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, . - I , t. 1.• ECEIVf Er 11 P /' oulup ‘)0.Nit- , ti , ii APR 2 6 2006 ' -iN) iiitS 1 - il 1 _., CITY OF fluti.A1)1 ---'3 rri\jr, - 1,Pici - in - N, "e l -, " t_ J 1 ' • • I CAP C>, , , se N h ... ____ ...,..., ---. ,„ "...0 Iv• IETER ''.. Af'eAt . VERIFY LOCATION ON SITE_ 0 I 2-.54 HP, 240V, ""-. EXISTING TELCO SEWAGE PUMP -----„..... 1- 2ce ....., 1"C P'''. TAL No. Z457 < 1 r - EPE " 166 c , „,./ --'.... II V3- Al ......-- --- - o ..,„ .5,...,_ ) „........_CAP DOM. 0 D 1 FT_JRN CE m I.• EXISTING G ZY-xc, u G—S_Ecolc__IcA2Y SERVice -/7 N N 0 ,1,1„0 . 011 / c.-'- WI . 7 --= -- r . . . . : .v ---.1 ; . . _ . - EXISTING PG.E POLE PROVIDE . 5Cc." DEEP' TrZEJ■ICH r . CZI-I I- zoza FoK U-G CA5LE SPLICING- '' / CONN ECT7TOTEXT,V,CONGUIT By POWER. CO. ' ;-• , N _ co I , •• NOTE. t • '• oPiTi DJ kt..- f Fo. 0 Ni , _ 11 ' 6 .'1 ■ b t%...) Covse.c.c7 , ivpl, I k ■C) 'Yk . . ------------\. I . 1 . I / li ' . • 1 ---.., .---.-7"--------- . I_ 1 1 ft • . ;.•• ,....- CALVOQ TiV5tti pA).) CM--(4t _ , i 0 i n - • _it 4 ' i 0 5 St W CiviNA-CrIDO'r LA L./‘... 1-1,Hvht,.(,_.•E... ngineers , _ _ Consulting E_ tvik 1 t g Cre- 1 r) (503) 968-9994 p (503) 968-8444 f ... _ _ liss. . j ,...._ m.- _ —_ • a? w - CAM .1.- V-g.g0 L.A i•r-- ., - /ii-ig,5.5-0)difivreAo(h9/ LA/ , . ., e. -2._4 -cy-- -. PECIAL INSPECTION REQUIRED rIll .+I J/ 1 , Siite of Orocion Structural Ss eclat Code __ z..,.... 111110111111 i...1 u.ncrGts vAnd RsSinfOrCing Steel \ ., . 0 13 4tti. tnstallfid in Concrete 0 S e Moment-Razisting Concrete Frame ,..- - 4.aiii --- . vnittEij StgQ.ii & Fre5tressing Steel Tendons _ . 0 • tYg x 6 /4 0 " I / I L 6 . il 0 f -- C.ypsuin i'l!cticrete Ali v=„‘-„:-ac.-.:r....0 ConctNeta Fili y5 • t - s r .'„ ,,,„,.. ,-,, -,.. rt •..h... 7 - 0 - I ,...4 t ,„ cel Appw.gi rfie.-: eSibt,Ntc S' aa,C: ta i ri ! ilinps, Dritlf,e, Pier:, and Caissons . 1 0 '1110i:crate , '0 C r..r... 1 0 ?tpacinl Grading, Excavati6n a4A/ yAlj Up " 421 ft Ali \\ i 15"Sirtra!'.12-COritrOi SyStOMS otz..V., G 1 Al i ' *C \,.,...,,,‘ „.....— .....,.. 0,, • 5C,dci4e..uc 1 . - • '.. . . , :. . . 1 ' ,.°6`• e c.o._ akst. A., " .,!".9,•-t, , .' '' ...kV ■ kJ siskt..LATIa4.--1 i x 6 " At Y i N i ik...'=.......;.... 1 _....,_, , j, 3 1, . .. ...„,, ; 1 = . It r" 11 3 _ p. \T v ,,.......,...,. , 1 'd u,._Elid BY AA L7 DA "- TE 41a ------- -_—_ Consulting Engineers CHK BY (503) 968-9994 p (503) 968-8444 f DATE JOB NO SHEET OF APR ' 6 06 , it - - ,- — . , EC,Hvi—r. . . , k NmiL1 =2 CITE (ji- 11�20f" k FE- 3 L c rTI/TRTnN __ L 9 I 1 ". 1. k tY8 % 6 ' 1‹ d J i . 4 .,„ /LiJ 5jg.' cr Bi s. : i & so-A: uS t W 5" X - .. . .. .. .. :_.,,i_Li___:____:____:.4. .. . . .... . .. . _.....( _, i RI 4. 1 41_ 4 9' 1 �.r j - J 'SS i' � :I `,: - _ , \1 *I 0 , : ,...0ye rf,(...0(.v...66c.,1 - . , •.. (...0•,_ 5,,sis K.. • :, 1 IN Ft V.. fr FTEC. wt.- . LLAT� O--(� i n /3 t f 7 , 1 1 X IV " 00 t i g � Fx ►� n r�tl '. - [ .........___ [ - . •• 10 -i. S . o . `, I i J 1 G r SV- 1 Fig, ? ?►. - _ _ C I �V //`� C"4` V��C -( 1r_ BY JT / & DATEg /3!aG, CHK BY DATE ----. _ Consulting Engineers JOB NO � U (503) 968 -9994 p (503) 968 -8444 f SHEET OF .,.. , . C , .., . ,,...,-,.,,, . Tigard, OR Project #6060 STRUCTURAL CALCULATIONS 1 CALC PAGES 1 -10 :10 - (11h ---- , AN '. i ..-r iii 10, +t �'k.'z1E 'S0 6I30 p 1 April 4, 2006 ` AMD- Hayden Consulting Engineers c.-, IWO ClflaS(zov>0.. S " w AA) 4-r -tov E D N® ? Ac+t w itti 5Tc EL. c6 M M S 1} No C10i...o vA.1 soten.,i F_ et.) .L.)�.w, coNc.. rov 1 ► S, - Oa ba- 0i, - T N x S 7 L 5+1/4 M.E.- la E Gr�vFr E.. Y 1- 't' i e - S e Pti*. 4% sm.).- bE,U ->c use D �S * cAdi s5 pat (-- ttl JI Akt U 7 �' jJ - tf- . TO p0 .0 k. Pk 1V12I oF . c,t, — .o' w kt, 6- i: IA A-11•0 Boa. ?Os T5 Y0; E r, 17 r 0 " 0 , 4 _ • 4 'f" e..-011-1%. " i `.i ' 12 f es ' / • r5 1.-4-r / O [^Z ' /CO , 1 F h tJ _ l.. -c7" I • 17L- " /5 /-/- A - 5 p- 5 1 - a, a.2 ‘c- MI Dv,.E 610.)C-11--4.; It t P 13t 3Z ct ' .'i.i -(,at) PL. /5,o /(o fw — Op(c. 13, 174 k (TL} 0100. KY. e + -) ... . L = ....25. -e.s4 -~ ... _ 27s :.[ —7 0 e r, SITS ON C TF,.2 - O F 8'- 5 (A- 2) L ! j - A • c � 1 r,, 7 2.- 6 1 k(_7(..) 1 3� t. Z �"`� �� PL - al (� 5 p 'tJ Z : 2 33,3 e I t E r Y1 1 r ft i d - -- # 5 pt„,..„,- 15psq/ef t,�-� /fo ... 1,f,a, 4 - 81- r)� /(0 -4 , ' or`4 w10,7,c, \NI° y.1 c f _ LAIL.V ! E� r l r � BY i��,� DATE '?l �� H\FAA e Q' r = sD o CHK BY DATE C - Consulting Engineers JOB NO 4) 06 0 (503) 968 -9994 p (503) 968 -8444 f SHEET / OF Title : Job # • Dsgnr: Date: 8:07AM, 4 APR 06 Description : Scope : Rev: 580006 User. KW 0605543, Ver5.8.0, 1- Dec -2003 Steel Beam Design Page 1 • (c)1983-2003 ENERCALC Engineering Software framing_ecw:Cala,lations Description New Typical Beam General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 i Steel Section : W1OX19 Fy 50.00ksi . - Pinned - Pinned Load Duration Factor 1.00 Center Span 17.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 - #2 #3 #4 #5 #6 #7� DL 0.180 k/ft LL 0.660 k/ft ST k/ft Start Location ft End Location ft Summary 1 Beam OK Static Load Case Governs Stress Using: W10X19 section, Span = 17.00ft, Fy = 50.0ksi End Fixity = Pinned- Pinned, Lu = 1.00ft, LDF = 1.000 Actual Allowable Moment 31.035 k -ft 51.700 k -ft Max. Deflection -0.578 in fb : Bending Stress 19.809 ksi 33.000 ksi Length/DL Defl 1,522.8: 1 fb / Fb 0.600: Length/(DL +LL Defl) 352.9 : 1 Shear 7.302 k 51.200 k - fv : Shear Stress 2.852 ksi 20.000 ksi fv / Fv 0.143: 1 Force & Stress Summary Nt «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only 0 Center 0 Center a Cants (5 Cants Max. M + 31.03 k -ft 7.19 31.03 k -ft Max. M - k -ft Max. M © Left k -ft Max. M @ Right k -ft Shear © Left 7.30 k 1.69 7.30 k . Shear @ Right 7.30 k 1.69 7.30 k Center Defl. -0.578 in -0.134 -0.578 -0.578 0.000 • 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in . ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 7.30 1.69 7.30 7.30 k Reaction @ Rt 7.30 1,69 7.30 7.30 k Fa calc'd per Eq. E2 -1, K`Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy • 1 Title : Job # Dsgnr: Date: 8:07AM, 4 APR 06 Description : Scope: Rev: 580006 User. KW- 0605543, Ver5.8.0, 1- Dec -2003 Steel Beam Design Page 1 §� - (c)1983 -2003 ENERCALC Engineering Software framing. ecw:Calculations X1 _s +n ..,,:., :--W+t :._?x.- ,,.tee..- ,:....+nee . -..,9,, . _ ..,.- , >,: . ,,..._. =tom- 3..:..a,._.aV s ..:e:. xca=.,.:+ .,wmxvat:� -, ,At... ^., sc t,P,. - a+; Description New Middle Beam with Point Load from Roof General Information Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W10X26 Fy 50:00ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 17.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 # 2 #3 #4 #5 #6 #7 DL 0.180 k/ft LL 0.660 k/ft - ST k/ft Start Location ft End Location ft Point Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4' #5 #6 #7 Dead Load 2.489 k Live Load 4.148 k Short Term k Location 12.000 ft • Summary Beam OK Static Load Case Governs Stress - ' Using: W10X26 section, Span = 17.00ft, Fy = 50.Oksi End Fixity = Pinned - Pinned, Lu = 1.00ft, LDF = 1.000 Actual Allowable Moment 50.072 k -ft 76.725 k -ft Max. Deflection -0.610 in fb : Bending Stress 21.536 ksi 33.000 ksi Length/DL Defl 1,163.0 : 1 fb / Fb 0.653: 1 Length /(DL +LL Defl) 334.4 : 1 Shear 12.045 k 53.716 k • fv : Shear Stress 4.485 ksi 20.000 ksi fv / Fv 0.224: 1 Force & Stress Summary ,tl'+r:`� < Nka M.. 4r:: xYii +''.me• ^t'CN3. «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only (a Center Center a Cants a Cants Max. M + 50.07 k -ft 14.96 50.07 k -ft Max. M - Max. M @ Left k - ft Max. M @ Right k -ft Shear @ Left 9.31 k 2.48 9.31 k Shear @ Right - 12.04 k 3.51 12.04 k Center Defl. -0.610 in -0.175 -0.610 -0.610 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in - Reaction @ Left 9.31 2.48 9.31 9.31 k Reaction @ Rt 12.04 3.51 12.04 12.04 k Fa calc'd per Eq. E2 -1, K *L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy 2 , � k,,j T es k Y.F.g+ E . J / A\ E-& Gc ,c., t.) L e.. r �.p qo u r C4)3 . (opt lc- P ES " c- (n) le- CTL) 2, (91) C LoA ® 3,5(k- I, 0t• 567.- L \t-iCA t �-Sl - �c5 ( ,, t, = k 4- /. � - L , , i t k. (Pc-) (,vim — ir.._ i6)= /51-11 t... (n..) . _toe t C,c��.�- 12.0t v te_ igt3`I L - _ v4C V� -' TiC . 4- f -e- G--1--(- L "a t V ss 1 -t. k'1 x 7 44. 6411 I k) BY A M r DATE 5/30 10,;, B 0 , v _ EMI I CHK BY DATE — — Consulting Engineers JOB NO Ce 0 O (503) 968 -9994 p (503) 968 -8444 f SKEET 2.4 OF Title : Job # Dsgnr: Date: 7:57AM, 4 APR 06 . Description : Scope: Rev: 580008. User. KW -0605543, Ver5.8.0, 1- Dec -2003 Steel Column Page _ (c)1983 -2003 ENERCALC Engineering Software framing.ecw.Calculaiions Description Typical Col End General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS4X4X3 /16 Fy 46.00 ksi X -X Sidesway: Restrained Duration Factor 1:330 Y -Y Sidesway : Restrained Column Height 10.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced '1.000 ft Kxx - 1.000 Live & Short Term Loads Combined Y -Y Unbraced ,1.000 ft Kyy 1.000 Loads Axial Load... Dead Load 1.69 k Ecc. for X -X Axis Moments 4.000 in Live Load 5.61 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Summary Column Design OK Section : HSS4X4X3 /16, Height = 10.00ft, Axial Loads: DL = 1.69, LL = 5.61, ST = 0.00k, Ecc. = 4.000in Unbraced Lengths: X -X = 1.00ft, Y -Y = 1.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula 1-11 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0960 0.3186 0.4146 0.3117 XX Axis : Fa calc'd per Eq. E2 -1, K *Ur < Cc YY Axis : Fa calc'd per Eq. E2 -1, K *L /r < Cc Stresses t Allowable & Actual Stresses Dead Live DL + LL DL + Short . Fa : Allowable 27.11 ksi 27.11 ksi 27.11 ksi 36.06 ksi fa : Actual 0.66 ksi 2.17 ksi 2.83 ksi 2.83 ksi Fb:xx : Allow [F3.1] 30.36 ksi 30.36 ksi 30.36 ksi 40.38 ksi fb : xx Actual 2.18 ksi. 7.24 ksi 9.42 ksi 9.42 ksi Fb:yy : Allow [F3.11 30.36 ksi 30.36 ksi 30.36 ksi 40.38 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values S`L, ,,,, s�,, .5?^_ +v, «: ,, '._tea: - ,,,, -, :3. „�.. . , ..F.....1..,1 -: + F•..` 4,.. w.f`,, S S X2 Y .. 'k, - .a. - F 'ex : DL +LL 2,496,092 psi Cm :x DL +LL 0.60 ' Cb:x DL +LL 1.00 Fey : DL +LL 2,496,092 psi Cm:y DL +LL 0.60 Cb•y DL +LL 1.00 F'ex : DL +LL +ST 3,319,802 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 Fey : DL +LL +ST 3,319,802 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -0.150 in at 5.800 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft r • C Title : Job # Dsgnr: Date: 7:57AM, 4 APR 06 Description : • Scope : Rev: 58D008 User. KW -0505543,Ver580 1-Dec-2003 Steel Column • (c)1983 -2003 ENERCALC Engineering Software Page 2 framing.ecwCalwlations Description Typical Col End Section Properties HSS4X4X3 /16 Depth 4.000 in Weight 8.76 #/ft Values for LRFD Design.... Web Thick 0.174 in hoc 6.210 in4 J 9.960 in4 Width 4.000 in lyy 6.210 in4 Cw 5.07 in6 Flange Thick 0.174 in Sxx 3.100 in3 Zx 3.670 in3 Area 2.58 in2 Syy 3.100 in3 Zy 3.670 in3 Rt 0.000 in Rxx 1.550 in 0.000 Ryy 1.550 in Section Type = HSS- Square • CA • Title : Job # Dsgnr: Date: 8:06AM, 4 APR 06 Description : Scope: Rev: 580008 User. KW-0605543, Ver5.8.0, 1- Dec -2003 Steel Column Page 1 x; (c)1983 -2003 ENERCALC Engineering Software framing ecwCalcuiations ` - .,.� -�_ivs - =- r- :�,.>a .__._s.. ,.� .� m:�_ z.,S a_ . _ �.e a a,� �z. a -.�.m �.x _ _ _&SW -Se A: �. as- s«,m�e«�a �-�.: t .a : a - n�se,�+e. .... -- -- ea. w�v,•.�eb Description Typical Col Interior . I General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 q Steel Section HSS4X4X3 /16 Fy 46.00 ksi X -X Sidesway : Restrained . Duration Factor 1.330 Y -Y Sidesway : Restrained Column Height 10.000 ft Elastic Modulus 29,000.00 ksi - End Fixity Pin -Pin X -X Unbraced 1.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 1.000 ft Kyy 1.000 Loads Axial Load... Dead Load 5.20 k Ecc. for X -X Axis Moments 0.000 in Live Load 14.14 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Summary Column Design OK Section : HSS4X4X3 /16, Height = 10.00ft, Axial Loads: DL = 5.20, LL = 14.14, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 1.00ft, Y -Y = 1.00ft Combined Stress Ratios - Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.2022 0.2765 0.2079 AISC Formula H1 - 2 0.1986 0.2716 0.2042 • AISC Formula H1 - 3 0.0743 XX Axis : Fa calc'd per Eq. E2 -1, K *Ur < Cc YY Axis : Fa calc'd per Eq. E2 -1, K *Ur < Cc L Stresses Allowable & Actual Stresses . Dead Live DL + LL DL + Short Fa : Allowable 27.11 ksi 27.11 ksi 27.11 ksi 36.06 ksi fa : Actual 2.02 ksi 5.48 ksi 7.50 ksi 7.50 ksi Fb:xx : Allow [F3.1] 30.36 ksi 30.36 ksi 30.36 ksi 40.38 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi • Fb:yy : Allow [F3.1] 30.36 ksi 30.36 ksi 30.36 ksi 40.38 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values .v n•» SS4S- s...a.,..5:aae ... - e _ a�sx.:�n� -mot .; �. s ..a, xa ..e o G. r...es ;en v. -,_ e :a.. � . Stcaw s� .l�ww x * SSS.ss<: x: w.:.wrnaa ,� Asa a.: . r xw... F'ex : DL+LL 2,496,092 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'ey : DL +LL 2,496,092 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 3,319,802 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 Fey : DL +LL +ST 3,319,802 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection 0.000 in at 0.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft • • Title : Job # Dsgnr: Date: 8:06AM, 4 APR 06 Description : Scope : Rev: 580008 User. KW-0605543, Ver5.8.0, 1- Dec -2003 Steel Column Page 2 • (c)1983 -2003 ENERCALC Engineering Software framin ecw- Calculat on g. s � _�a� :....�* _rx«_r- -.._ .,-«r _. _ � .< .a ,_�-. �� , :v_c.. y..:.s, ate, _•c... _._ _ .�� -v+m cw�-.. A,= .. w�w�s•- .�.— ..- ��,� =a��s.�sa. , �_. sa. �vn� '!.v*�u�e..c.��a:+M.ni*S Description Typical Col Interior Section Properties HSS4X4X3 /16 Depth 4.000 in Weight 8.76 #/ft Values for LRFD Design. . • Web Thick 0.174 in ixx 6.210 in4 J 9.960 in4 Width 4.000 in lyy 6.210 in4 Cw 5.07 in6 Flange Thick 0.174 in Sr(' 3.100 in3 Zx 3.670 in3 Area 2.58 in2 Syy 3.100 in3 Zy 3.670 in3 Rt 0.000 in Rxx 1.550 in 0.000 Ryy 1.550 in Section Type = HSS- Square • • • • 9 e - , Footing Type: Typical (&, Roof Load BM Dead Load: Pdl := 5.2•k Footing Length & Width: W := 4.ft Live Load: P11 := 14.14•k Thickness: t := 10•in Service Load: Pser = Pdl + P11 Concrete Strength: f := 3 ksi Steel: f := 60•ksi Ultimate Load: P := 1.4•Pd1 + 1.7•P11 Steel Depth: d := t — 3-in — .75 •in 1.5 P 31.32k d =5.88 in Soil Bearing: gall 1500•psf Column Size: c := 4•in Soil Bearing: Pft 150•pcf•W Pft =2k P + Pft 1.4 Pser + Pft g qu ' 2 q := q = 1.334 ksf W W gall = 1.5 ksf OK Punching Shear: V := P - (c + d) b := (c + d)•4 4V c := .85•(4• f 4V c = 43.22k > V = 29.87k OK Beam Shear: (per 1' width) . �N, := ( Vs . - C — dl.q ft at "d" from column face 2 J :_ .85•(2• f 1 •ft (1)Vc = 6.56 k V = 2.87 k > OK Flexure: (per 1' width) 2 M := qu' W — c 1 -1 .ft M = 3.581k 2 2 Asreq := 1 •in Find As : Given M = Asreq'fy d — 0.59• Asreq'fy 1 •.9 f� (1•ft) A:= Find(Asreq) Asreq = 0.14 in Use #4's @ 12" oc • A := 0.2•in • As Check 0.0028 > .0018 OK Pmin P �= p = Pmin �_ (1 •ft)•d ", Footing Type: Typical (a, End Condition ,• , - -,, Dead Load: pz= 1.69•k Footing Length & Width: W = 2.5•ft • Live Load: Pte:= 5.61.k Thickness: N:= 10•in Service Load: psi;= Pd1 + P11 Concrete Strength: := 3 ksi Steel: f, := 60•ksi Ultimate Load: p := 1.4•P + 1.7•P11 Steel Depth: P d := t — 3-in — .75•in• 1.5 Pu =11.9k d =5.88 in Soil Bearing: . = 1500 sf Column Size: , {,— P v, 4-in Soil Bearing: Pte= 150•pcf • W Pft = 0.78 k P + Pft 1.4 := Pser + Pftg = q = 1.293 ksf W 2 ,� : W < gall = 1.5 ksf OK Punching Shear: , := P — (c + d) b .— (c + d)•4 ty .85•(4•" fc Psi•b 4 V = 43.22k > V = 10.49k OK Beam Shear: (per l' width) V:_ ( W_c — d}•q 1 •ft at "d" from column face 2 V�,:= .85•(2• X psi•d)• 1 •ft PVc = 6.56k V = 1.23 k > OK Flexure: (per 1' width) W r _ l 2 Mme - =qu•I 2 c I •2.1.ft M 1.22Ik \ / J:= 1 in Find As : Given Mu = Asreq•fy d — 0.59 Asreq•fy 9 f 4"4,:= Find(Asreq) Asreq = 0.05 in Use #4's @ 12" oc A = 0.2• in A s Check Amin— p = 0.0028 > .0018 OK ■ 1 n n s : . . . .. _m. . a . ,. 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