiii4i:4:•i:•:Oiiii:i ? ?i }} } :..:......:: Gi ::.:.iiii ?:4ii�i 'iiiiv.vw: : i ,:: y : ii:Y ...::.;•; . ••: "�:: :.:??$•i } }: ?.i: \v ?.i �; �.�•:.;�V{'::(y•: vi.�y��:y�i,l((yyi��yv►yi,?:i i; ;: } : {.vn::: ?� {: ■ �: Y y: i . lYi v v .... } .:: y...:.:::...:iy��'�{{://��•��1is ?i.: A .. :rR '.DUCTi:.;fi.:., !!1i�Ls!.r:!:4:.::•;i1;046:0 T;::•; FO v. ti i ii::vS:S. w:: w..:::4' ?? ?? pi:.iJ::: i 'tii::'ii:Y:•i �'::: i:tiv: ^:• v.i• . "2i'::ii•:'t: : .. v: r:}}:{•:? ^ii };': ^:i':$: ?ir ? ........ r. m ... r.. .. ......... y........... r......... REQUESTING COMPANY A/ / L jte&iol ADDRES ( /�Y '! 4c.f eiAL e/t/ ✓t 4D a a0 JS It) eilee,de Oily po-ti . STATE 611) t • ZIP 9 ' 7 0?a 3 CONTACT. ae4 /+() TELEPHONE NO. FAX NO. P.:":*:R: s ie l - A -77-3// 2 Ai ,ii Co .0 9 "HEIgHT - IM MODEL SITE I E0 iii STATE C COUNTY 1/-0 INSTALLED PER DRAWING NO. 6 q .:20?.OvI, ROHN FILE NO. 35 Y e 6 6/ 7 R VIEW; RIT R1:. >:.:::.: p i i.. >.::::::. BUILDING CODE: &'U F ❑ ROOF MOUNTED FT. ABOVE GROUND DESIGN LOADS: Ipp I ?7 , SPECIAL: ❑ EIA OPERATIONAL REQUIREMENTS (50 MPH B.W.S. - NO ICE) SPECIAL: N AZ 1 MOUNTING POINTS FOR REFERENCING ANTENNA LOCATIONS, W/G SUPPORTS, LADDERS, 111 LINES, ETC. - ,s, 6 2 • / 5 4 3 /' /o o 6 lv a3 ORIE A ON AZIM OF POINT ONE: PA- 9' DEGREES NOTE: BOTH ORIENTATION AND ANTENNA AZIMUTHS MUST BE MEASURED FROM THE SAME REFERENCE tiii :LOADING `> i BE CONSIDERED FOR R All antennas and appurtenances which are proposed or which are to remain on the structure must be indicated on this form. Only the antennas and appurtenances listed or referenced on this form will be considered for the product review. ANTENNA LOADING Describe all antennas by providing elevation, size, frequency, manufacturer, model number, azimuth, mounting point, type of mount and number of tie backs. Indicate quantity, type, size and location of lines to each antenna and if Ice shields and/or radomes are to be considered. k The following descriptions are for antennas to be considered for review in addition to the antennas Indicated on the referenced assembly drawing. 0 The following descriptions cover all antennas to be considered for review. (Antennas listed on the referenced assembly drawing will not be considered unless listed below.) A55fi i'•ii4 prr°R.AA � t (� 4 P/ - 5 -©• do 4v T ' �� �� oks C17✓AL 1 TGN -A 6P ( j i pi, / I /. r I /tm6 row% - 24 ,,u)-- / A. 0!_i___.4 .........if S Note: When specific mount data is not provided, dimensions of ROHN mounts compatible with the antennas will be assumed. ' -• i. UGsi -Cd• (A.17 L TM, ANi / 7 ) Z - __ - 4 - - 19% go MN )ABC 1Nz'b S! - 1 6" lbetAL. L0,4b 5.4 PAGE 1 ** STRESS ANALYSIS OF THE POLE BY UNR -ROHM, INC., PEORIA, ILLINOIS, U.S.A. ** ** Version: 1.11 NT DATE:- Mon May 18 10:52:18 1998 FILE NO.:- 35464RC017 NAME:- DWG CUSTOMER:- NEXTEL 0 g ) (0,0//3/ No rO RA/ POLE HT. SHAPE FACTOR RADIAL ICE E YIELD STRENGTH G (FT) (IN) (KSI) (KSI) (KSI) 98.0 .590 .00 29000.0 42.0 11200.0 de WIND LOADING :- FROM (FT.) 98.000 65.000 32.500 TO (FT.) 65.000 32.500 .000 WIND LOAD (KSF) .036 .031 .028 CONCENTRATED LOADINGS :- ELEVATION (FT.) 97.500 92.500 86.000 30.000 PROJECTED AREA (SO.FT) 29.000 16.000 55.000 7.000 DEAD LOAD (KIPS) .700 .400 1.400/ .100 TORQUE (FT-K) .600 .300 1.900 .600 / UNIFORM LOADINGS:- / ELEVATION (FT.) 97.500 92.500 86.000 30.000 PROJECTED AREA (FT2 /FT) .064 .001 .001 .001 DEAD LOAD (KIPS /FT) .007 .003 .013 .001 ELEV SPAN O.D. POLE POLE I POLE AXIAL SHEAR MOMENT LENGTH WALL AREA WT. LOAD FT. FT. IN. IN. IN * *2 IN * *4 LBS. KIPS. KIPS. FT -K 97.5 2.5 24.000 .250 18.64 1315.4 0. .00 .00 .00 95.0 10.0 24.000 .250 18.64 1315.4 168. .89 1.15 2.75 85.0 10.0 24.000 .250 18.64 1315.4 841. 3.59 4.15 22.78 75.0 10.0 24.000 .250 18.64 1315.4 1513. 4.49 4.59 66.46 65.0 2.5 30.000 .375 34.88 3829.6 2186. 5.39 5.03 114.52 62.5 10.0 30.000 .375 34.88 3829.6 2500. 5.77 5.14 127.23 52.5 10.0 30.000 .375 34.88 3829.6 3758. 7.25 5.61 181.01 42.5 10.0 30.000 .375 34.88 3829.6 5017. 8.74 6.08 239.49 32.5 2.5 30.000 .500 46.32 5042.5 6275. 10.23 6.55 302.65 30.0 10.0 30.000 .500 46.32 5042.5 6692. 10.80 6.66 319.17 20.0 10.0 30.000 .500 46.32 5042.5 8363. 12.72 7.28 389.82 10.0 10.0 30.000 .500 46.32 5042.5 10034. 14.63 7.70 464.71 .0 .0 30.000 .500 46.32 5042.5 11704. 16.54 8.13 543.85 / PAGE 2 ** STRESS ANALYSIS OF THE POLE BY UNR-ROHN, INC., PEORIA, ILLINOIS, U.S.A. ** ** Version: 1.11 NT DATE:- Mon May 18 10:52:18 1998 FILE NO.:- 35464RC017 NAME:- DWG CUSTOMER:- NEXTEL DATA FOR AMPLIFICATION FACTOR AT BASE OF POLE: OUTSIDE DIA. = 30.00 IN. WALL THICKNESS = .5000 IN. MOMENT OF INERTIA AT TOP OF POLE = 1315.413 IN. * *4 MOMENT OF INERTIA AT BOTTOM OF POLE = 5042.476 IN. * *4 CONCENTRATED WEIGHT AT TOP OF POLE = 2.60 KIPS TOTAL POLE WT. EXCLUDING TOP WT. = 13.94 KIPS TOTAL HEIGHT OF POLE = 98.00 FT. THE AMPLIFICATION FACTOR = .931 / ** REACTIONS: ** ** AXIAL: 16.54 KIPS ** ** SHEAR: 8.13 KIPS ** ** MOMENT: 584.30 FT-KIPS ** if PAGE 3 ** STRESS ANALYSIS OF THE POLE BY UNR -ROHN, INC., PEORIA, ILLINOIS, U.S.A. ** ** Version: 1.11 NT DATE:- Mon May 18 10:52:18 1998 FILE NO.:- 35464RC017 NAME:- DWG CUSTOMER:- NEXTEL ELEV. AXIAL MOMENT SHEAR TORSION D/t FA F8 FV COMBINED LOAD STRESS RATIO (FT) (KIPS) (FT -KIPS) (KIPS) (FT -KIPS) (KSI) (KSI) (KSI) 95.0 .89 2.95 1.15 .60 96.00 25.20 26.76 12.67 .014 85.0 3.59 24.47 4.15 2.80 96.00 25.20 26.76 12.67 .110 75.0 4.49 71.40 4.59 2.80 96.00 25.20 26.76 12.67 .304 65.0 5.39 123.04 5.03 2.80 96.00 25.20 26.76 12.67 .518 62.5 5.77 136.70 5.14 2.80 80.00 25.20 27.72 13.86 .239 52.5 7.25 194.48 5.61 2.80 80.00 25.20 27.72 13.86 .339 42.5 8.74 257.30 6.08 2.80 80.00 25.20 27.72 13.86 .447 32.5 10.23 325.17 6.55 2.80 80.00 25.20 27.72 13.86 .564 30.0 10.80 342.91 6.66 3.40 60.00 25.20 27.72 13.86 .451 20.0 12.72 418.82 7.28 3.40 60.00 25.20 27.72 13.86 .551 10.0 14.63 499.28 7.70 3.40 60.00 25.20 27.72 13.86 .656 .0 16.54 584.30 8.13 3.40 60.00 25.20 27.72 13.86 .768 NOTE: MOMENT INCLUDES 7.4% SECONDARY EFFECT. ELEV. DEFLECTION SWAY TWIST CURVATURE RADIUS EGUIV.DEFLECTION (FT) (IN) (DEG) (DEG) (FT) (IN /10 FT) 97.5 19.880 1.585 .041 .00 .000 95.0 19.038 1.584 .040 89754.23 .007 85.0 15.713 1.556 .032 10824.69 .055 75.0 12.553 1.460 .025 3710.08 .162 65.0 9.737 1.264 .017 6267.90 .096 62.5 9.103 1.242 .016 5641.68 .106 52.5 6.695 1.127 .013 3965.50 .151 42.5 4.568 .971 .011 2997.28 .200 32.5 2.805 .770 .008 3122.83 .192 / 30.0 2.431 .726 .007 2961.28 .203 20.0 1.158 .526 .005 2424.55 .247 10.0 .321 .285 .002 2033.81 .295 .0 .000 .000 .000 1737.87 .345 pESrGtiJ Wr A/D L.oA) PER AN .1 / l / t H - dd,a - F - ► 996 * - - go Mpg [3Asrc (..ara S1) - 1j 4(. TLC Lo.ab. 5.4 . PAGE 1 ** STRESS ANALYSIS OF THE POLE BY UNR-ROHN, INC., PEORIA, ILLINOIS, U.S.A. ** ** Version: 1.11 NT DATE:- Mon May 18 10:55:27 1998 FILE NO.:- 35464RC017 NAME:- DWG CUSTOMER:- NEXTEL (OR 0 //3 /O/Q, ICE RUA/ POLE HT. SHAPE FACTOR RADIAL ICE E YIELD STRENGTH G (FT) (IN) (KSI) (KSI) (KSI) 98.0 .590 .50 29000.0 42.0 11200.0 WIND LOADING :- FROM (FT.) 98.000 65.000 32.500 TO (FT.) 65.000 32.500 .000 WIND LOAD (KSF) .027 .023 .021 / / 1 CONCENTRATED LOADINGS :- • ELEVATION (FT.) 97.500 92.500 86.000 30.000 PROJECTED AREA (SQ.FT) 38.000 21.000 63.000/ 9.000 DEAD LOAD (KIPS) .900 .600 2.000, .200 TORQUE (FT-K) .600 .300 1.600 .500 UNIFORM LOADINGS:- / ELEVATION (FT.) 97.500 92.500 86.000 30.000 PROJECTED AREA (FT2 /FT) .233 .001 .001 .001 . DEAD LOAD (KIPS /FT) .008 .003 .013 .001 / ELEV SPAN 0.0. POLE POLE I POLE AXIAL SHEAR MOMENT LENGTH WALL AREA WT. LOAD FT. FT. IN. IN. IN * *2 IN * *4 LBS. KIPS. KIPS. FT -K • 97.5 2.5 24.000 .250 18.64 1315.4 0. .00 .00 .00 95.0 10.0 24.000 .250 18.64 1315.4 168. 1.13 1.12 2.68 85.0 10.0 24.000 .250 18.64 1315.4 841. 4.79 3.76 21.66 75.0 10.0 24.000 .250 18.64 1315.4 1513. 5.85 4.12 61.06 65.0 2.5 30.000 .375 34.88 3829.6 2186. .6.91 4.49 104.16 62.5 10.0 30.000 .375 34.88 3829.6 2500. 7.33 . 4.59 115.52 52.5 10.0 30.000 .375 34.88 3829.6 3758. 9.02 4.97 163.33 42.5 10.0 30.000 .375 34.88 3829.6 5017. 10.70 5.35 214.96 32.5 2.5 30.000 .500 46.32 5042.5 6275. 12.39 5.74 270.42 30.0 10.0 30.000 .500 46.32 5042.5 6692. 13.11 5.82 284.87 20.0 10.0 30.000 .500 46.32 5042.5 8363. 15.22 6.36 346.75 10.0 10.0 30.000 .500 46.32 5042.5 10034. 17.32 6.71 412.13 .0 .0 30.000 .500 46.32 5042.5 11704. 19.43 7.06 480.99/ PAGE 2 ** STRESS ANALYSIS OF THE POLE BY UNR-ROHN, INC., PEORIA, ILLINOIS, U.S.A. ** ** Version: 1.11 NT DATE:- Mon May 18 10:55:27 1998 FILE NO.:- 35464RC017 NAME:- DWG CUSTOMER:- NEXTEL DATA FOR AMPLIFICATION FACTOR AT BASE OF POLE: OUTSIDE DIA. = 30.00 IN. WALL THICKNESS = .5000 IN. MOMENT OF INERTIA AT TOP OF POLE = 1315.413 IN. * *4 MOMENT OF INERTIA AT BOTTOM OF POLE = 5042.476 IN. * *4 CONCENTRATED WEIGHT AT TOP OF POLE = 3.70 KIPS • TOTAL POLE WT. EXCLUDING TOP WT. = 15.73 KIPS TOTAL HEIGHT OF POLE = 98.00 FT. THE AMPLIFICATION FACTOR = .913 / ** REACTIONS: ** ** AXIAL: 19.43 KIPS ** ** SHEAR: 7.06 KIPS ** ** MOMENT: 526.83 FT-KIPS ** N (ti PAGE 3 ** STRESS ANALYSIS OF THE POLE BY UNR -ROHN, INC., PEORIA, ILLINOIS, U.S.A. ** ** Version: 1.11 NT DATE:- Mon May 18 10:55:27 1998 FILE NO.:- 35464RC017 NAME:- DWG CUSTOMER:- NEXTEL ELEV. AXIAL MOMENT SHEAR TORSION D/t FA FB FV COMBINED LOAD STRESS RATIO (FT) (KIPS) (FT -KIPS) (KIPS) (FT-KIPS) (KS1) (KS1) (KS1) 95.0 1.13 2.94 1.12 .60 96.00 25.20 26.76 12.67 .015 85.0 4.79 23.73 3.76 2.50 96.00 25.20 26.76 12.67 .109 75.0 5.85 66.88 4.12 2.50 96.00 25.20 26.76 12.67• .288 65.0 6.91 114.09 4.49 2.50 96.00 25.20 26.76 12.67 .484 62.5 7.33 126.52 4.59 2.50 80.00 25.20 27.72 13.86 .223 52.5 9.02 178.89 4.97 2.50 80.00 25.20 27.72 13.86 .314 42.5 10.70 235.45 5.35 2.50 80.00 25.20 27.72 13.86 .412 32.5 12.39 296.19 5.74 2.50 80.00 25.20 27.72 13.86 .517 30.0 13.11 312.02 5.82 3.00 60.00 25.20 27.72 13.86 .414 20.0 15.22 379.80 6.36 3.00 60.00 25.20 27.72 13.86 .503 10.0 17.32 451.40 6.71 3.00 60.00 25.20 27.72 13.86 .597 .0 19.43 526.83 7.06 3.00 60.00 25.20 27.72 13.86 .696 NOTE: MOMENT INCLUDES 9.5% SECONDARY EFFECT. ELEV. DEFLECTION SWAY TWIST CURVATURE RADIUS EQUIV.DEFLECTION (FT) (IN) (DEG) (DEG) (FT) (IN /10 FT) 97.5 17.731 1.423 .036 .00 .000 95.0 16.976 1.423 .036 90231.34 .007 85.0 13.994 1.396 .029 11164.18 .054 75.0 11.164 1.307 .022 3960.50 .151 65.0 8.650 1.128 .015 6759.86 .089 62.5 8.085 1.108 .014 6095.37 .098 52.5 5.941 1.004 .012 4311.08 .139 42.5 4.050 .864 .009 3275.53 .183 / 32.5 2.484 .683 .007 3428.36 .175 30.0 2.153 .644 .007 3254.44 .184 20.0 1.025 .466 .004 2673.65 .224 10.0 .284 .252 .002 2249.54 .267 .0 .000 .000 .000 1927.46 .311