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Specifications (82) 59 c 7 fica, -vex • FROELICH Copy CONSULTING c' i , ; ENGINEERS INC MAIN OFFICE ❑ CENTRAL OREGON ❑ 6969 SW Hampton Street 745 NW Mt Washington Dr, Suite 204 Tigard, Oregon 97223 Bend, Oregon 97701 503 - 624 -7005 PH. 541- 383 -1828 PH. 503 - 624 -9770 FAX 541- 383 -7696 FAX Plan Check Response To: Brian Blalock — City of Tigard From: Greg Hobi, P.E. Date: October 27, 2006 Project: Dartmouth Square Jurisdiction Permit #: BUP2006 -00299 FCE Job #: 05 -T361 This memorandum is in response to structural plan check comments by Miller Consulting Engineers for the City of Tigard. Please see below for a response to each numbered issue: 1. See Detail 38/S5.4 and calculation pages 736 -739 for design of trash enclosure. 2. Sheets RW1 and RW2 have been omitted from the drawings and these retaining walls are to become a design build system and are not longer part of our scope of work. 5. See attached added calculation page 740 and as specified in details on sheets S5.2, S5.3 and S5.4 15. See calculation pages 666 and 667 attached. 16. The moment frame system has been changed to a braced frame system. The drag strut requirements have changed and are covered in the new calculation package pages 636 -665. 20. See the updated Special Inspection requirements on sheet S1.1 21. See the Structural Observation Requirments on S1.1. 22. See Updated Deferred Submital Matrix on S1.1 23. See Updated Deferred Submital Matrix on S1.1 24. Structural Light Gage steel has been designed by the Engineer -of- Record and shall be built per the approved drawings. A deferred submitall is not required in this instance. 25. See Updated Deferred Submital Matrix on S1.1 26. See Updated Deferred Submital Matrix on S1.1 27. The proper sets will be presented to the city. 28. On sheet S1.1 Structural Steel Item 14 indicating requirements for Special Moment Resisting Frames has been removed. See updated sheet S1.1 These comments should answer the questions that were listed. If you have further questions or require more information please call. Regards, Greg Hobi, P.E. - +^. � k 6969 SW Hampton Street CLIENT: PAGE / .i T .: :,3 c " i4 Portland, Oregon 97223 / , COV.:l Y' X.451 FAX 503.624.9770 PROJECT: (� 36 503.624.7005 PROJECT: ¢ 745 NW Mt. Washington Drive � C Ben Or NUMBER: Bend, Oregon 97701 E NGINEERS;I NCcl 541.383.1828 5 DATE: 541.383 t`r e7'4 r ;. *.iru www.froelich- engineers.com o BY 9/44-la'. 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Washington Drive L Bend20regon97701 NUMBER: t o :, FAX 541.383.7696 DATE: LI NGINEERS/IN,i.C1 541.383.1828 � «s k -it ;�r' , www.froelich- engineers.com ® BY: C401 ct GPI L) 6tavisego- A, = Mu _ y3,z Kit . = 1 9 Xsi al tin 6= o.Lf = a6C�)= 30ks; 6 ( -6M1Qs•ert e -3 6rat.e1 "„ wed it axis 1p + d < 1 , v Fu Fe 0.1 IC' 1z9 _ - e' 79Y < lo "'30• w llfr 2 g 7I x i ' A ac w =. M CI 6969 SW Hampton St CLIENT: PAGE / • � Portland Oregon pto 97223 reet r , ; . J 1 FAX 503 .624. PROJECT: p 503 .624.70 05 �38 ,. 1 W 1 11 N PROJECT: ? { [7 745 NW Mt . Washington Drive b `'CONS_ LTING Su ite Or NUMBER: Bend, Orego 97701 7 FAX 541.383.7696 DATE: E IN C ! 541.383 fcia'''S - ..±k _ ..Li ' wwv.froelich- engineers.com 0 BY Gil /ear des; y g64 FraKe * 6 d . a i , 5460 i- r- v = 70, e5--x _ 5 p/1 d l lAJti Q 1 1 arCe 4h GOIIBGl aE = C p X571,11)= oZg,6 k 644%—tne �r ytef 1;1)1) �� rr Pu = -ft a = ).0 elt K )= s--zax onto �. 4 BJail,esf; �) P *r,29 i6tA.45 '/ .n Pi. vs ni , ' 5i 6 k 44---- GQy l g «SL E 7) kv, PL. 6_ 7 5 10 (45 IA ) --_ c 11 %.,. as1 sL= C 2 .sIY,‘37/1 )= s5 M U - 6.. 7 Drez SDyP'D + _5}<E- ' ,. *i.o A M k= (,..* D,.1 (0,763)y 570p4 ()s'rJ r - / 85r / pl -(?C 7 . I7 K �t alu7- — - tr'Y w 18 yo a -- = �. 73 ,� 9 r . : �� 3, y —$ / oa a t = ►.alas') ( C r - - re/ _ /.//,‘ _ D, 58 9 ---0- e = p, S1 C, 10 7 Fq= Ca F 6 siz)(soK 2 S`k5G f - P = )S: = 2, zp - Pq _ ).g) = O. l 9s --.0., U sc E y/_ 3 Fo d.s r rj F '`=rr1 + = 0 6969 SW Hampton Street CLIENT: PAGE / ...•-'%,',.-i w?. �. Portland, Oregon 97223 t`r' ; �; , + , t ,� .M s FAX 503.624.9770 PROJECT: � �� r y 503.624.7005 � F ROE UC W PROJECT: ' (6SUITIN6 * Bend, Oregon 977p ton Drive NUMBER: �` 5.383.1828 696 DATE: L- 1 .?_ y., ;a;�r . a www.froelich- engineers.com ® BY: Gz7//e ctae- de h . i)) Leary, ect -fh = m = 1227 Kit' _ c%). 4 44 S)( ‘s, i 4 F ©, F 30 .$; ) D'Yi 6;#104 Pried" O �11� �q + _� ___ 6 c 1, 0 F A FOX by 0.090 4- )14 . = 0,zw � 1. o 30 w /$x yo 0 k 'y otf €, ` „ x ,,.y X 6969 SW Hampton Street CLIENT: PAGE / 1• xa Portland, Oregon 97223 r;;ft �. r . i`a G g FAX 503.624.9770 PROJECT: ,3 503.624.7005 a } , {FR PROJECT: ., , r i -• 14 , g 0 745 NW Mt. Washington Drive �. 4 Suite 204 NUMBER: CONS Bend, Oregon 97701 1 ; FAX 541.383 7696 DATE: kt ENG 541 383 1828 . *'4. .7, :Ar4_- %.; .,..% x'i'r. vw.vw.hoelich- engineers.com © BY: G ' /CGS deiiy, 9 ,q j F ra,.,C ir t di a Ae d 39' 4 1,4d Golk,' / I � q Y .p //) Q � _ ` / �• ... �C. � l 0 � f = -2. a y x CfeK f iD'Y7 or COwr�Or[Sf: en e = - ( 2 . Oe - '1O. .)11A):-. i t , 5 i< - 1 — \--- Y o rvi s _ 634 '1'') _ . l p,7k ; Am Al:i-;ed IQs , -hi 12 w, 01. = � 7 ,01 � ) c 1. a + O .? (0,765)) .7. 4) 3 S1. = .tspII X 1 ,o ) ,:r .z5421 r • i t,. P z ,,, �r yy a ,,.F n 6 ortla n 969 SW d Hamptoregon 9 Street 7223 CLIENT: PAGE / g p■ O s w FAX 503.624.9770 PROJECT: x I GH ' 503.624.7005 i l l l s FR a i PROJECT: . „ 745 NW Mt. Washington Drive #CONS Suite NUMBER: ENGINEERS INCA Bend, Orr egon 97701 FAX 541.383.7696 541.383.1828 DATE: �"=' ?, bs` www.froelich- engineers.com m BY: Go % t-or. deS1spi " Floor Fes, 3 d a oil co Shea, `' : -......Y--. 71,13X _ 1/,5a p l4 s 14 1 p IC d 68 Collevfr .ti a / nrce . Q (3y= v "(usapIf): 3 ,- = St QS = 02• o ( 34. / 4) = 7 8. .2 K CreM $;m-7 or" c r k . 6 610 11 , t 1 ) - 5 / v ie -\._-- C do is (4 fc- 7) .4eb,fit hut s r" r2 J. w 6' 9 /3d 1 %54 = 3' T , j( --54/!.,- Li-' ( s )C A s') = 313 OL = ( z + o, pZ (°.76.0 (76 9 r ,' 0 ). s ©o p /t �. r ( 4 ri 6969 SW Hampton Street CLIENT: PAGE / � j Portland, Oregon 97223 ' r ht J ( � 3 FAX 503.624.9770 PROJECT: by 503.624.7005 b ii .ROUGH PROJECT: �� 0 745 NW Mt. Washington Drive C t' NSUITING1 Bend2Oregon 97701 NUMBER: 3 FAX 41 383.7696 E 541.383.1828 DATE: '�'irx. w • ..�•s.:; 4 +- , v www.hoelich- engineers.com © BY: ( :e /ecter de?N 0 T &c /door Fro e # 6 d,4/p11r?;,q 51,e Y= II 2 x . _ /l' 9 /J �' g o 1, /I d q cone car LX. 1 1 a,ce QE = 6 8, a P u - J Z QE = D•o( 5 8 . 2 K ) = 1,6,stK ( i5 a c - cow,.. f4 = Cs (i )oIf) _ FyK cell t,c915 (45 0 7 ) fied / L n spy: as , p „ oL t 0 $ 7) Cog' ) = 17/6.i .2,0/ 1 4 I ,L7 u-' Yo% any, L04.df 1 O!-.= 6 z t 0.) 5osk'to)),o 5 c.1. - o 5 (27s70 l 1) _ / 7s // (c cSs /I 17 3i:1 , y :, �y` , f In Portand, Oregon97223 t CLIENT: PAGE / ' f .1 FAX 503.624.9770 PROJECT: y � i i y" m S p° I� i 3 503 .624.7005 1 Z,. - F Z PROJECT: ' ID 745 NW Mt. Washington Drive t i , X S U IT ING Suite 204 Bend, Oregon 97701 NUMBER: �. ENGIN i C 541 541.383 .7696 DATE . ,a 541.383.182 ri1 � +at ` ° ,&�.4a vwww.froelich- engineers.com ® BY 6 . a r o � nd Floor Frat.,,..s * P i a 7 m 5 ear L l L GI q 4,ial loot i Go Ile o 'hi aF = 6 9�( 63sfii /)= 0, D7/< Gk = ja a _ ,,). ©6). 07/c) - V. /x 1 -- (tes,s,a,. or C P m 4.1 _ (r 9 ') (l a' fi r!) = Th 9 K 4 nph- a low) s kr .R. 5v _ 6,_ ‘ w. DL= &ip,O ") Co, ht L.L (S'ops.( / 1 ) = 5a el awfrp L 7 !''L : (/ 3 D, 2 5,,os )a,9,-/t)....- �� p L = ds Csodt�) = as,, / i Froelich Consulting Engineers Title : Job # 6 fN 6969 SW Hampton St Dsgnr: Date: 3:22PM, 3 OCT 06 Tigard, OR 97223 Description : (503) 624 - 7005 Scope : (503) 624 - 9770 Fax Rev: 580008 User: KW- 0682304, Ver5.8.0, 1 -Dec -2003 Steel Column Page 1 (c)1983 -2003 ENERCALC Engineering Software baseplate designs.ecw:Calculations Description Collector Design - Roof Frame #4 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS4X4X1 /8 Fy 50.00 ksi X -X Sidesway : Restrained Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 6.500 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 0.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 6.500 ft Kyy 1.000 Loads t Axial Load... Dead Load k Ecc. for X -X Axis Moments 0.000 in Live Load k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load 4.50 k Distributed lateral Loads... DL LL ST Start End Along Y -Y 0.023 0.025 k/ft -> 6.500 ft Along X -X k/ft -> ft Summary Column Design OK Section : HSS4X4X1 /8, Height = 6.50ft, Axial Loads: DL = 0.00, LL = 0.00, ST = 4.50k, Ecc. = 0.000in Unbraced Lengths: X -X = 6.50ft, Y -Y = 0.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 -1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0221 0.0240 0.0461 0.1512 XX Axis : Fa calc'd per Eq. E2 -1, K *Ur < Cc XX Axis : Appdx B, Tube, In -Plane Slenderness Recalculated YY Axis : Fa calc'd per Eq. E2 -1, K *Ur < Cc YY Axis : Appdx B, Tube, In -Plane Slenderness Recalculated Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 24.17 ksi 24.17 ksi 24.17 ksi 24.18 ksi fa : Actual 0.00 ksi 0.00 ksi 0.00 ksi 2.54 ksi Fb:xx : Allow [F3.1] 30.00 ksi 30.00 ksi 30.00 ksi 30.00 ksi fb : xx Actual 0.66 ksi 0.72 ksi 1.38 ksi 1.38 ksi Fb:yy : Allow [F3.1] 30.00 ksi 30.00 ksi 30.00 ksi 30.00 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values i F'ex : DL +LL 61,016 psi Cm:x DL +LL 1.00 Cb:x DL+LL 1.00 F'ey : DL +LL 0 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 61,016 psi Cm:x DL +LL +ST 1.00 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 0 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -0.015 in at 3.250 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft Froelich Consulting Engineers Title : Job # 1 6969 SW Hampton St Dsgnr: Date: 3:22PM, 3 OCT 06 Tigard, OR 97223 Description (503) 624 - 7005 Scope : (503) 624 - 9770 Fax Rev: 580008 user: Kw -0602304, Ver5.8.0, 1- Dec -2003 Steel Column Page 2 (c)1983 -2003 ENERCALC Engineering Software baseplale designs.ecw:Calculations Description Collector Design - Roof Frame #4 Section Properties HSS4X4X1 /8 Depth 4.000 in Weight 6.01 #/ft Values for LRFD Design.... Web Thick 0.116 in Ixx 4.400 in4 J 6.910 in4 Width 4.000 in Iyy 4.400 in4 Cw 3.49 in6 Flange Thick 0.116 in Sxx 2.200 in3 Zx 2.560 in3 Area 1.77 in2 Syy 2.200 in3 Zy 2.560 in3 Rt 0.000 in Rxx 1.580 in 0.000 Ryy 1.580 in Section Type = HSS- Square Froelich Consulting Engineers Title : Job # 616 6969 SW Hampton St Dsgnr: Date: 3:22PM, 3 OCT 06 Tigard, OR 97223 Description : (503) 624 - 7005 Scope : (503) 624 - 9770 Fax Rev: 580008 User: KW- 0602304, Ver 5.8.0, 1 -Dec -2003 Steel Column Page 1 (c)1983 -2003 ENERCALC Engineering Software baseplate designs.ecw:Calculations Description Collector Design - 2nd Floor Frame #3 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 t Steel Section W18X35 Fy 50.00 ksi X -X Sidesway : Restrained Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 34.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 0.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 34.000 ft Kyy 1.000 Loads Axial Load... Dead Load k Ecc. for X -X Axis Moments 0.000 in Live Load k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load 57.12 k Distributed lateral Loads... DL LL ST Start End Along Y -Y 0.500 0.157 k/ft -> 34.000 ft Along X -X k/ft -> ft Summary Column Design OK Section : W18X35, Height = 34.00ft, Axial Loads: DL = 0.00, LL = 0.00, ST = 57.12k, Ecc. = 0.000in Unbraced Lengths: X -X = 34.00ft, Y -Y = 0.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen1 AISC Formula H1 - 1 0.9938 AISC Formula H1 - 2 0.8441 AISC Formula H1 - 3 0.4561 0.1432 0.5993 XX Axis : Fa calc'd per Eq. E2 -1, K *Llr < Cc XX Axis : I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fv YY Axis : Fa calc'd per Eq. E2 -1, K *L/r < Cc YY Axis : I Beam, Minor Axis. Passes Table B5.1. Fb = 0.75 Fv per Eq. F2 -1 Stresses . Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 23.06 ksi 23.06 ksi 23.06 ksi 23.06 ksi fa : Actual 0.00 ksi 0.00 ksi 0.00 ksi 5.55 ksi Fb:xx : Allow [F1 -6] 33.00 ksi 33.00 ksi 33.00 ksi 30.00 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 33.00 ksi 33.00 ksi 33.00 ksi 30.00 ksi fb : xx Actual 15.05 ksi 4.73 ksi 19.78 ksi 19.78 ksi Fb:yy : Allow [F1 -6] 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi Fb:yy : Allow [F1 -7] & [F1 -8] 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL +LL 44,418 psi Cm:x DL +LL 1.00 Cb:x DL +LL 1.00 F'ey : DL +LL 0 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 44,418 psi Cm:x DL +LL +ST 1.00 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 0 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -1.336 in at 17.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft Froelich Consulting Engineers Title : Job # 4112 6969 SW Hampton St Dsgnr: Date: 3:22PM, 3 OCT 06 Tigard, OR 97223 Description (503) 624 - 7005 Scope : (503) 624 - 9770 Fax Rev: 580008 User: KW -0602304, Ver5.8.0. 1 -Dec -2003 Steel Column Page 2 (c)1983 -2003 ENERCALC Engineering Software baseplate designs.ecw:Calculations Description Collector Design - 2nd Floor Frame #3 Section Properties W18X35 Depth 17.700 in Weight 34.99 #/ft Values for LRFD Design.... Web Thick 0.300 in Ixx 510.000 in4 J 0.510 in4 Width 6.000 in Iyy 15.300 in4 Cw 1,140.00 in6 Flange Thick 0.425 in Sxx 57.600 in3 Zx 66.500 in3 Area 10.30 in2 Syy 5.120 in3 Zy 8.060 in3 Rt 1.490 in Rxx 7.040 in K 0.827 in Ryy 1.220 in Section Type = W Froelich Consulting Engineers Title : Job # 6 'If 6969 SW Hampton St Dsgnr: Date: 3:22PM, 3 OCT 06 Tigard, OR 97223 Description : (503) 624 - 7005 Scope : (503) 624 - 9770 Fax Rev: 580008 user: KW- 0602304, Ver5.8.0, 1- Dec -2003 Steel Column Page 1 (c)1983 -2003 ENERCALC Engineering Software baseplate designs.ecw:Calculations Description Collector Design - 2nd Floor Frame #6 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section W21X68 Fy 50.00 ksi X -X Sidesway : Restrained Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 25.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 0.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 25.000 ft Kyy 1.000 Loads Axial Load... Dead Load k Ecc. for X -X Axis Moments 0.000 in Live Load k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load 84.00 k Distributed lateral Loads... DL LL ST Start End Along Y -Y 5.425 0.885 k/ft -> 25.000 ft Along X -X k/ft -> ft Summary o Column Overstressed ! Section : W21X68, Height = 25.00ft, Axial Loads: DL = 0.00, LL = 0.00, ST = 84.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 25.00ft, Y -Y = 0.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 1.4841 AISC Formula H1 - 2 1.4204 AISC Formula H1 - 3 1.1009 0.1796 1.2804 XX Axis : Fa calc'd per Eq. E2 -1, K *LIr < Cc -11-V XX Axis : I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fv C- 47 fitni n 9j YY Axis : Fa calc'd per Eq. E2-1, K *LIr < Cc per Z Q d ( , YY Axis : I Beam. Minor Axis, Passes Table B5.1, Fb = 0.75 Fv per Eq. F2 -1 3 Stresses /6 1 7,1. a I Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 26.53 ksi 26.53 ksi 26.53 ksi 26.53 ksi fa : Actual 0.00 ksi 0.00 ksi 0.00 ksi 4.20 ksi Fb:xx : Allow [F1-6] 33.00 ksi 33.00 ksi 33.00 ksi 33.00 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 33.00 ksi 33.00 ksi 33.00 ksi 33.00 ksi fb : xx Actual 36.33 ksi 5.93 ksi 42.25 ksi 42.25 ksi Fb:yy : Allow [F1-6) 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi Fb:yy : Allow [F1 -7] & [F1 -8) 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL +LL 122,784 psi DL +LL 1.00 Cb:x DL+LL 1.00 F'ey : DL +LL 0 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 122,784 psi Cm:x DL +LL +ST 1.00 Cb:x DL +LL +ST 1.00 Fey : DL +LL +ST 0 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -1.292 in at 12.500 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft Froelich Consulting Engineers Title : Job # (ity 6969 SW Hampton St Dsgnr: Date: 3:22PM, 3 OCT 06 Tigard, OR 97223 Description (503) 624 - 7005 Scope : (503) 624 - 9770 Fax Rev: 580008 user: KW- 0fiI2304, Ver 5.8.0, 1- Dec -2003 Steel Column Page 2 (c)1983 -2003 ENERCALC Engineering Software baseplate designs.ecw:Calculations Description Collector Design - 2nd Floor Frame #6 Section Properties W21X68 li Depth 21.130 in Weight 67.93 #/ft Values for LRFD Design.... Web Thick 0.430 in Ixx 1,480.000 in4 J 2.450 in4 Width 8.270 in lyy 64.700 in4 Cw 6,760.00 in6 Flange Thick 0.685 in Sxx 140.000 in3 Zx 160.000 in3 Area 20.00 in2 Syy 15.700 in3 Zy 24.400 in3 Rt 2.120 in Rxx 8.600 in K 1.190 in Ryy 1.800 in Section Type = W Froelich Consulting Engineers Title : Job # CZ 6969 SW Hampton St Dsgnr: Date: 3:22PM, 3 OCT 06 Tigard, OR 97223 Description : (503) 624 - 7005 Scope : (503) 624 - 9770 Fax Rev: 580008 User: KW -0602304, Ver5.8.0, 1- Dec -2003 Steel Column Page 1 (c)1983 -2003 ENERCALC Engineering Software baseplate designs.ecw:Calculations Description Collector Design - 2nd Floor Frame #4 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 o Steel Section HSS4X4X1 /8 Fy 50.00 ksi X -X Sidesway : Restrained Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 6.500 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 0.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 6.500 ft Kyy 1.000 Loads Axial Load... Dead Load k Ecc. for X -X Axis Moments 0.000 in Live Load k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load 24.10 k Distributed lateral Loads... DL LL ST Start End Along Y -Y 0.082 0.025 k/ft -> 6.500 ft Along X -X k/ft -> ft Summary E Column Design OK Section : HSS4X4X1 /8, Height = 6.50ft, Axial Loads: DL = 0.00, LL = 0.00, ST = 24.10k, Ecc. = 0.000in Unbraced Lengths: X -X = 6.50ft, Y -Y = 0.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen AISC Formula H1 - 1 0.6895 AISC Formula H1 - 2 0.5566 AISC Formula H1 - 3 0.0787 0.0240 0.1027 XX Axis : Fa calc'd per Eq. E2-1, K *Ur < Cc XX Axis : Appdx B, Tube, In -Plane Slenderness Recalculated YY Axis : Fa calc'd per Ea. E2.1, K *Ur < Cc YY Axis : Appdx B. Tube. In -Plane Slenderness Recalculated Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 24.17 ksi 24.17 ksi 24.17 ksi 24.43 ksi fa : Actual 0.00 ksi 0.00 ksi 0.00 ksi 13.62 ksi Fb:xx : Allow [F3.1] 30.00 ksi 30.00 ksi 30.00 ksi 30.00 ksi fb : xx Actual 2.36 ksi 0.72 ksi 3.08 ksi 3.08 ksi Fb:yy : Allow [F3.1] 30.00 ksi 30.00 ksi 30.00 ksi 30.00 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values i F'ex : DL +LL 61,016 psi Cm:x DL +LL 1.00 Cb:x DL+LL .,.,�,., -....a 1.00 s.....� M. F'ey : DL +LL 0 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 61,016 psi Cm:x DL +LL +ST 1.00 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 0 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -0.034 in at 3.250 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft Froelich Consulting Engineers Title : Job # 45 6969 SW Hampton St Dsgnr: Date: 3:22PM, 3 OCT 06 Tigard, OR 97223 • Description : (503) 624 - 7005 - Scope : (503) 624 - 9770 Fax Rev: 580008 User: KW- 0602304, Ver 5.8.0, 1 -Dec -2003 Steel Column Page 2 (c)1983 -2003 ENERCALC Engineering Software baseplate designs.ecw:Calculations Description Collector Design - 2nd Floor Frame #4 Section Properties HSS4X4X1 /8 4 Depth 4.000 in Weight 6.01 #/ft Values for LRFD Design.... Web Thick 0.116 in Ixx 4.400 in4 J 6.910 in4 Width 4.000 in lyy 4.400 in4 Cw 3.49 in6 Flange Thick 0.116 in Sxx 2.200 in3 Zx 2.560 in3 Area 1.77 in2 Syy 2.200 in3 Zy 2.560 in3 Rt 0.000 in Rxx 1.580 in 0.000 Ryy 1.580 in Section Type = HSS- Square .4' 1 ; .a'Kir 4`e_ a 6969 SW Hampton Street CLIENT: PAGE / ■ t Portland, Oregon 97223 S •' a; { *l , r k g FAX 503.624.9770 PROJECT: # c I . ti r3 , z 'i 503.624.7005 1F ^ �FROE PROJECT: t, El 745 NW Mt. Washington Drive a ', S uite 204 CONSULTING NUMBER: r� . y #, Bend, Oregon 97701 I ;;; it; EERS�I � 5 FAX vfro lich e r .com ® BY TE: g es C, / /&Grr. Cen' npd - i r de, ;:f rr Re24 Fes,,, * 3 OL + 1.. _ (I, .1 O. z 505)6 7 ?( d .2 s' )(I7'i ? sL6.2r )C,7'): S: l k Axg1 : )1'2 Cow kprd = Ik +11.2k1 _ /.'. 9A /' gad Fr # nc+ t 62t0.) s)C F o�1f)().s + )f ( 1 i) ( 1 ) .r9= / 6P: / I - 01Y. C K D ina flow- FrawiC 3 0L -f 51_ = Csz pI h rs7 )(i7')= lJ, / AX; Q I = 5 1.2 K )--"( Fl05( Fixw G 0L + SL . ( S"5`,1 s f 0.5-)( 1 -. 5 ') - -. 7F, 9 >; 4-41 - 2 +r h;iic,c _ ✓78. S k 2 _ /l K ni Loads and Applied Forces 653 WI V RAM Frame v10.0 Page 4/5 RAIN ised stair NTEINAMAI DataBase: Dartmoth owner rev 9_19_06 revised stair 10/02/06 14:48:25 LOAD CASE: Seismic Seismic ASCE 7 -02 / IBC 2003 Equivalent Lateral Force Site Class: D Importance Factor: 1.00 Ss: 1.067 g S1: 0.381 g Fa: 1.073 Fv: 1.638 SDs: 0.763 g SD1: 0.416 g Seismic Use Group: I Seismic Design Category: D Provisions for: Force Ground Level: Base Dir Eccent R Ta Equation Building Period -T X + And - 6.0 Std,Ct= 0.020,x =0.75 Calculated Y + And - 6.0 Std,Ct= 0.020,x =0.75 Calculated Dir Ta Cu T T -used Eq95521-1 Eq95521-2 Eq95521-3 k X 0.330 1.400 0.274 0.274 0.127 0.253 0.0336 1.000 Y 0.330 1.400 0.295 0.295 0.127 0.235 0.0336 1.000 Total Building Weight (kips) = 2529.81 APPLIED STORY FORCES: Type: EQIBCO3_X_ +E_F Level Ht Fx Fy X Y ft kips kips ft ft Roof 42.00 94.12 0.00 103.33 40.25 2nd Floor 28.00 152.12 0.00 102.56 38.67 Basement 14.00 75.64 0.00 70.62 47.73 321.88 0.00 Type: EQIBCO3_X_ -E_F Level Ht Fx Fy X Y ft kips kips ft ft Roof 42.00 94.12 0.00 103.33 32.93 2nd Floor 28.00 152.12 0.00 102.56 31.35 Basement 14.00 75.64 0.00 70.62 40.42 321.88 0.00 Type: EQIBCO3_Y_ +E_F Level Ht Fx Fy X Y ft kips kips ft ft Roof 42.00 0.00 94.12 113.54 36.59 2nd Floor 28.00 0.00 152.12 112.77 35.01 Basement 14.00 0.00 75.64 76.97 44.07 0.00 321.88 Type: EQIBCO3_Y_ -E_F Level Ht Fx Fy X Y ft kips kips ft ft 1 Criteria, Mass and Exposure Data Cs-if RAM Frame v 10. RAM ised stair INTIRNATNAI DataBase: Dartmoth owner rev 9 19 06 revised stair 10/02/06 14:54:07 CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P- Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 DIAPHRAGM DATA: Roof Rigid 2nd Floor Rigid Basement Rigid Disconnect Internal Nodes of Beams: Yes Disconnect Nodes outside Slab Boundary: Yes STORY MASS DATA: Calculated Values: Level Weight Mass MMI Xm Ym EccX EccY Lump kips k -s2 /ft ft -k -s2 ft ft ft ft Roof 433.4 13.46 60433 103.33 36.59 10.21 3.66 None 2nd Floor 1051.0 32.64 143676 102.56 35.01 10.21 3.66 None Basement 1045.2 32.46 75062 70.62 44.07 6.36 3.66 None WIND EXPOSURE DATA: Calculated Values: Level Building Extents (ft) Expose Parapet Min X Max X Min Y Max Y ft Roof -0.08 204.08 -0.08 73.08 Full 0.00 2nd Floor -0.08 204.08 -0.08 73.08 Full 0.00 Basement -0.08 127.08 -0.08 73.08 Full 0.00 Di gi v Building Story Shears 6SS RAM Frame v10.0 um ised stair INTENATCNA1 DataBase: Dartmoth owner rev 9_19_06 revised stair 10/02/06 14:46:17 CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P- Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 Load Combination: 1.0 El Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 94.26 94.26 -0.01 -0.01 2nd Floor 247.11 152.85 -0.06 -0.05 Basement 192.57 -54.53 0.68 0.74 Load Combination: 1.0 E2 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 94.26 94.26 -0.01 -0.01 2nd Floor 247.09 152.83 -0.07 -0.06 Basement 191.22 -55.87 -9.29 -9.22 Load Combination: 1.0 E3 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof -0.01 -0.01 94.30 94.30 2nd Floor 0.06 0.06 247.20 152.91 Basement 11.62 11.56 263.32 16.12 Load Combination: 1.0 E4 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 0.00 0.00 94.30 94.30 2nd Floor 0.09 0.09 247.22 152.92 Basement 14.88 14.79 290.68 43.46 FR Frame Story Shears "- 4 - RAM Frame v10.0 RAM ised stair INTERNATICAsik DataBase: Dartmoth owner rev 9_19_06 revised stair 10/02/06 13:39:33 CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P- Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 Frame #0 Load Combination: 1.0 El Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof -0.05 -0.05 -3.22 -3.22 2nd Floor 0.12 0.18 -0.15 3.07 Basement -0.07 -0.20 -17.06 -16.92 Load Combination: 1.0 E2 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof -0.05 -0.05 -5.54 -5.54 2nd Floor 0.12 0.17 -5.69 -0.15 Basement -0.07 -0.19 -23.00 -17.31 Load Combination: 1.0 E3 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof -0.01 -0.01 9.28 9.28 2nd Floor 0.03 0.04 21.84 12.57 Basement -0.02 -0.05 35.22 13.37 Load Combination: 1.0 E4 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof -0.02 -0.02 15.74 __ ._ '15.74 2nd Floor 0.05 0.06 37.50 21.75 Basement -0.03 -0.08 49.92 12.42 Frame #1 Load Combination: 1.0 El Level Shear -X Change -X Shear -Y Change -Y 11 Frame Story She L5-7 RAM Frame v10.0 Page 2/7 RAM ised stair ItsgERNATENAI DataBase: Dartmoth owner rev 9 19 06 revised stair 10/02/06 13:39:33 kips kips kips kips Roof -0.05 -0.05 4.06 4.06 2nd Floor 0.12 0.18 6.67 2.61 Basement -0.07 -0.20 -15.40 -22.07 Load Combination: 1.0 E2 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof -0.05 -0.05 2.29 2.29 2nd Floor 0.12 0.17 1.89 -0.40 Basement -0.07 -0.19 -20.78 -22.68 Load Combination: 1.0 E3 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof -0.01 -0.01 10.17 10.17 2nd Floor 0.03 0.04 24.60 14.43 Basement -0.02 -0.05 32.33 7.73 Load Combination: 1.0 E4 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof -0.02 -0.02 15.10 15.10 2nd Floor 0.05 0.06 38.03 22.94 Basement -0.03 -0.08 45.67 7.63 Frame #2 Load Combination: 1.0 El Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof -0.05 -0.05 6.12 6.12 2nd Floor 0.14 0.19 5.06 -1.05 Basement -0.08 -0.22 -8.33 -13.39 Load Combination: 1.0 E2 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof -0.05 -0.05 5.21 5.21 2nd Floor 0.13 0.18 2.61 -2.59 Basement -0.08 -0.20 -11.41 -14.02 FII Frame Story Shears `5 -? RAM Frame v10.0 Page 3/7 RAM ised stair IIVTENATI°VAL DataBase: Dartmoth_owner rev 9_19_06 revised stair 10/02/06 13:39:33 Load Combination: 1.0 E3 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 0.00 0.00 16.22 16.22 2nd Floor 0.01 0.01 41.35 25.13 Basement 0.00 -0.01 21.07 -20.28 Load Combination: 1.0 E4 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof -0.01 -0.01 18.78 18.78 2nd Floor 0.03 0.04 48.06 29.28 Basement -0.02 -0.05 28.73 -19.33 Frame #3 Load Combination: 1.0 El Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof -0.01 -0.01 -6.12 -6.12 2nd Floor 0.01 0.02 -10.94 -4.82 Basement 0.00 -0.01 0.00 10.94 Load Combination: 1.0 E2 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof -0.01 -0.01 -4.63 -4.63 2nd Floor 0.01 0.02 -8.06 -3.43 Basement 0.00 -0.01 0.00 8.06 Load Combination: 1.0 E3 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 0.00 0.00 32.02 32.02 2nd Floor 0.00 0.00 100.20 68.18 Basement 0.00 0.00 0.00 - 100.20 Load Combination: 1.0 E4 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 0.00 0.00 27.86 27.86 2nd Floor 0.00 0.00 91.55 63.69 Basement 0.00 0.00 0.00 -91.55 FA Frame Story Shears 6 51 RAM Frame v10.0 Page 4/7 RAN ised stair 14TERNAMNAL DataBase: Dartmoth owner rev 9_1906 revised stair 10/02/06 13:39:33 Frame #4 Load Combination: 1.0 El Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 4.26 4.26 -0.02 -0.02 2nd Floor 17.16 12.90 0.09 0.11 Basement 5.44 -11.72 -0.07 -0.15 Load Combination: 1.0 E2 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 4.62 4.62 -0.01 -0.01 2nd Floor 17.36 12.74 0.07 0.09 Basement 6.89 -10.48 -0.06 -0.13 Load Combination: 1.0 E3 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof -0.24 -0.24 -0.03 -0.03 2nd Floor 2.99 3.24 0.04 0.08 Basement -7.39 -10.38 -0.01 -0.06 Load Combination: 1.0 E4 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof -1.23 -1.23 -0.06 -0.06 2nd Floor 2.29 3.51 0.10 0.16 Basement -10.94 -13.23 -0.04 -0.14 Frame #5 Load Combination: 1.0 El Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 19.48 19.48 -0.01 -0.01 2nd Floor 59.40 39.92 0.04 0.04 Basement 11.84 -47.55 -0.03 -0.07 Load Combination: 1.0 E2 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 19.18 19.18 0.00 0.00 ril Frame Story Shears 66/2 RAM Frame v10.0 Page 5/7 RAM ised stair 9VTERNAIKNAL DataBase: Dartmoth_owner rev 9_19_06 revised stair 10/02/06 13:39:33 2nd Floor 57.88 38.70 0.03 0.03 Basement 14.63 -43.25 -0.03 -0.06 Load Combination: 1.0 E3 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 4.86 4.86 -0.07 -0.07 2nd Floor 10.20 5.34 0.15 0.22 Basement -14.07 -24.27 -0.09 -0.24 Load Combination: 1.0 E4 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 5.72 5.72 -0.08 -0.08 2nd Floor 14.07 8.34 0.18 0.26 Basement -20.95 -35.02 -0.10 -0.28 Frame #6 Load Combination: 1.0 El Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 70.85 70.85 0.00 0.00 2nd Floor 169.98 99.13 0.00 0.00 Basement 0.00 - 169.98 0.00 0.00 Load Combination: 1.0 E2 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 70.79 70.79 0.00 0.00 2nd Floor 171.30 100.51 0.00 0.00 Basement 0.00 - 171.30 0.00 0.00 . Load Combination: 1.0 E3 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof -4.62 -4.62 -0.07 -0.07 2nd Floor -13.18 -8.56 0.07 0.14 Basement 0.00 13.18 0.00 -0.07 Load Combination: 1.0 E4 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof -4.49 -4.49 -0.06 -0.06 III Frame Story Shears 66 I RAM Frame v10.0 Page 6/7 RAM ised stair NFERNATIC7rA DataBase: Dartmoth_owner rev 9_19_06 revised stair 10/02/06 13:39:33 2nd Floor -16.36 -11.87 0.06 0.12 Basement 0.00 16.36 0.00 -0.06 Frame #7 Load Combination: 1.0 El Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof -0.09 -0.09 0.87 0.87 2nd Floor 0.09 0.17 -0.68 -1.55 Basement 0.00 -0.09 0.00 0.68 Load Combination: 1.0 E2 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof -0.09 -0.09 2.44 2.44 2nd Floor 0.09 0.18 3.67 1.23 Basement 0.00 -0.09 0.00 -3.67 Load Combination: 1.0 E3 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 0.01 0.01 13.15 13.15 2nd Floor -0.01 -0.03 29.63 16.48 Basement 0.00 0.01 0.00 -29.63 Load Combination: 1.0 E4 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 0.02 0.02 8.74 8.74 2nd Floor -0.02 -0.03 17.66 8.92 Basement 0.00 0.02 0.00 -17.66 Frame #8 Load Combination: 1.0 El Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof -0.09 -0.09 -1.68 -1.68 2nd Floor 0.09 0.17 -0.14 1.53 Basement 0.00 -0.09 0.00 0.14 El Frame Story Shears t“ RAM Frame v10.0 Page 7/7 RANI ised stair INTERNAMAI DataBase: Dartmoth_owner rev 9_1906 revised stair 10/02/06 13:39:33 Load Combination: 1.0 E2 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof -0.09 -0.09 0.24 0.24 2nd Floor 0.09 0.18 5.41 5.17 Basement 0.00 -0.09 0.00 -5.41 Load Combination: 1.0 E3 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 0.01 0.01 13.63 13.63 2nd Floor -0.01 -0.03 29.31 15.68 Basement 0.00 0.01 0.00 -29.31 Load Combination: 1.0 E4 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 0.02 0.02 8.27 8.27 2nd Floor -0.02 -0.03 14.07 5.81 Basement 0.00 0.02 0.00 -14.07 46 3 p Client: Myhre Group Architects Project: Dartmouth Square • FkOEII("H Proj. #: 05 -T361 CONSULTING B CAN2006 ENGNEERS,INC SEISMIC: E = pQE + 0.2S Site Classification: D Occupancy Category: II Seismic Use Group: I Occupancy Importance Factor 1 I = 1 1.0 System Over - strength Factor: Light Frame Walls with Shear Panels 1 S2 = 1 2.0 Response Modifiaction Coefficient: Light Frame Walls with Shear Panels 1 R = 1 6.0 MCE Short Period Pectal Response accel.: SMS = MCE 1- second period spectral response accel.: SMt = 5% damped short period spectral response accel.: SDS = 0.763 5% damped 1- second period spectral response accel.: SDI = 0.416 Seismic Design Category (ASCE Table 9.4.2.1a and b): D Seimic Response Coefficient (ASCE 7 -02) EQ 9.5.5..2.1 -1 Cs = Sp Cs = 0.127 Controls Eq 9.5.5..2.1 -2 (max) Cs = S /(T(R/I)) T = C,h T = 0.342 C, = 0.02 h = 44 x = 0.75 Cs = 0.372 Eq 9.5.5.2.1 -3 (min) Cs = 0.044Sp Cs = 0.034 Cs = 0.127 Level Total DL (kips) Roof 433.4 2 Floor 1051.0 Basement 1045.2 Total DL = 2529.6 kips 661 Seismic Base Shear V = Cs(DL) V = 321.7 kips Vertical Distribuition Level I Weight 1 Height 1 Wt * Ht I Wt(Ht) /Tots, 1 V IVi = (Wt(Ht)/Total) *V Roof 433.4 42.0 18203 0.292 322 94.0 = Vri 2 Floor 1051.0 28.0 29428 0.473 322 152.0 = V2nd Basement 1045.2 14.0 14633 0.235 322 _ 75.6 = Vbasement Total = 62263.6 V;t 94.0 kips V2nd = 152.0 kips VeasemeM= 75.6 kips Diaphragm Loads Level I Wpx (kips) I F (kips) I E Fi (kips) I Ew (kips) I F = ((EVi) / (EW,)) * Wpx Roof 433.4 94 94 433.4 94 = V,t 2 Floor 1051 152 246 1484.4 174 = V2na Basement 1045.2 76 322 2529.6 133 = Vbasement Min Diaphragm Loads Fpmin= 0 . 2 * SDS * Wpx * I Level I Fpnbn Roof 66 V,t = 94.0 kips 2 Floor 160 V2nd = 174.2 kips Basement 159 VBasement = 159.5 kips Max Diaphragm Loads Fpmax 0.4 *S Ds W px * I Level I Fpmax Roof 132 2 Floor 321 Basement 319 C65- ,' � Client: Myhre Group Architects Project: Dartmouth Square FROELI Proj. #: 05 -T361 ; CONSULTING Date: 10/2/2006 Sk ' ENGNEERS , INC Frame # 0 Direction (X, : Y) Y , Level 1 Applied Story Shear (kips)] Story Shear (kips) 1 Story Diaphragm Desigh Shear (kips) 1 Applied Diaphragm Shear (kips) Roof 15.74 94.0 94 ' 15.740 2 " Floor 21.75 152.0 174 24.925 Basement 12.42 75.6 159 26.203 Frame # 1 Direction (X, Y) Y Level 1 Applied Story Shear (kips) 1 Story Shear (kips) I Story Diaphragm Design Shear (kips) 1 Applied Diaphragm Shear (kips) Roof 15.10 94.0 94 15.100 2 " Floor 22.94 152.0 174 26.289 Basement 7.63 75.6 159 16.098 Frame # 2 Direction (X, Y) Y Level 1 Applied Story Shear (kips) 1 Story Shear (kips) 1 Story Diaphragm Design Shear (kips) 1 Applied Diaphragm Shear (kips) Roof 18.75 94.0 94 18.750 2 Floor 48.06 152.0 174 55.076 Basement 28.73 75.6 159 60.614 Controls Frame # 3 Direction (X, Y) Y Level 1 Applied Story Shear (kips) 1 Story Shear (kips) 1 Story Diaphragm Design Shear (kips) 1 Applied Diaphragm Shear (kips) Roof 32.02 94.0 94 32.020 Controls 2 " Floor 68.18 152.0 174 78.133 Controls Basement 100.20 75.6 159 211.399 Frame # 4 Direction (X, Y) X Level 1 Applied Story Shear (kips) 1 Story Shear (kips) 1 Story Diaphragm Design Shear (kips) 1 Applied Diaphragm Shear (kips) Roof 4.62 94.0 94 4.620 2nd Floor 12.90 152.0 174 14.783 Basement 11.72 75.6 159 24.727 Frame # 5 Direction (X, Y) X Level I Applied Story Shear (kips) 1 Story Shear (kips) 1 Story Diaphragm Design Shear (kips) I Applied Diaphragm Shear (kips) Roof 19.48 94.0 94 19.480 2 Floor 39.92 152.0 174 45.748 Basement _ 47.55 75.6 159 100.320 Controls Frame # 6 Direction (X, Y) X Level i Applied Story Shear (kips) 1 Story Shear (kips) 1 Story Diaphragm Design Shear (kips) 1 Applied Diaphragm Shear (kips) Roof 70.85 94.0 94 70.850 Controls 2nd Floor 100.51 152.0 174 115.183 Controls Basement 171.30 75.6 159 361.404 Frame # 7 Direction (X, Y) Y Level 1 Applied Story Shear (kips) ! Story Shear (kips) ( Story Diaphragm Design Shear (kips) 1 Applied Diaphragm Shear (kips) Roof 13.15 94.0 94 13.150 2 " Floor 16.48 152.0 174 18.886 Basement _ 29.63 75.6 159 62.513 Frame # 8 Direction (X, Y) Y Level 1 Applied Story Shear (kips) 1 Story Shear (kips) 1 Story Diaphragm Design Shear (kips) 1 Applied Diaphragm Shear (kips) Roof 13.63 94.0 94 13.630 2 "d Floor 15.68 152.0 174 17.969 Basement _ 29.31 75.6 159 61.837 � , � ; :,(A� 6969 Hn St / PA GE //�// � .�,; �, ; �� � Portland Ore gon to 9723 reet CLIENT: � �f �C !r�/((pp(p s i .. "s` 0 ' FAX 503.624.9770 PROJECT: 5 .. ., r 3,'4 w 503.624.7005 iC. I /Gt: Al R"., y FR PROJECT: I )A. ,� ,�f 0 745 NW Mt. Washington Drive � _ . .I „. TIG \�V Suite 204 r NUMBER: 01 - .7'�C/ p Bend, Oregon 97701 E F A X 541.1828 696 DATE V27* i++ '� v :,tif;: ''ii. - s ' ' . . www.froelich- engineers.com ® BY: C,�14 1 A Ei/AC ' j: s C 2 ,24G cPf;,v - 6') L` ( 7 A o 11 A - • 13 K Tc iii Zie K e E„ G? tr C. 2 . 0 ) /A.) /0 V 1,z C CTi o,0 w= 179,214/ - 203 T T " 858 Pc F /(Ax C al- 1r;cat 7„Rce: L = f, 6 7 (s-0-7 d = G.) /., T= C = -�Zdc _ 5' 1 J2 = 2 .sZT = / . . i . uLC= /O, 2Ic e o 3EA / e": CviJ#Jt.c7 /Oil) irl ADC-OW %c' ( FE„. OP AC, f >(.i' r)Es74.? e- „:i,:_) S /*EAR /A-) Cv.JG g-E7E Sc. >- 7 )/' . rYil 1 Cr l Y = z(w) (Lc)(4 =- 2bc< i. s V ”' - dc. (1z)(7-) " 38 ,psi ----� Z04, e . oK (L' f Z" of Co ^o<. 5e.A f _ 2: T 6 e - L yt7 0 (Z )(d,)( x,—) .- /o6•33 v`C > \ Zi. S K —. ° f< 2 = 5314 u ■ iVg x �� 1 0 Portland, Oreg no97223 t CLIENT: PAGE /// 7 ' -4 — FAX 503.624.9770 PROJECT: {{��pp / } j k 50 3.624.70 05 FROEIIC PROJECT p •!, 1, , CI I 1—'1,3 3 745 NW Mt. Washington Drive a� w NSU {iTIG Bend, 204 gon 97701 NUMBER: a FAX 543. DATE: E NG I NE ERS I N C 1.387696 FAX 54 '� F "l ':-.K •. vwwv.froelich- engineers.com D BY: Z r r? %12 A/JSF s ( ) (�, j ( /a (q A 72-0 le E. /107;eiNi07 1 I i i r .C>R /GE ;'),2 AC, / lJ tt „r..r S7 1 ( ! - iii a p o 0 A n i� �� K'� Lr7A T.-, l�C ie - i- Y=C;'f_:i i Y - 1 2_ - T,a c, T X50 (2 7. c) )= I7Y.2Y ( 7 ( ) _ 16.2p< s 323, - (?' . • J /7}!27. xG - c " 7 702 A ,DEOCIA A x/' C / 0 .3 10,c , /e,yP /C e.L -, c. // ,2.4.v11 K Zort.r_ c LL= sO(t)(1)(4)' 0.3K S PEC /AL C6:/s /Y /C Z oA.i:.) eer- •Be 'via 1 /o,v / C` ec: /6.t.) 1.2n+ a,SL -t E V & L ' L 0,41k v = ‘V,S is = Vx'luyr ; 32.3,_ Z OLT C t\ ?L.Gr7y = Z 3 i< (47) = /:.c K (A-Lb DES/Ci,U / 7i.c'(.2EA f- 1 L,e /(/7,/.1.2) c0,),�. 0z�i -mac. -i . 3(1f, H7, , /k, _ 2 = 3 2. - 3 ,< --r-- cam‹ / .S& () 3 % I / 4,7z F0(_7 6969 SW Hampton Street CLIENT: /17,14-gr PAGE , 0 , ' ,A, ,;', •.;,., i," Portland, Oregon 97223 ' 2: ' - ' ,7.- 1 "- . .■ , ' 'IA _? . ;.-, FAX PROJECT VA i 5 M. "r 9770 503. 62 4.7005 7 36 FROELICW. PROJECT. nr... , , 3'745 NW Mt. Washington Drive , , , t S CONSULTING' on 97701 NUMBER. . FAX F 541 383 7696 DATE 4- 5 1 383 1828 ENGINEERS IN ',. vwvw.froelich-engineers corn m BY /1 T—AE .-/N) C t 0 s – '' oforO I./I-m(24I_ 1.0,4) cJrN o \t‘f, t 1 rAi= /5 psi= ? 1 r r■ i 7 ° ti 5 g'f.75/Vt fr P fo \ re r- 0 • I ley rg. -P / ii ( 1 g r / ,r ..- (2.s( 0.141)_u ( I 4 (2- 0 _ = 0,61 Wt.. I Fog- A 0 ---', . ,- '7Y -: ' / we CP u A// so o COov• - . t ii" vrivr_r_ GJp "=" gg psF -fr 1 (0 Psi:: t7 ::-- 1,..) -:: co,i13)(5- ./-r-izo L SrE .C; C- CO:AD :—Ft )&.- )+6- FO(g CP/T 6' At_c , ,Is,r "e` cit. I a wm,-1- ,/ 4 5 e 9 0 , c- (S774-GGrAtr- ./IJ ____,..1 I (2,) g e 4E. orryti , frim 7m° (/7'Z.) cre_ BA4-5- • - • . 1. , - 'C ; r_e -- ... w r, / / 2 K cavr: r9-6- ,,,./ (9) catiT 4k g/47es __ .... 737 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 (c)[ Rev: 580016 User. KW -0602304, Ver5.8.0. 1- Dec -2003 Cantilevered Retaining Wall Design Page 1 1983.2003ENECALCEnineenngSoftware dartmouth_orig.ecw:Trash Enclosure Description Trash enclosure walls Criteria Soil Data J Footing Strengths & Dimensions I .roxc - rxsncrrs�:+ zrr., .n::+ »aan:cer,:a::n;svanw?a:n .w_�;mmwxssxeerma . .-zansr. rtm µ:vInAnnxansm,15.!e,... - rx uaxnaa imena ro Retained Height = 0.50 ft Allow Soil Bearing = 2,500.0 psf Pc = 3,000 psi Fy = 60,000 psi Wall height above soil = 8.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 psf /ft Toe Width = 1.79 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf /ft Heel Width = 2.46 Height of Soil over Toe = 6.00 in Passive Pressure = 350.0 psf /ft Total Footing Width = 4.25 Soil Density = 110.00 pcf . Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 53.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads F Surcharge Over Heel = 50.0 psf Surcharge Over Toe = 0.0 psf :a:r =, ,.:_ ,., „,,,: W.z..,..• u,,.,,...,.,,,_....- .:,..•-...∎ •,,, , Used To Resist Sliding & Overturning Used for Sliding & Overturning Design Summary Stem Construction Top Stem eii:r. ,; ;:: ms..,r; 4. 14„6:,. :.;,,, ,,,,,.;,, ,,,,,,,,.:,,,,,,,,, Stem OK Total Bearing Load = 1,649 Ibs Design height ft = 0.00 ...resultant ecc. = 16.27 in Wall Material Above "Ht" = Masonry Thickness = 8.00 Soil Pressure @ Toe = 1,430 psf OK Rebar Size = # 5 • Soil Pressure @ Heel = 0 psf OK Rebar Spacing = 16.00 Allowable = 2,500 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,988 psf fb /FB + fa/Fa = 0.903 ACI Factored @ Heel = 0 psf Total Force @ Section Ibs = 436.3 Footing Shear @ Toe = 16.3 psi OK Moment....Actual ft-#= 1,910.7 Footing Shear @ Heel = 6.7 psi OK Moment.....Allowable = 2,115.9 Allowable = 93.1 psi Shear Actual psi = 7.8 Overturning Stability - Ratios Shear Allowable psi= 38.7 9 1.54 OK Sliding = 1.82 (Vertical Co Bar Develop ABOVE Ht. in = 30.00 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 8.50 Lateral Sliding Force = 487.2 Ibs .. Wall Weight = 84.0 less 100% Passive Forcep - 393.8 Ibs Rebar Depth 'd' in = 5.25 less 100% Friction Force= - 494.7 Ibs Masonry Data Added Force Req'd = 0.0 Ibs OK Pm psi= 1,500 000 ....for 1.5 : 1 Stability = 0.0 Ibs OK Solid Grouting = Yes Footing Desi • n Results r Special Inspection = Yes Modular Ratio 'n' = 25.78 Toe Heel Short Term Factor = 1.000 Factored Pressure = 1,988 0 psf Equiv. Solid Thick. in = 7.60 Mu' : Upward = 2,734 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 550 718 ft-# Concrete Data Mu: Design = 2,183 718 ft-# Pc psi = Actual 1 -Way Shear = 16.32 6.72 psi Fy psi= Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S ' Fr • Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined • 7 38 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580016 User: KW -0602304, Ver5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design Page 2 (c)1983 -2003 ENERCALC Engineering Software dartmouth_orig.ecw:Trash Enclosure Description Trash enclosure walls Summa of Overturnin • & Resistin • Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 63.2 0.59 37.6 Soil Over Heel = 98.5 3.35 330.5 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 89.6 3.35 300.5 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = 424.0 5.50 2,332.0 Soil Over Toe = 98.5 0.90 88.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 714.0 2.13 1,517.3 Total = 487.2 O.T.M. = 2,369.6 Earth @ Stem Transitions= Resisting /Overturning Ratio = 1.54 Footing Weight = 637.5 2.13 1,354.7 Vertical Loads used for Soil Pressure = 1,649.1 lbs Key Weight = Vert. 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