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Specifications .4 , , STRUCTURAL CALCULATIONS for ) o PROPOSED fo )t)4 d ') 1 i CELL SITE 6, - . for SPRINT PORTLAND IOS FMA PROJECT KRUSE WAY SITE by KCM, Inc. 1917 1st Avenue Seattle, Washington 98101. _ P O P RO FE SS ; �GI N� O 147 44 / 1 - r : Li, 1 ' / 4 ,,,„i . .,, , co , ' ,ittp IL% + c. ►+ice`' /,/3//20 - PROJECT: . /69r11..iT" \(. /ECT: . __ _ow. 1.4. - ....... rr 424 :X- steAraora we.) r.d. re. -•/ e "" 0 _ __ _ _ _. ---- !: $11 / I T ---- : ,.% ;3; e i ID • ----i- f LT- .10.• ('`' q 0 ° ID s*.1 . --- - - -- . _ _ za12 +4D%•114 "vc N i t r - - -- ; � 1 i t I I '� � 11 - - f � I1 T a II ) (P I D , • N • I ( - - ' / I 41) p I -L _ i �� w� I� — ' kft �D I r _ I I w �►�L iillili I x -- — , II C II - s P lot 1 / —___ • - if ' • i - . e• 11 - — - - - -') rc I_ • - -- I__ - • - -- - - r {� • ' /4 --. _ _ - - . - -- - - _ = -- -- - - — -- - - , • — -- - - - - - -r -- - - -- _ ___i___ - _- -I- _ —_-_ -- - - _ -, -. '" a 4 ST. 2 �; ROOF - MOUNTED • - .� R OF VENT ,O SUPPORT FRAM A - - -- - - - - - - -• - - - ____. \ . . re3 V . ,,,,, ,... . i_ i _.. -_ . A . EQUIPMENT Q MOUNTING • - - -- - • PLATE nI7 - ---_ _ _ - - .. . 20' -4 1/2' CVERIFY) e - -- . 2'A GPS ANTENNA . _ MOUNTED TO 10 - - VENT EQUIPMENT -" " MOUNTING ® C - - - - !- PLATE N ! - - ■ Pt c�.J�2 _Vl.c?v l - - -. _.. - % = _%ROL0 C- - i-4, `'r LC-cM .tL- --`t 11°5 - - - - - -= . . C_ G Q.D ' C,rarck)..1 G-T - — " tkg . ..... . 0 . I . KCM JOB NO. BY DATE SHEET NO. Dimensions and Weight of Cell Site Equipment Introduction This section provides information to aid site planners in verification of suitable location and structures for site installations. Dimensions and Table 3 lists the approximate weight and dimensions.of the PCS CDMA cell Weight site equipment: Table 3. Equipment Weight and Dimensions , • • Approximate Length X Width X PCS CDMA Equipment Description Weight (lbs.) Height (Inches) - Indoor Primary Cabinet 775 30 x 30 x 60 -- Outdoor Primary Cabinet 850 I 30 x 30 x 60 Outdoor Primary with Rear Mounted Heat 950 36.5 x 30 x 60 Exchanger Enhanced Primary Cabinet 850 30 X 30X 60 Indoor Growth Cabinet 600 30 x 22 x 60 Outdoor Growth Cabinet 600 30 x 22 x 60 60C Power Cabinet with 4 batteries 1,100 I 30 x 31 x 60 66EC Power Cabinet with 8 batteries 1,600 30 X 31 X 66 Indoor Power Frame with 4 Batteries, 850 32.25 x 20 x 84 1 CPS Shelf, 4 Rectifiers Indoor Power Frame with 16 Batteries, 2,375 32.25 x 20 x 84 2 CPS Shelves, 10 Rectifiers 60C Battery Cabinet with 20 batteries 2,880 30 x 31 x 60 60EC Battery Cabinet with 20 batteries 2,880 30 X 31 X 60 Generator Cabinet 700 30 x 31 x 60 12IR125 Battery (2 batteries per string) 120 16.5 x 6.75 x 10 (each battery) - Large Antenna Cable Cover Assembly 40 35 x 29 x 14 Compact Antenna Cable Cover Assy 20 12 x 29 x 14 Lucent Technologies — Proprietary See notice on first page 6 Issue 8 February 1998 . . . - CUENT: PROJECT: S F' 2. 1 nil" Ni<2....ksCi. •e•-/ At -4 • SUBJECT: S-N.-. ,•-•- -1 11...ru._\ Cf...._\ C..„,„ • • . : __ 1 ,... • . _. —+ ■ —. • . .. _.___ _ i . ___ , ' _ _ • _ — - — . .. _ R • OF-MOUNTED / I ,- - - --- . _ _ ___ _ --------"- U - PORT FRAME,. - I p: e \ RF______________ _ ____ . _ ' _ , ., _. __ 1 s.-••■•■ .-."%.' 1 .7 -- 1=11=I alirm ii . . _ .1. __ .... .. / E.••••-t rl i . • I 111C10 OMNI — II Fl..444•AC.i. 0, M = --...- .t- — _ — _• - _c_ - _cip_f_zAr. ,- i MING /1/ 0.W■W", . _ . __ i — — — — ---.—.--....,..—.— (.1' :. — CF. ' — ---- ----- --- ' _ I 1_ ____ •liviw p I --- ' 13 ' . ' 1144 1 111 ,....: •• s s. . :1: ....,.. ... :I. ... ... .. i 'I' ' 111.11111 I • I: :I: :I' :I: :1:' !I 'I' :I: :I' '1"1 :7=1•:=IN= . ) I :I' :1 i. .i. :v . .e. :I: •Ii"i 1 I • ."" ■ al :;1:::1:::::: • 3 . , I - --.---.--.—,-..- - —. ! II . _ e ._ — ------- - --- - — . 4._____ ..._ . MI 1 W to 4.-a6; • 01 k • - - • 1 1 , a . , , , , 1 1 . . , , , . • F. ___,____ _ _ ______ _ . _ _ . _ _ . .. ._ ._,__.__ . . • T ___ : ._ ,,,.__ -, -..----...- 1 ' .-- -4- _ _. ,___J ----P-.o4-■-- --,--.---.---.- -- — . - ------- .---.- - . - ,___...-,__t_ 7--, T • --- - ...... _ _ , • —____: 7-7. ' I __T .7. 7- 2R.N2_7.__11.S._ei: ___:_ .__:_' 1 2•___Z D . .1C, ZO : i • ' : , ___. _ • . I • . • _ . . 0 . ____ ___ 1 ____ . . i . ,_ _ , - ----- • ' R ,,bL___ •___Rit...7-iA7.-; _ , 1__ - i : • . • • _ ; , , . - , ,-1- - • • - -.- • .,_ _ ____ ____ ___1__ ' — --t- - 7 , ... .. • —_— -- _ . ____ ! 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KCLA 4 *-4 ---- - - — • -'•' • - •- - L - --- • -- • • • • - • • • •-• - . - . . , - — . KCM JOB NO. Zen P BY 4 i alkcIct DATE SHEET NO. • • VisualAnalysis 3.1.c Report June 21• 1999 9:27 AM Project: File: C: \$ DATA \DMP \SPRINTP \KRUSE \W10X30.VAP Engineer: PAYNE Billing: 2550023 Default Units: Feet, Kips, Degrees, 'Fahrenheit, Seconds. Nodal Reactions Node Load Case FR PY NZ K K K -ft N1 d1 +11 0.0000 1.6661 -NA- N2 0.0000 3.3556 -NA- • Nodal Displacements Node Load Case DX DY RZ ft ft deg N1 d1 +11 0.0000 0.0000 - 0.1262 N2 •0.0000 0.0000 0.1427 N3 0.0000 - 0.0108 - 0.0854 • N4 0.0000 - 0.0117 0.0824 N5 0.0000 - 0.0109 0.0921 N6 0.0000 - 0.0012 0.1420 • Member Internal Forces Member Load Case Offset Pm Fy M ft K K K -ft M2 d1+11 0.0000 0.0000 1.6661 0.0000 ° 2.7500 0.0000 1.5833 4.4679 5.5000 0.0000 1.5006 8.7083 M3 0.0000 0.0000 0.9006 8.7083 4.5000 0.0000 0.3602 11.5453 9.0000 0.0000 - 0.1801 11.9506 M 4 0.0000 0.0000 - 0.9901 11.9506 ° 0.2500 0.0000 - 0.9976 11.7021 0.5000 0.0000 - 1.0052 11.4518 M5 0.0000 0.0000 - 2.1052 11.4518 ° 2.2500 0.0000 - 2.1728 6.6390 4.5000 0.0000 - 2.2405 1.6740 M6 0.0000 0:0000 - 3.3405 1.6 • • 0.2500 0.0000 - 3.3480 0.8.??., ° 0.5000 0.0000 - 3.3556 0.0000 • • CUENT: PROJECT: • SUBJECT: C �Pr�"� - �2. -CQ — - - - -'- • , - - - -•— -- -- - - i -- .__ - -- 1fKmi0.roys 60.1e.Mani 11 . 1.14nJ49 210952:171999 - - -- PAYNE 25503x1 ram cps. Danes ago* En& Key OT g K S�aar . — __. 0 800 - I 0 0 . 4 ^ - 2 91300 -0.180 .- ... - -• 0.000 -� 3G u `.:;.S... - �- -- • - 2 7500 0.000 F - --- swiz, r ace? - •91at fin& Kay Coma Wawa. - 12500. 3 2- M) (') ..T ... . ____ - 11100 . 1 0.000 8308 - - -- 10.300 . 2 9000 11951 .- . -- . _ _ 9900 _ - - 3 7530 OAKS ' 91300 1 - Ban Mama z a9at En,* Kay Mat Map. • - - -01311 1 (4) pl) — _ _ • • • -01312 . 1 0.000 -0.011 -0.013 . 2 9.000 -0012 _ -- ---- -0014 , - 9 4830 -01315 - r _ . — D6oboamaty -- -- m+11 ' - • K . 2 • _ _ • _ . - -!�?� - - .•333 - - • . .� - -- • _ate •_ 'll _—_ =_ *al04 Z = -2 41,•j - -- - . ■ -- VlsuelAnelysis (version 3.1 .c) - Model Edd View _ • .... -- Mon Jim 21 10:03:081999 1 6 ---- • PAYNE, 2550023 1 , •- - , Feet, Kips, Degrees - -- J . �i J o o aim M x N3 3 M9 5 MS 2 • • , KCM. BY 6 1 21 95 JOB NO. BY DATE SHEET NO. CLIENT: PROJECT: Spr % ►yr K(' sv= w 01••••-/ • SUBJECT: . . cz A t: Visuanaysis3.1c. Moe ea.110 -di►i1 '• . — — — • . Ya+dw21 100921 1999 - -- - -- PAY11 E25SD027 - -- -. rap. CPIs. Dwells -- - ---- - ---- -- - - — _ .: 020 t End' — — - . -- - ---- -- - -- •- -- 0293 - - 2 9000 0.19 — ; — . -- - - -- 0210 . 2. — — — -- -- 0.1.0 - -- 9m. ray — -- --- 451pt g,� Kay Mat ua'n * - — . seoo - tn) cK- - -- H a.900 . - 1 01)00 2037 — -- . _ t .200 . 2 91)00 WM 9200 - 1 s ; -- I 2000 Baedbg Mamma z ,- -- - ----.- - ______ - i I .Supt Elep Kay Ma Disa. - t -000A -000a 1 01) -0 1 0 ) 0 1)62 �- - -t — -- • ' -0005 2 9.00 -01)06 - -+_ : • - - - - . -0 .OS 9 5.400 -0.08 4 — — .. �_ 008 ^ — — — — -- .. _ . Dbabapoaay i — .._.. - - ---- — — -- ;. _ `_ .-- ._.____._._ —.— _ a_. —.T — —_. - __i—,—_ y - - -._ - _ ; . • - . • — 4 — ., . • — i— t_ - . - M ASONR Y WA REINFORCING -- 44 VER 7 . 1N Gli ROUT EG' CELL L? 2 °/G BELo ) 2 rm 17. FLOOR - 4 is/ VECT. IN Gr MOOTEtV cELt. Q. 48" % A BOVE 2. NP. FLOOZ - �. 4/ 0 4 Notz AS. It't BOND SEAM ?. Tot E�OTZOM, 48" 0/.: R. A- oO . - - -- LDGIErS• ... • __ POV i 7E 2 _ id 4 @ 80-TOM Orr 8" Y {C." L'N L.'S A. OIE A' -1. _ . orerl ( EXTEND r► 1N• 2 _o'' 13EYO•1 r i - - P('oV 117E 4 4 X 2'_0" )c 2'_O" C45Rr4E SARS T-1) nl A R C H A C_ %NC, OF 40E1E. eel NM.) KC tileil @ 01.1, GOQ t - •iEri AtiP %NTEF•.•j c.LL V.) eLL5 6" HMV Uti1.E5S 7 C ►4ERv1 :.t t 'AOT S.D. i KCM BP (I(z1 JOB NO. BY DATE SHEET NO. TETRA TECH/KCM Title : Job # • Dsgnr: Date: Description : Scope: L zv: Sl000t Masonry Lintel Design Page 1 Description KRUSE WAY CMU LINTAL General Information f'm 750.0 psi Clear Span 3.50 ft Rebar Size 4 Fs 24,000.0 psi Lintel Depth 1.33 ft # Bars E/F 1 Em = f'm • 750.00 Thickness 8.00 in Top Clear 4.000 in No Special Inspection End Fixity Pin -Pin Btm Clear 3.000 in Seismic Factor 0.300 Bar Spacing 0.000 in # Bar Sets 1 Wall Wt Mult. 1.000 Load Duration Factor 1.000 Block Type Light Wt Live Loads Included,with Wind/Seismic Applied Loads ` Point Loads.: DL LL Distance 1 #1 1.20 k 1.20 k 1.750 ft Distributed Loads... DL LL Start X End X #1 0.25 k/ft 0.25 k/ft 0.000 ft 3.500 ft Wind Load 0.00 psf Moments & Shears Moment Shear Vertical Loads Actual Allowable Actual Allowable DL Only 1.59 2.64 k -ft 14.49 13.69 psi DL + LL 3.02 2.64 k -ft 26.90 13.69 psi DL + Wind/Seismic + (LL) 2.64 k -ft 13.69 psi Lateral Loads Wind 0.00 0.49 k -ft 0.00 13.69 psi Seismic 0.05 0.49 k -ft 0.96 13.69 psi Equiv. Solid Thick 7.600 in Wall Wt 75.00 psf E 562,500.0 psi n 51.5556 Summary 1 Lintel Overstressed ! Span= 3.50ft, Depth= 1.334ft, Thick= 8.00inLight Weight Block, No Special Inspection Using 1 bar sets of 1- #4 bars spaced 0.000in apart, Ends are Pin -Pin Combined Stress Ratios DL + LL (shear governs) 1.9642 : 1.00 DL + Wind (+ LL) (shear governs) 1.9642 l 1.00 DL + Seismic (+ LL), (shear governs) 2.0341: 1.00 Combined Stress Results... Vertical Lateral Combined DL + LL fb /Fb 1.1456 1.1456 1.00 fv /Fv 1.9642 1.9642 : 1.00 DL + Wind (+ LL) fb /Fb 1.1456 1.1456 : 1.00 fv /Fv 1.9642 1.9642 : 1.00 DL + Seismic (+ LL) fb /Fb 1.1456 0.0947 1.2403 : 1.00 fv /Fv 1.9642 0.0699 2.0341 : 1.00 (c) 1983 -98 ENERCALC e:\ enercalc \temp_ecw.ecw:Calculations KW- 0602418, Ver 5.0.6, 15 -Jul -1998, Win32 TETRA TECH/KCM Title : Job # Dsgnr: Date: Description : Scope : [.vsL000t Masonry Lintel Design Page 2 Description KRUSE WAY CMU LINTAL Design Values Vertical Strength Allowable Stresses As 0.4000 in2 Masonry Fb... k:(np^2 +2np)^.5 -np 0.47 0.33 I'm (.5 if w/o sp insp) 123.75 psi np 0.2079 Steel 24,000.00 psi j= 1 - k/3 0.843 Masonry Fv M:mas=Fb k j b d^2/2 ' LDF 2.64 k -ft f'm^.5 ' (.5 if w/o sp insp) 13.69 psi M :StI = Fs As j d 8.78 k -ft Lateral Strength As 0.20 in2 j = 1 - k/3 0.86 lc(np^2 +2np)^.5 -np 0.16 M:mas =Fb k j b d' 2/2 ' LDF 0.49 k -ft np 0.43 M:Stl = Fs'As'j'd'LDF 1.37 k -ft (c) 1983 -98 ENERCALC e:\ enercalc \temp_ecw.ecw:Calculadons KW- 0602418, Ver 5.0.6, 15 -Jul -1998, Win32 ' 'TETRA TECH/KCM Title : Job # • • Dsgnr: Date: Description : Scope: [ s100 L k 01 Masonry Wall Design Page 1 Description KRUSE WAY CMU WALL General Information ` Wall Height 10.00 ft Seismic Factor 0.0000 Fm 750.0 psi 1 Parapet Height 0.00 ft Calc of Em = fm • 750.00 Fs 24,000.0 psi Duration Factor 1.000 No Special Inspection Thickness 8.0 in Wall Wt Mult. 1.000 Grout l Rebar Only Rebar Size 4 Lightweight Block Rebar Spacing 48 in Equivalent Depth to Rebar 3.810 in @ Center Solid Thickness 4.600 in Loads ` Uniform Load Concentric Axial Load Wind Load 5.000 psf 1 Dead Load 990.000 #/ft Dead Load 1,000.000 #/ft Live Load 1,450.000 #/ft Live Load 1,000.000 #/ft Load Eccentricity 1.000 in Floor Load Floor Load Design Values E 562,500 psi Rebar Are2 0.050 in2 np 0.05638 i 0.90529 n : Es / Em 51.556 Radius of Gyratior 2.535 in k 0.28412 2 / ki 7.77565 Wall Weigh 45.000 psf Moment of Inert 354.810 in4 Max Allow Axial Stress = 0.25 fm (1- (h/140r)A2) ' Spinsp = 83.03 psi Allow Masonry Bending Stress = 0.33 fm ' Spinsp 123.75 psi . Allow Steel Bending Stress : 24,000.00 psi Load Combination & Stress Details Summary 1 1 Axial Bending Stresses Axial Maximum: Compression fb/Fb + fa/Fa Moment Load Steel Masonry p ter. Top of Wall in -# lbs psi psi psi fs/Fs DL + LL 460.0 2,460.0 2,667.3 20.5 44.57 0.7026 DL + LL + Wind 460.0 2,460.0 2,667.3 20.5 44.57 0.7026 DL + LL + Seismic 460.0 2,460.0 2,667.3 20.5 44.57 0.7026 Between Base & Top of Wall DL + LL 230.0 2,685.0 1,333.7 10.3 48.64 0.6688 DL + LL + Wind 997.6 2,685.0 5,784.6 44.5 48.64 0.9456 DL + LL + Seismic 460.0 2,685.0 2,667.3 20.5 48.64 0.7517 Summary I Wall Design OK 10.00ft high wall with 0.00ft parapet, Lt Wt Block w/ 8.00in wall w/ #4 bars at 48.O0ino.c. at center Governing Load Combination is.... Dead + Live + Wind Between Top & Bottom Masonry Bending Stress 44.53 psi Steel Bending Stress 5,784.59 psi Masonry Axial Stress 48.64 psi Combined Stress Ratio 0.9456 < 1.0000 (allowable) .. (c) 1983 -98 ENERCALC e:\ enercalc \temp_ecw.ecw:Calculations KW- 0602418, Ver 5.0.6, 15 -Jul -1998, Win32 TETRA TECH/KCM Title : Job # Dsgnr: Date: Description : Scope : H . sumo Masonry Wall Design Page 2 Description KRUSE WAY CMU WALL Final Load & Moments Wall Weight moment ® Mid Ht 225.00 lbs Wind Moment Mid Ht 750.00 in -# Seismic Moment ® Mid Ht 0.00 in -# Dead Load Moment @ Top of Wall 990.00 in-# Dead Load Moment ® Mid Ht 495.00 in-# Total Dead Load 10.00 lbs Total Uve Load 2,450.00 lbs Uve Load Moment ® Top of Wall 1,450.00 in -# LiveLoad Moment @ Mid Ht 725.00 in -# Maximum Allow Moment for Applied Axial Load = 2,772.30 in-# Maximum Allow Axial Load for Applied Moment = 4,583.49 lbs (c) 1983 -98 ENERCALC e:\ enercalc \temp_ecw.ecw:Calculations KW -0602418, Ver 5.0.6, 15 -Jul -1998, Win32 • • CIJENT: PROJECT: • S • , 4-.∎ ..,:r KP. c: J 4)I SUBJECT: , Z 4,.. _rnv.. 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Door - - - - -- • _ .. A SUPPORT FRAME CONNECTION DETAIL ._ -. . • KCM. B P 6121 19 JOB NO. BY DATE SHEET NO. CUENT: PROJECT: . S. ,r % 0 .T <(L&5L wa y SUBJECT: -r I _—_--- ._._..----- •------------- - -- -•- - --- -- -- -- _.--- • ---i -- -•- -- - - -- - -- - - — VisualAnalysis (version 3.1.c) - Model Edit View - — SPRINT IOS FMA KRUSE WAY SITE, Mon Jun 21 14:17:05 1999 - .— PAYNE, 2960006 - - -- LAT - _ Feet, Kips, Degrees Y .12.SKI pc �. N 1 X is4 - -- ► - - 1 — - • 4_-__T eW- 10 . _ —_ _ Aril ) --t •71.1 1,..i. V ___ 0 - ' '. - - -- - i i V • • Z SCO — K Q .� _I -_ :__ - - - - 2 -- -. , T. - - :- 4•�54� 1 - 2. . - - -- i;i_ o" _ as p • - = � • ' X 3c. _ _ _ -- - - - _ - £GKyV - • - . _ -- . . - - let - - , -i - _ KCM �cn BY (o\21`95 JOB NO. BY DATE SHEET NO. CUENT: PROJECT: ,AA'' 4 SUBJECT: 1, este_AL.,...- - - - - - - - 1 - - 1 . _-- 1 I ■ 4 4 ck-L)_ - - -,_ 6 -7.. 4, -- - - - - --- - • - — . --- . — - - F - _ TV\ c- = _\2 x_ - - -- - 3, 9c, x - . r ,_ ._ -_-_-.__. JG� , 1 p • SU_CoE..T w - Iro<�G -- )ow74- T�-�r _ — -- _._:_.._... _ _ ___ - ._ . __ -- -It `( -• - -,.. _. -e, t.,› _ .h��.__,......._∎,\__ . _cxc._:. - - ! - -- - - -= - _ B Sc.. `4._ s ��A2 l�a•,.j __0 "1__: a6�.c±o -- _ ____: _ . _ ___ — -tS • f°i K _ - - - / q - !4!V�C.� -tc1Z _. lc3o �ezp2� I-F1T rCT kS� VL 14.CHS - _ - p. 2_7 J C7. IJS - - - -- - -- -- - - -- i -_ - _... * j --- - - --- - - 1 - -- - - •- - _ KCM S� BY 11211 i JOB NO. BY DATE SHEET NO. • CUENT: PROJECT: Kas 6 t..)1.4---/ SUBJECT: - _ N15 rti-td_k_ t" i ALL ._ __. _ _ _ . _ ._ _ _ ___ ..._ __. _ .. _ _ _ _ _ __ . . __ - : ',.;,_,; , .•, ,71, I ..,-,;.. 1 r. ',. I [ ':', , ,D°: I 0 ; (iT, [7.,,, „-= , - F.f. 1 - ' - - :'-...' '.1. i `-... ' - '_1 r-- 1... 1 .. .1-11: ; L -" - ' 1- '"-- . I. "''' r ',.._ -.= 'i t - . -`,.. ' '','-• ; '';.;- r I ,,1';-•-f e: ' _- y 1-- ---, , • tr: l' 7 r1 V - 11 - ,..:- , 1 1:2, , - ..: : - ,. - -- .....-.: - - .,.....:-......_..........n.............,.-.ar:..r...,...: 1 .1.0, e., , .....1.1....._ .2 - _ --- - - -- VisuellUlalysis (version 3.1.c) - Model Ed d View - - Thu Jun 2414:54:21 1999 PAYNE, 2550023 c11+11 , • -- - Feet, Kips, Degrees 8 8 8 8 ,L, . -.... ._. :... L., GM 0 CI UN 0 0 0 0 1 X X X X a a a a % ILL ilitililit 111 1 ,1 I,LLI 1 . 1, ,t i 6 . — -- - ---- - •- - - -- . -...- - ' ---} — - — - i i 11:11512=11F 111111 4EMIT '4 t 9". C . V ' ' ' • 44'k --:-.- .-.--:-.-:.- -L----11' - — _ - - • — - 7' 1 - - . - - - -- ‘... i -- -- - — _ rti‘ T" V•cOf 14 . !_o_0_0..t__ _ , _ ... . _ . _ __ ,_ _ -_--_- - - _ _ _ - z..:c -- ..... Po•-.. - 17-- k - L OLD C, „... . ___ ._ _ -... 1 . ., ...."--• - .. - P_Is - _ _ • _ _ _ _ . . _ . __ _ . _ . _ _ ____ __ _.. _ . - • . _ _. ____ . . _ - - • . _ . 1 v i. 4 + 4 ■ - 2- -- • ka C.7"\- S z*.• 9:12-- • III .0 .et • .. . _ _ . _ _ _ ___ . • • _ • __ ___.•_ _ __ _ _ _.____la_g _ .. _._ - __ • ----- __. •-- . to .„. -... . _ _ _ . _ _. _ I -- 2_0.::),..2 I _ __ ........ 7 Q50.2.. • -. eks*-4 I '"/ ,ZZ . _ _ _ . — •- • *.s o< . • _ • - • KCM. JOB NO. I) i'vk P BY 17- li j DATE SHEET NO. F A/ (0 47 75 514) 5 Si-- JULY 1, 1999 STRUCTURAL CALCULATIONS FOR THE EQUIPMENT TO BE PLACED AT THE TIMES SQUARE SITE TIGARD, OREGON CALCULATIONS FOR: PAGENET PAGING NETWORK OF OREGON, INC. 500 N.E. MULTNOMAH, SUITE 400 PORTLAND, OR 97232 PREPARED BY: DAVID EVANS AND ASSOCIATES, INC. CONSULTING ENGINEERS 2828 SW CORBETT AVE. PORTLAND, OR 97201 (503)- 223 -6663 � PROFt � l�Q9 � . GENE JOB #PAGE0027 � �' 4� ,63 � ts , OREGON ek O FpT 1400 A. �A 6 -Pt Project: PAGE0027 TIMES SQUARE //- ` Descrip: SAT DISH LATERAL ANALYSIS: * *WIND GOVERNS ** WIND: p= C I Exposure = C q9s Wind speed = 80 mph Occupancy group = 4 see below 1997 UBC C = 1.4 Table 16 -H - Minor Structures COMBINED HEIGHT, EXPOSURE AND GUST FACTOR Wind stagnation pressure (q at standard I H I EXPOSURE D I EXPOSURE C I EXPOSURE B height of 33 feet (UBC TABLE 16 -F) 0 -15 1.39 1.06 0.62 (extrapolated for 135 mph) 20 1.45 1.13 0.67 I Wind speed (mph)! Pressen qs (psf) I 25 1.50 1.19 0.72 70 12.6 30 1.54 1.23 0.76 80 16.4 40 1.62 1.31 0.84 90 20.8 60 1.73 1.43 0.95 100 25.6 80 1.81 1.53 1.04 110 31 100 1.88 1.61 1.13 120 36.9 120 1.93 1.67 1.20 130 43.3 160 2.02 1.79 1.31 135 46.8 200 2.10 1.87 1.42 300 2.23 2.05 1.63 400 2.34 2.19 1.80 EQUIVALENT C 1.4300 Wind stagnation pressure, q = 16.4 psf Occupancy requirements (UBC TABLE 16 -K) SEISMIC WIND 1 Essential facilities 1.25 1.15 2 hazardous facilities 1.25 1.15 3 Special occupancy structures 1.00 1.00 4 Standard occupancy structures 1.00 1.00 Importance factor, I = 1 Per Owner (From (UBC TABLE 16 -K)) P= 32.83 psf D= 1.4 DRAG COEFFICIENT PER MANUFACTURER F =DPA A = 14.77 sq. ft I F = 678.92 pounds I Sat - wind.xls SAT DISH HAW 7/1/99 2:54 PM �gUUU JN. P.4 DAVID EVANS AND ASSOCIATES, INC. BY /4/ . DATE 77// JOB DESCRIPTION 1 P.--1 S Q I A-0 e- SHEET OF SHEETS CALCULATIONS FOR . PPor r st- 5 4. ^-a-s., '0 i S /-" CHECKED BY 774-44z_ DATE 'I/J`" /4 J =c = (641 V ') - ; (s k e t_n iC vJo L 7 C/l "!, A� A-?PL y N. Fon ces 47 t S )A// 01: - 20' - ey 0 sf 2 2. i-4._ 1), P it' A % W � 4/, � II a S� S; co j 5 _._. Goy /k G Q 25 1 i2 '� ?S � / /?- s 0 -3 -Z' / 1-,--/-t— - '-i--.J.,' .-- aa, a -/LI • PV/1726 Project: By: /1/4i,. Date: `7/ /7o, Checked: 'P4,-'L Date: 7 //,` 5 Page: - 3 7- Description: TIMES SQUARE - PAGE0027 SUPPORT OF SATELLITE DISH 2x12 ROOF JOISTS Units: English Properties - X = feet, E = ksi, I = in X = 0; E = 1600; I = 177.9875; /2x12 NO. 2 DOUG FIR X = 20; E = 1600; I = 177.9875; /2x12 NO. 2 DOUG FIR Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; /PIN X = 20; Disp = 0; /PIN Springs - X = feet, VSpring = kip /inch, RSpring = kip in /rad Point Loads - X = feet, PLoad = kips, Moment = kip ft X = 7.5; PLoad = .145; /UPLIFT APPLIED OVER 5 JOISTS X = 12.5; PLoad = -.145; /DOWNWARD APPLIED OVER 5 JOISTS Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip /ft XStart = 0; XEnd = 20; UStart = -.030; UEnd = -.030; /DL: 15 PSF; 24" TRIB; 30 PLF XStart = 0; XEnd = 20; UStart = -.030; UEnd = -.030; /DL: 15 PSF; 24" TRIB; 30 PLF XStart = 0; XEnd = 20; UStart = -.025; UEnd = -.025; /SNOW: 12.5 PSF; 24" TRIB; 25 PLF XStart = 0; XEnd = 20; UStart = -.025; UEnd = -.025; /SNOW: 12.5 PSF; 24" TRIB; 25 PLF • c-G z3 -, v - V - ► ' - - 0/A-Y - 0.4a,/-/ C _ �C- /ocds �, 5; Qom_ S = 55 , 3 Sfgl., = s2. I 2(/ (,,5 ' , � L � WinBeam 3.20 - Registered to Howard Wells Pia? Project: By: 4 7 Date: 7, , 97 Checked: 17/41. /L Date: 777,17 Page: 4/ Reactions - kips, kip ft T I x T T 0.513750 0.586250 Shear - kips .0.513750 - 0.5862 • Moment - kip ft 857500 Rotation - radians 108984 -0. Deflection - inches I IOWWW. -.. •63 WinBeam 3.20 - Registered to Howard Wells Gvii Beam Project: By: `4J Date: 77� Checked: p474 Date: 7/,/ , Page: 5 7-- Anal Data: Beam Length = 20. feet Number of Nodes = 201 Number of Elements = 200 Number of Degrees of Freedom = 402 Reactions: X Vert Rot feet kips kip ft 0 0.513750 20.000 0.586250 Equilibrium: Force Reaction Diff Vert -1.100 1.100 0.000 kips Rot 11.725 - 11.725 -0.000 kip ft Min & Max values: Min Shear = - 0.586250 kips at 20.000 feet Max Shear = 0.513750 kips at 0 feet Min Moment =- 2.484e -013 kip ft at 20.000 feet Max Moment = 2.858 kip ft at 12.000 feet Min Rotation = - 0.009557 radians at 20.000 feet Max Rotation = 0 radians at 0 feet Min Deflection = - 0.695963 in at 10.300 feet Max Deflection = 0 in at 0 feet • WinHeam 3.20 - Registered to Howard Wells Project: PAGE0027 TIMES SQUARE ' Descrip: ANTENNA (-7.- LATERAL ANALYSIS: * *WIND GOVERNS ** WIND: P = C Exposure = C Wind speed = 80 mph Occupancy group = 4 see below 1997 UBC C = 1.4 Table 16 -H - Minor Structures COMBINED HEIGHT, EXPOSURE AND GUST FACTOR Ce Wind stagnation pressure (q at standard I H I EXPOSURE D I EXPOSURE C I EXPOSURE B I height of 33 feet (UBC TABLE 16 -F) 0 -15 1.39 ' 1.06 0.62 20 1.45 1.13 0.67 'Wind speed (mph(' weuure v. (psf) I 25 1.50 1.19 0.72 70 12.6 30 1.54 1.23 0.76 80 16.4 40 1.62 1.31 0.84 90 20.8 60 1.73 1.43 0.95 100 25.6 80 1.81 1.53 1.04 110 31 100 1.88 1.61 1.13 120 36.9 120 1.93 1.67 1.20 130 43.3 160 2.02 1.79 1.31 200 2.10 1.87 1.42 300 2.23 2.05 1.63 400 2.34 2.19 1.80 EQUIVALENT C 1.4300 Wind stagnation pressure, q = 16.4 psf Occupancy requirements (UBC TABLE 16 -K) SEISMIC WIND 1 Essential facilities 1.25 1.15 2 hazardous facilities 1.25 1.15 3 Special occupancy structures 1.00 1.00 4 Standard occupancy structures 1.00 1.00 Importance factor, I = 1 Per Owner (From (UBC TABLE 16 -K)) P= 32.83 psf D= 0.667 2/3 REDUCTION FOR CYLINDRICAL OBJECTS UBC TABLE 16 -H, FOOTNOTE 8 F =DPA A = 3.25 sq. ft (13'x3 ") I F = 71.17 pounds I • ant - WIND.XLS Page 1 � gUUU JN. ?/ inti 7_ ? - DAVID EVANS AND ASSOCIATES, INC. BY / 4/4'0 DATE ~ 7- x / - 9 77 JOB DESCRIPTION � vy ES StZ� 4- SHEET OF T SHEETS CALCULATIONS FOR kjl/Te `VI A ir CHECKED BY -1-/1... DATE 7/ /' \ ES s Ovioocz c) 6962' IY, g 0 4-2 ,, (3) C ad1 <S 4- 7 -mac - rt.,) e Oa) a) re, T -L. S LC� -f e - si Z 2 . 9 Ors y i 12 Antenna Mounting Components Low Profile Wall Mount Tripod Mounts 0 The design of the Low Profile Wall Mount allows wireless antennas to be These hot -dip galvanized steel Tripod Mounts feature a standard 4 -9/2" mounted to a building wall while remaining virtually transparent from OD mounting pipe to provide a permanent means of support for anten- ground level. Adjustable pipe clamps included with each mount will ac- nas. The Tripod Mount can accommodate wireless omni and directional commodate pipe up to 2 -3/8" OD making this design an ideal solution antennas, antenna frames, and 4' and 6' microwave antennas. A choice for securing i" GPS Antenna mounting pipes. 2 -3/8" OD plain end pipe is of pipe lengths from 6' to 12' are available to match antenna mounting purchased separately to accommodate specific antenna requirements (see requirements. All assembly hardware is included with each Tripod Mount. page i8). Each wall mount is manufactured from galvanized steel and Hardware required to anchor the Tripod Mounts is shown below, and includes all pipe mount hardware. Two wall mounts are recommended should be purchased separately to accomodate specific application re- when securing panel antennas over 48" in length. Wall attachment hard- quirements. ware to accommodate different wall types must be purchased separately. ,. - .. _ f J2 , • ' S " • I ,- .? Part # Description Kit Qty. Price WL 4 illUgpo alvanized Tripod Mount. Each 235.00 147.0 4-1/2" OD x 6' Part # Description Kit Qty. Price WI MT -418 Galvanized Tripod Mount, Each 245.00 165.0 MT -249 Low Profile Wall Mount Each 45.00 5.2 4-1/2" OD x 8' 1 F.O.B.: OR, MD MT -419 Galvanized Tripod Mount. Each 295.00 20 / 4 -1/2" OD x 10' MT -420 Galvanized Tripod Mount, Each 340.00 227.0 Corner Wall Mounts 4-1/2" OD x 12' The hot -dip galvanized steel Corner Wall Mounts are designed to mount F.O.B.: OR, MD wireless or microwave antennas to the corners of buildings or pent- houses. Two versions of the Corner Wall Mount are available. A model Hardware Kits with a 4 -1/2" OD support pipe is offered to accommodate microwave antennas, while a version with a 2 -3/8" OD pipe accepts omni or direc- for Tripod Mounts tional wireless antennas. Hardware for attachment to solid or hollow These Hardware Kits allow galvanized Tripod Mounts to be installed on walls must be ordered separately. roof -tops or other surfaces. The Anchor Bolt Set provides a means of anchoring Tripods in non - penetrating installations while the Thru -Bolt Set facilitates the anchoring of Tripods where roof penetration is accept- , able. W O VD a 0 A lst.. MT-42 2 MT-421 Part # Description Kit Qty. Price Wt. Part # Description Kit Qty. Price WL . MT- F9t151 Corner Wall Mount, 4.1/2' OD x 6o' Each 300.00 145.0 MT -421 Anchor Bolt Set Each 80.00 4.8 MT- F91149 Corner Wall Mount. 4 -1/2' OD x too' Each 340.00 182.0 for Galvanized Tripod Mounts 1 MT- F91156 Corner Wall Mount, 2-3/8' OD x 6o' Each 280.00 1 35.3 MT -422 Thru -Bolt Set Each 75.00 8 1 MT- F91155 Corner Wall Mount, 2 -3/8' OD x too' Each 300.00 138.0 for Galvanized Tripod Mounts �. F.O.B.: OR, MD F.O.B.: OR, MD 1- 88 MTS -BLOX MicrowaveTowerServiced c. fax 1- 503 - 393 -3968 email: .sales@mtsl.com V ;,- � wireless Components Division http: / /www.mtsl.com /g 1 4-fie l L-T a c•S.�l / `_S sLe� � 1 rT6 ' ^ l A--/YT i.iA- 1 /Vv T 7 j)/5 f/. �., 1m.1 Ip pT b . vG1 J.1L � � TABLE 7 _ Lou nor. •.•... 6 . =T. I OAO i TO �1to1 v A.M... cw „S �> 6 a �,ta. r 04TE 41,14,0,43:1 BloOt5 r4046313/ An7OMA STSIELI UPS• /SO. FT. 1 ] M V� A ra.c I I I Soso 4.444. 13.C.V 4 I A WIND SPEED " F. I >o FT. 160 Fr - ER ED ie I THRU 16 661 3w4 • ROT a C. 107 I 97 I es C 11111 ( r a 24 I THRU 24 es3 "' • e2 76 I 70 30 I THRU 30 1045 54.3 B 116 I 107 1 96 - 4,9 � woomNEAO ENG1NEOnNG COMPANY • - C 91 I 64 I 7e 36 t T31RU ]8 1237 64.3 B 129 I 116 1 10• Elan '! �/ -�/ '..,•- . C 99 r 91 I 65 ��- ,,' • 42 t THRU 4 2 1429 I 74.3 e - I 125 I 112 TO SERE 6 E AGAT �� MIT r1 1ora1owA0WN0C♦ . 'N: :: - .-3 C :06 I 98 I 91 SWING. SWING. ATTACH THREE CA8lE5 • a WC. - /$ - 9 1 ' ^ STAIR AS 910911 TO FT= 08-ECTS .8 I THRU 48 1621 I 54.3 .9 1 133 I 119 CAPABLE aF SUPPORTING 650 Las g 173 I 105 I 97 CABLE MUST 9E 1 /6' 014 MN STANUSS • •'BRIO.. ! A C 2 • 54 I t !MU 54 1805 I 919 8 I - t - I 126 OR WLVANIZ�S SIE�L. 7 • 7 OR 7 • 19, G F- C 1 :19 ! :t1 102 1200 U3 MN BREWING STRENGTH. . WIND SPEED Scuo �r r••+` 2i e CCNCRE Z } UN l E l � . r D 8172.1 ROOF amLr -LAP ROOF soar -LAP SOOF I c ,� 46 Q TAR A ROIX MOO iFIE BIIVY N7PALON at D]PU (PER NOTE cc 6) k FTaCION COFFFICDIT: .60 FRICTION COfFFI1701T: .45 FRICTION CO U R OEIIT: .31 .x w/FOAM PAO w/FOAM PAD w/FOAM PAO •' ; . 30 FT. , 60 Ft IS 107AL wF301T (wa) 1111OI SPEED DON) .r a AB`i aw i °Q � ( rnw w I water 94937 04'.0 3 - . 6.., ..._ • ^u�,.°,� m ml7a v ANTENNA s m Dame v AR70aA m CENTER of An7t)MIA Q � .- '6 K v I WCa110N I ? BN.AST 4 WS lD i :s . , • 1.4..u..7. ..2 . 1.41 B6 NA19IR ANTENNA 511TEL 1133d513 FT' C 13 FT, FT. . 30 rr. 60 R. II /T. , 30 FT. . 60 FT .. • • • B B I 109 I 96 I 58 30 1 T11RU 30 I 1045 I Sa.] C 83 1 77 I 100 1 90 I 81 75 I 66 I 61 ,;.6.ir.•1•;• os.. & • •'itui'i GLOC I 72 1 76 I 71 1 66 58 1 5 I 50 .. :.... - ; r . • - ' ..:.: , f K5 ARE .i20.J8: • STACIE7: In I 109 1 98 1 107 I 96 I 86 37 7 70 5 J � � -� . 36 1 THRU ]6I 1237 64.3 B' I I ,.• . C 93 I d6 I 80 I 02 1 76 I 10 67 1 6Z 1 3J I 42 1 I . THRU 42 I 1429 74.3 C I 1bt I 94 I 87 '.10.71..7 .faii:46•• {i6ise.a / B 132 I 120 I 107 113 102 t' 1 G 1 " / I I D 2 I 74 74 . ',..[ .. . . t % •' • •( m) ...OJ.� I 8 0 I 74 74 69 1 64 I : ° 4 i , „7¢... .- 53,: / B - 129 I :15 I 1 1 9 I 108 1 96 107 I 96 26 .. - , • � (3) N10J.-- 46 1 1HRU 481 1821 I 84.3 I I I .. C 109 101 1 94 I 91 1 a 1 78 I 82 I 76 1 70 I . rzm y ; . ... . . q : . ..... -30. S4 1 THRU 1 te06 I 919 I C B I - 15 I 136 1 :22 1 131 I 118 I 105 173 I 104 1 93 a 1 I 107 1 99 I 100 I 93 1 86 98 I 82 1 76 47.98 N01E5 23' 1 - „...,E4..., AND MOUNT SURVIVAL 'ITNO VELOCTY IS 125 MPH. I I \ , M � I P C L. _ ___ ,4 et Li - 51. 2 - SE ECT BALLAST FROM TABLE 1 OR 2 BASED ON 'RIND 71ELOa1Y & HCCNT ABOVE GROUND I MEOI A 4s fi i 65.40 / 1 3 - BALLAST CONSISTS OF r 6 16 • 4' NOMINAL CONCRETE CAP BLOCKS W aIT ' ii I I '1 . � \ OF 32. IBS EACH PLUS 85 LBS FOR levy' levy' OF ANTENNA AND MOUNT ' .. / i 37.12 \ 4 - BALLAST CALCJLATED O MEET UNIFORM BUILDING CODE XPOSURE B OR \ I i (SEE TABLES) AND 1.5 STABILITY. 91.16 5 - TABLE 1 BALLAST BASED ON OVERTURNING REQUIREMENTS 'mill 1.5 STABIUTY. TO INSURE - 7 AGAINST SLIDING TETHER AS 910w 1 N DETAIL �- 52.62 I ` 1.71 \ farm w/OUT 3L00(5 FOAM PAO 6 - IT IS RECOMMENOED THAT A 3/8' c AMAR FOAM PAO (PART NUMBER PPM - 53X53) BE ATTACHED 104.78 I PER NOTE 6. TO THE BOTTOM OF THE BASE FRAME *TN 3M SUPER 77 SPRAY ADHESIVE THE FOAM PAD MLL PROVIDE THE COEFFICIENT OF FRICTION CASE FRICTION AND PROTECT THE ROOF FROM PUNCTURE miss Omarmstt 9PEO D IMAM RV ' DATE 1/ 22/94 1 . 2 1E NO WINO STEED IN TABLE 2 BASc�. ON ?MST CARICTION COEFFlCFNT AND 1.5 9.IOINC 1 ANO OVFRNRNNC STABILITY. DO N ARE w M INES APO PI - NOT OR 1 10E .16oatss OF aEOtID BY ' >RNOORJ11691E5 ROOF MOUNT SYSTEM D 7 - CLEAR ROOF OF ALL 0E3F3S. GRAVEL OR OTHER LOOSE MATERIALS. ss s floc: BALLAST fy....4-•- 3- 9- 94- BALLAST REQUIRE If NTS m ac: ANaa1: APPROVED q B - MOUNT IS FABRICATED STEEL AND ANTENNA IS SIX (FIBERGLASS) MATERIAL M4t17aw Z`^'� 3' MODEL 5: 6922. 04691200 0 6523 W /6022 a 6031 s 'ROOF STRUCTURE MUST BE SUFFICEIT 10 SUPPORT WIGHT SHOWN IN TABLE. Coosa sOZ m1c NO. 1REAIMaT: 10 - LNSTAUAnaN M057 COMPLY '7TH LATEST REVISION OF /8000350 INSTRUCTION SATELLat RcCEPnoN Eoulv..c/7 P0: C 8070004 -00 AND ASSEMBLY MANUAL ..- rum.: I SMITHFIELD. NC 27577 'soul: 404E 154c T 1 OF I