Loading...
Plans CI 6969 SW Hampton Street CLIENT. FS.L ,-- )I-- ?01lA S PAGE / Portland, Oregon 97223 Z [p . ; F 5 03 644 9770 PROJECT IJA,..Ir S C Qo St /. S tGo Fwt�r.at� I I 503 644 7 005 , F RO ELCH ' PROJECT _ 745 NW Mt Washington Drive v P 2 c.) c� 1 70 Suite 40 4 NUMBER. (2/ -role CO B Oregon 97701 2 1 / �K� 5 'ENGINEERS F A X 541 1847 696 DATE 2 - nne*t - Zoo �j o O SV �' Q :' . . www.froelich- engineers corn a BY. ,,, S 3R-1C.IL 13y Dn'£+ asib -/ I I �..►2rk Z14 =( u Z. ul ( 3eoo Psi COJ(_�r -) II I S r c o 14 In II, k, 6 0 O 0 e e O n e n i„ S. r I I P, 6, ,,,, The till =_ I., c.1k — / 5,_,„ C `EE X -$eCTIo/J l 'iS (: IO" OC. CA w 1 per4IL_ / • 3 "CA - The, Fr VA-'11 or-) epostr. / / 13e � I,ay w t3 or+4aS 44 l - 1 �,,.f n¢,F_r. J Vl 0T}4.25 ■ 4 _� (Z) ° 5 . tl rb i( .v' ea . eV/11014 w se' Ird 6� - * Vedve ( Rerbare rew itiva e '10?Ill=11l lit 41A= 1)lcIl1 {u _ „2 I1- e.¢19.-14` (P* E3e#- a 1.e9�SOl,se fl' Ih� 1,1 �1 1 �1U= = 111 : AI Ilt a- IV I" :ill :- I" s ■It v I„ — o, III G ii ?. 1 11 % / I — = 2 III Z 01 111 (11 II I! ,, - --- -- " - I = I '3 , c.uP (-1--,p,) /- / , .I,r n, - Ill E'ii _ A, a 1 , 1 IY / 311 c.42 ( rye,) ,i 6,--no....- P I I E r City of Tigard Le... - - . 1 1rived Plans By L _, Date 6830 IC LL .� of um 1 1 L :_� �_ MORTGAGE, L.L.C. - � - L - I 4i _ r :_L �. - 1 I � i I 1 l_ - - 1— '1 SPACE AVAILABLE , 3 1. T T j -1r : _ 1 .' SPACE A VAILABLE � �' r S -,.1.._, �I _ I L t L A ei 'f =_ .1 :L I 1_ 1. I _I_ — ' 1 _ _L 1:_ ...1, 1 ' p I. ?t f 1 >1 P I i i • SIDE VIEW DOUBLE -FACED ILLUMINATED MONUMENT SIGN: CONFIRM DEPTHS PLEX -FACED CABINET WITH INDIVIDUAL PANELS AND DIVIDER BARS. METAL CAP SECTION WITH NON - ILLUMINATED ADDRESS NUMBERS. VINYL GRAPHICS APPLIED TO FACES - CONFIRM COLORS ETC. ALL BRICK WORK BY OTHERS. ' DATE SCALE DESIGN NO. APPRVD. W GARRETT SIGN PRUDENTIAL cjv TIGARD 02/07/07 +12"x1'-0 PRUDtlgrdMON1 ,; ,'• •' ,• ` 611 HAHNEV STREET VANCOUVER. WA 96960 ip 15 (3601693-9081 • (BOO) 994.1191- FAX (3E10)69346948 THIS ORIGINAL ARTWORK IS THE PROPERTY OF GARRETT S CO. BY ACCEPTING THIS COPY YOU AGREE TO PAY ALL f w w w . a A R R E T T S 1 B N . C O lu COSTS OF ITS DEVELOPMENT IF USED FOR PURPOSES OTHER THAN THE CONSTRUCTION OF A SIGN BY GARRETT SIGN Ca 1 I P J 4 ° 4 OuP2007-oo 170 STRUCTURAL CALCULATIONS HAINES CROSSING SIGN FOOTING TIGARD, OR FOR ESLINGER BUILDERS, INC. aUCTUti• ��t0 PROre `c , .7/ / 4 9 S W 154 � 2 c'• " 0 GON T4 25 E ' ZD EXPIRES: /2-7'31/07_ l MARCH 20, 2007 Jos NUMBER: 07 -T078 • E© FROELIC CONSULTING ENGINEERS IN r LIMITATIONS ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND / OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. MAIN OFFICE CENTRAL OREGO N 6969 SW Hampton Street 231 Scalehouse Loop, Suite 101 • Tigard, Oregon 97223 Bend, Oregon 97702 503.624- 7005/503.624 -9770 FAX 541.383- 1828/541.383 -7696 FAX 6969 SW Hampton Street CLIENT: PAGE / ■ Portland, Oregon 97223 �� FAX 503.624.9770 PROJECT: 503.644.700 FROE PROJECT: 745 NW Mt. Washington Drive CONSULTING Suite 4 r NUMBER: Bend, Oregon 97701 FAX 541.383.7696 DATE: ENGINEERS INC 541.383.1828 owvw.froelich- engineers.com U BY: SGoPr OF V>oC' Fc.G Fins rn Gat -ct, g 79:IZ <Hv tilsr To rile FpOTrN(1 Fo g A- ?2o Pel (i., /IAA 1 a^+Ry 5i(i.! (vir14 C, 4-aT> "ia 6- ,20u ,sJ7 D&A2, �!� }fER:3t DU 2 .rur_. .., FC— 2!II .vur ( ..Uls0) Z T4tcL o f F_iUTIf2E ('ee .1 E`7 Src,N (e, - BOIL6Ivuo ?EC 2v+-1 oSC. Cv U !r WI t> 00/0P0 MC Poly (f A, S ri 6■51 = D R - i• c. �Iao0 (P.S%u "rya /Sup P.P • P 1.,:. 6969 SW Hampton Street CLIENT: F5t,,,. -, t- > ' 3�k> " -,c -' • '- ?- i• Portland, Oregon 97223 PAGE / 2 FAX 503.624.9770 PROJECT: 1.I14-1,.)r S C •; u551..-iio-. 516--) Pwnr-A -t FR OELICI �� 503.624.7005 PROJECT: El 745 NW Mt. Washington Drive 'f Bend, Oregon NUMBER: -Tole Bend, Oregon 97701 FAX 541.383.7696 .,nom - Zou ENGINEERSINC' 541.383.1828 DATE: 2 - • : •= +' <'' www.froelich- engineers.com o BY: m s, 1 3g.1c,tL ey or•+6 Ei IIt- In = IC I I I I I I l X(11 : II% S 11. - : - ._Ti -_ ,q� N� = z. )11 = Iq OF S � _ ( 3000 Ps' Co...tmF.v ) II, i Y — �9 1„ 0. II, III b e e o o e o o n " Ill = l 1.21 =III Go rip i - . VI -0n i \ SE' X -SQcnoo \ \---14. I'*S L� Ib�' OC- CA w A 17�41t� J --/ 5 " c..—e ^ P. j 1. E JA.m or..., /Z" / � / Be.......:. l-o -j 3 1 ori�r S I .0 -- III = lll lll I 1:, , • rI• 4 ..= 1,i =1a= - - {11= Inc0E71't `111= = III 1V - 1" —A1 1 2111 -111 2.■.. ?.t,Ir P", I I "oI,I I., G "I<.. . IN III c Z I!1 III °p T = Q to" oL 1 7R 1./Jr4 `I It I i '� III .... . .. _ - .ems . 3 cce (TIP,) / t I;;` =_ I _ II, E ■II - AI c Ii' / 3 0 „ / � "---,- 3 "c.u2 ( rIP•) X _$C t-T1oti 6969 SW Hampton Str CLIENT: PAGE / 3 ■ - Portland, Oregon 97223 eet FAX 503.624.9770 PROJECT: 503.624.7005 I OEI IIH PROJECT: v 745 NW Mt. Washington Drive lo, CONSULTING,: Bend, Oregon 97701 NUMBER: FAX 541.383.7696 DATE: ENGINEERS'INC.• 541.383.1828 vv vvv.froelich- engineers.com s BY: SE.ISMit- 'EP tc(( (10) +(S)4 = 13.. ( i ) = ISlio j1t,0 y = ( . 5 1 ) ( ) ( ) . = (i 3o 4= 0 o MP f:KPoS v nr,. 7 = C. s I = (fs�)(.(.4)( /G.t _ /J.3 psr .)( "I )( (T . i PSf ) _ 7SD ∎- rreaL..c. �7 ( / r rn Brie = kis) 1 I b ( e c ,.. per IS3 PSF • • Title : Job # L I • Dsgnr: Date: 2:28PM, 16 MAR 07 Description : .. Scope : Rev: 580002 User: KW- 0602304. Ver5.8.0, 1- Nov -2006 General Footing Analysis & Design Page 1 7 (c)1983 -2006 ENERCALC Engineering Software ot.ecw:Calculations Description General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 I Allowable Soil Bearing 1,500.0 psf Dimensions... Short Term Increase 1.000 Width along X -X Axis 3.000 ft • Seismic Zone 4 Length along Y -Y Axis 8.000 ft Biaxial Applied Loads Footing Thickness 14.00 in Live & Short Term Combined Col Dim. Along X -X Axis 12.00 in fc 2,500.0 psi Col Dim. Along Y -Y Axis 84.00 in Fy 60,000.0 psi Base Pedestal Height 4.000 in Concrete Weight 150.00 pcf Min Steel % 0.0025 Overburden Weight 0.00 psf Rebar Center To Edge Distance 3.00 in Loads Applied Vertical Load... Dead Load 2.000 k ...ecc along X -X Axis 0.000 in Live Load k ...ecc along Y -Y Axis 0.000 in Short Term Load k Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures © left & right) (pressures @ top & bot) Dead Load k -ft k -ft Live Load k -ft k -ft Short Term 2.630 k -ft k -ft Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k k Short Term k k f Summary I Footing Design OK 3.00ft x 8.00ft Footing, 14.0in Thick, w/ Column Support 12.00 x 84.00in x 4.0in high 3.00ft x 8.00ft Footing, 14.0in Thick, w/ Column Suppo DL +LL DL +LL +ST Actual Allowable Max Soil Pressure 272.9 492.1 psf Max Mu 0.174 k -ft per ft Allowable 1,500.0 1,500.0 psf Required Steel Area 0.330 in2 per ft "X' Ecc, of Resultant 0.000 in 4.818 in "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn * Phi 1-Way 0.198 85.000 psi X -X Min. Stability Ratio No Overturning 1.500 :1 2 -Wa 0.387 109.286 psi • Y -Y Min. Stability Ratio 3.736 Footing Design . .. Shear Forces ACI C -1 ACI C -2 ACI C -3 Vn * Phi Two -Way Shear 0.03 psi 0.39 psi 0.25 psi 109.29 psi One -Way Shears... Vu @ Left 0.05 psi 0.20 psi 0.13 psi 85.00 psi Vu @ Right 0.05 psi -0.12 psi -0.07 psi 85.00 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 85.00 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 85.00 psi Moments ACI C -1 ACI C -2 ACI C -3 Ru / Phi As Req'd Mu @ Left 0.07 k -ft -0.06 k -ft -0.04 k -ft 0.6 psi 0.33 in2 per ft Mu © Right 0.07 k -ft 0.17 k -ft 0.11 k -ft 1.6 psi 0.33 in2 per ft Mu @ Top 0.02 k -ft 0.01 k -ft 0.01 k -ft 0.1 psi 0.33 in2 per ft Mu @ Bottom 0.02 k -ft 0.01 k -ft 0.01 k -ft 0.1 psi 0.33 in2 per ft Title : Job # 5 Dsgnr: Date: 2:28PM, 16 MAR 07 Description : Scope : Rev: 580002 User: KW- 0602304, Ver 5.8.0, 1- Nov -2006 General Footing Analysis & Design Page 2 (c)7983 -2006 ENERCALC Engineering Software ol.ecw:Calculalion5 Description Soil Pressure Summary 1 Service Load Soil Pressures Bottom- Top -Rig Bottom- Top -Lef DL + LL 272.92 272.92 272.92 272.92 psf DL + LL + ST 492.08 492.08 53.75 53.75 psf Factored Load Soil Pressures ACI Eq. C -1 382.08 382.08 382.08 382.08 psf ACI Eq. C -2 652.10 652.10 71.23 71.23 psf ACI Eq. C -3 419.21 419.21 45.79 45.79 psf ACI Factors (per ACI 318 -02, applied internally to entered loads) ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Add "I "1.4" Factor for Seismic 1.400 ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Add "I "0.9" Factor for Seismic 0.900 ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor 1.300 ....seismic = ST' : 1.100 Used in ACI C -2 & C -3 • Title : Job # l • Dsgnr: Date: 1:13PM, 15 MAR 07 Description : • Scope: Rev: 580016 (c c)1983.20if 8 3 2-0 03 ENELC En 637 11RCA4 CAr58.0, g 1-D ineering So So ftware ASCE 7 -02 Earthquake Load Calculations Page 1 - seism c.e w:Caiculations Description Haines Crossing Occupancy Category ASCE 7 - 02 Table 1 - 1, 2003 IBC Table 1604.5 "I" : Buildings and other structures that represent a low hazard to human life in the event of failu Occupancy Importance Factor = 1.00 ASCE 7 -02 9.1.4 Seismic Use Group = I ASCE 7 -02 Table 9.1.3 Ground Motion ASCE 7 -02 9.4.1.1, 2003 IBC 1615.1 Latitude = 45.442 deg North Longitude = 122.773 deg West Location : Portland, Washington County, OR 97223 Max. Ground Motions, 5% Damping, from USGS 1996 maps : S S = 1.067 g, 0.2 sec response S 1 = 0.381 g, 1.0 sec response Site Classification ASCE 7 -02 Table 9.4.1.2, 2003 IBC Table 16.15.1.1 "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D Site Coefficients Fa & Fv ASCE 7 -02 9.4.1.2.4, 2003 IBC 1615.1.2 (using straight -line interpolation from table values) Fa = 1.07 Fv = 1.64 Maximum Considered Eartquake Acceleration ASCE 7 -02 Equation 9.4.1.2.4 -1 & 2, 2003 IBC Equations 16 -38 & 16 -39 S = Fa *Ss = 1.145 S = Fv *S1 = 0.624 Design Spectral Acceleration ASCE 7 -02 9.4.1.2.5, 2 - -3 IBC 1615.1.3 S Ds =S * 2/3 = 0.764 SD1= SM1 *2/3 = 0.416 Seismic Design Category = D ASCE 7 -02 9.4.2.1, 2003 IBC 1616.3 ( SDS is most severe ) Basic Seismic Force Resisting System ASCE 7 -02 Table 9.5.2.2, 2003 IBC Table1617.6.2 Bearing Wall Systems Ordinary plain masonry shear walls NOTE! See ASCE 7 -02 for all applicable footnotes. Response Modification Coefficient " R " = 1.50 Building height Limits System Overstrength Factor " Wo " = 2.50 Category "A & B" Limit: No Limit Deflection Amplification Factor " Cd " = 1.25 Category "C" Limit: Not Permitted Category "D" Limit: Not Permitted Category "E" Limit: Not Permitted Category "F" Limit: Not Permitted • Title : Job # Dsgnr: Date: 1:13PM, 15 MAR 07 Description : • Scope: Rev: 580016 User: KW-0602304, Ver 5.8.0, 1-Dec-2003 ASCE 7 -02 Earthquake Load Calculations Page 2 Engineering ALC ring Software (c)1983.2003 ENERC - ��� ...�y......... seismic.ec ulations OWN. Description Haines Crossing Average Floor Area per Level = 0 ft2 User defined Shear Carrying % Ratio = 0.000 Reliability Factor " p " = 1.000 Equivalent Lateral Force Procedure ASCE 7 - 9.5.2.5, 2003 IBC 1617.4 The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE7 -02 9.5.5 Determine Building Period Use ASCE 9.5.5.3.2 - 1 Structure Type for Building Period Calculation : All Other Structural Systems " Ct " value = 0.020 " hn " : Height from base to highest level = 7.00 "x "value = 0.75 " Ta " Approximate fundemental period using Eq. 9.5.5.3.2 -1 : Ta = Ct * (hn A x) = 0.086 " Cu " factor from Table 9.5.5.3.1 = 1.40 Per ASCE 9.5.5.3.1 the true fundamental Building Period shall not exceed : = 0.120 sec Building Period " Ta " Calculated from Approximate Method selected = 0.086 sec " Cs " Response Coefficient ASCE 7 - 9.5.5.2.1 S Ds : Short Period Design Spectral Response per 9.4.1.2 = 0.764 " R " : Response Modification Factor from 9.5.2.2 = 1.50 " I " : Occupancy Importance Factor from 9.1.4 = 1.00 From Eq. 9.5.5.2.1 -1 : Preliminary Cs = 0.51 From Eq. 9.5.5.2.1 -2 Cs need not exceed = 0.00 From Eq. 9.5.5.2.1 -3 & 4 Cs shall not be less than = 0.03 9.5.5.2.1 : Seismic Response Coefficient = 0.51 Seismic Base Shear ASCE 7 - 9.5.5.2 Cs = 0.5090 from 9.5.5.2.1 W ( see Sum Wi below) = 0.00 k Seismic Base Shear V = Cs *W = 0.00 k Vertical Distribution of Seismic Forces ASCE 7 - 9.5.5.4 " k " : hx exponent based on Ta = 1.00 Table of building Weights by Floor Level... Level # Wi : Weight Hi : Height Wi * HiAk Cvx Fx =Cvx * V Sum Story Shear Sum Story Moment Sum Wi = 0.00 k Total Base Shear = 0.00 k Sum (Wi * HiAk) = 0.0 k -ft Base Moment = 0.0 k -ft Diaphragm Forces : Seismic Design Category " D ", " E " & " F " ASCE 7 - 9.5.2.6.4.4 Level # Wi Fi Sum Fi Sum Wi Fpx • Title : Job # Dsgnr: Date: 1:13PM, 15 MAR 07 / V Description : • Scope : Rev: 580016 User: KW- 0602304, Ver 5.8.0, 1- Dec -2003 ASCE 7 -02 Earthquake Load Calculations Page 3 (c)1983 -2003 ENERCALC Engineering Software . _ Engineering .. _ seisrrtic.ecw:Calculations Description Haines Crossing Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level 0.20 * S DS* I * Wpx MAX Req'd Force @ Level 0.40 * S DS * I * Wpx Fpx : Design Force @ Level Wpx * SUM(x->n) Fi / SUM(x - >n) wi, x = Current level, n = Top Level Combination of Load Effects ASCE 7 - 02 9.5.2.7, 2003 IBC 1617.1.1 D Qe H & V Load Effect Load Description Dead Load Seismic Load 0.000 0.000 E = p • Qe + 0.20 • SDS • D = 0.000 0.000 0.000 E = p • Qe + 0.20 • SDS • D = 0.000 0.000 0.000 t = p • ue + u.zu - sus • u = 0.000 0.000 0.000 E = p • Qe + 0.20 * SDS • D = 0.000 0.000 0.000 E = p * Qe + 0.20 * SDS • D = 0.000 0.000 0.000 E = p * Qe + 0.20 * SDS * D = 0.000 0.000 0.000 E = p • Qe + 0.20 • SDS * D = 0.000 0.000 0.000 E = p * Qe + 0.20 • SDS • D = • 0.000 [Page Too Large for OCR Processing]