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Specifications 1 r.<�cp PROFESS Project: Bull Mountain 10 MG Reservoir Rehab and Pump Station ��, L NG 1 N � III ,, Tigard, OR. . � _ ' 4% Latitude: 45.41436 °, Longitude: - 122;-r1: , ` =,�'- u ^ ` -� O "EGA� Client: Matt Hickey, PE J AN 2 7 2010 '� <Y s. Z� .- Murray, Smith, and Associates, Inc. IP/ < <IAM P c ,- 121 SW Salmon St. CITY OF TIGARD 1 Portland, OR 97204 BUILDING DIVISION EXPIRES 12/31 /10 Phone: 503.225.9010 Structural Calculations Scope: To provide structural calculations for the construction of a CMU Pump Station and 1 subterranean concrete pit to be located on the site of the Existing 10 MG Bull Mountain Reservoir in Tigard, Oregon. Calculations for a new CMU screen wall and a replacement subterranean concrete vault to be located at the aforementioned site are also included. I The following structural calculations are for the gravity and lateral resisting elements of the proposed structure as detailed herein; all other elements are outside the purview of these calculations and are designed by others. I References: 1. 2006 International Building Code (IBC) 1 2. SEI/ASCE 7 -05, Minimum Design Loads for Buildings and Other Structures, American Society of Civil Engineers 3. Manual of Steel Construction, 9 Edition, American Institute of Steel 1 Construction, 2006 4. Building Code Requirements for Masonry Structures (ACI 530 -05 /ASCE 5- 05/TMS 402 -05) 1 5. 2005 NDS, National Design Specification (FPA & AWC) 6. Simpson Strong -Tie C -2009 Wood Construction Connectors Catalog. 7. Building Code Requirements for Structural Concrete (ACI 318 -05) 1 k c_,R,( ) , 1 Contents C✓(J 2z (o (X [-' Scope & References 1 I Design Criteria 2 P.S./Pit Schematic Diagrams 3 Seismic Load Generation 7 I Wind Load Generation 8 P.S. Design 9 Screen Wall Design 17 Pit Design 20 I Vault Schematic Diagrams 49 Vault Design 51 1 OFFICE COPY File: 08- 190 -05 I P eterson Structural Engineers, Inc i .,, c x� . t,. *.k ro ect _ date K 4 5319 S.W. Westgate Drive, Suite 215 p (/ 7 - C h�Y� i i' Portland, Oregon 97221 -2411 ""� % (.)//6/() � �, Cc v . 43V0..... F'" .,L : ! ?� Phone (503) 292 -1635 designer /�f! i,t� /� sheet of C /% 1 C. ! L J I 1k! -� _ t" ! . Fax (503) 292.9646 U MI NM NM Pi NM MN NM =I NM 1111111 ME OM NM NM NM MN Jt,cn . Cry rell'c, , DL= 1 S PvT ( 1 ,L.= 36 hACCI . D.L,: Co,. t,),,-,0k.,1 O 1, ;;(:)p,: L.L. ='200 t hc cca, 1 �. W 11 C C . c. u S V *r g J 1 Cx fos C v = 9'/,5/11/1, I-7:- I, 15 Nu (3,5 1 1 C e 15 o - o c . (sc, st, * I ) s . ,_ 0.92 5 1 = 0.33 1 T l, 5 H��_ (,C , zs t 1 - Pvv-. e sl-co-!U t.,uA w A= 6u.v,, !je rt i Pei'r.> if to, @ y ` , I ' i7 Ke 1 - A Ssu 2/ lcttet.d ( de RI - — 38 p J 1 1 _ / 7 �h�� D ,L` �OO� f >+" J5 I /,.../ �lGn:;n /L'c ?! co,,,,,, P'T ' uc''A'l nn rr� ip I c = 4 S �(� �� . w< r :mgr .. l r 6/(e-- l 31'6. rtisl /l I ::: wr T 1 c :ti o D�.St V4� '�Qp S`tL,u 4/ (C•:.,S 1 V .ts-L, :;,, n 1 I (503) Peterson Structural Engineers, Inc. #� 111:51_,..;--'''' . x ,; M �, 5319 S.W. Westgate Drive, Suite 215 p roject date Porllanti, Oregon 292 -1635 97221 -2011 t i .9 I n r 'X,nw iii 0 i . � . Y I I ., . Fax: (503) 292 -9806 designer ?k 3 sheet of 02 1 1 i i i 11 _...gill �� 111111.._ i , ..., 1 „ ... _______________________________________________________________________. ,,,,.. , •M=1=1 • 1111 • 11 = 1 = 1 MMI=IIMMMENIIMININIIMIMMIMINNIMEMIIMINIMIM• •=I••• MMOINIMIMIMINIIMMMMIM=M•MIMMIMOMMINI=M=MM ___....r. .___________________________•_.__• _____________________________ 1 ,.___________________________•_ : ----7. r I11111111111111111111111111111111111111111111111111111111 111111 • ...... _________ 1 tJesr Flet4nc4 NT5 1 1 — — 1 1 -------- _ _ L i ■••■••=111M1=••••■••••=11•111M= M•M■••=1=I•• MI MEM 1=1••••11MI• 1 11111111111111 �� 111111 111111111111111111 1111 111111 11111111111111111111 _ 1111 i SOVT -El( ✓GT/c-.1 N TS 1 1. I , tom n it, Peterson Structural Engineers, Inc. 43r i 5319 S.W. Westgate Drive, Sutte 215 project date � - " � �, ; � n r� Portland, Poand, Oregon 97221.2411 � 0 / �� / D /(✓ / V ty7�t 9�: y :: .W. Phone (S03) 292.1675 '"�� a +• .� `. designer � sheet of 1 Ali ? i. Fax: (503) 292 -9846 / I • 52 0" 1-4" 49'-4" -.- — -I r i . .. _ . ._. 1-2" 1-2" 1 I [ 1 ' - 1 • i 1 • . i . • ' • - 18•--8" 7=-------' . I 27.-0" 1 1 • ,. ., • _. 24-8" - 22 -0' L . • 1 --.1 :________ l ( II ■ I •----. • • t E______,, • I - I i 1 . 2 0 I I L ' • I • I I 1 1 I 1 X 5' 4" -1- 4 --1---1 -- 4 0" 1 4' 0" 55 1 • /4 I A 14/1 Pits 1 52 TOP SLAB It i r 50.-8" 1 13" - 6" 41 INSIDE BELOW SLAB 20 _ INSIDE BELOW 9'-4 7/16" I ,.' ' 4 - 1 12 1 SLAB / 1 1 6 Ii 18 -0" ''' 1 2 - 0 " 4--cr 1 --- 4-cr— ----4-0" 1 1 4-0 ---1 - 4-o' ---- - I ,_ , 23 II 0 ' 1 , % 24 2' - TOP SLAB /.. i 1 / / II L , --1- 4-9" -- 2-6 r . - 2-6 r 15.-6' 2-6 1 1 12.-1" 1 1 ''' 6'-7 9/16" 1 4 -0" I —1- ___i_ 1 ' 1--4- i 8 I 4.-0- -1----- 6 --I-- 6' -8" ---1 1 1---I 4'-o" I— 6 1 4 11 1 1 Er 1 I ..01.,,,,; ,,, 5P:tie:sown. Stru 1 E e n 7 s e r f 5 project date 'f,t, Ah957-t • //.C ///6 / designer 0 - - --,--0, ...,,,,,I ,- Portland, Oregon 972214411 . , -„ - d,„5,},;.',7 - 37. ;-..'' s'-':; Phone (503) 292-1835 /fi sheet LI of 1 ti. i':. ,,,..,„.:;e ,' ;10,1„,q4, ..ifis ,ol:14!: Fox: (503) 292-9848 1 C t � ;'� , • • A ll b #1111A111111111111111111111'- I i 1 1 w 2-0 I 10' -s" 4 I In �ei + + 1 1/2" CLR. 4 \ � // / /� // //\ � 1 2" CLR. I 12 „ 20' 4 1 �I 2 2" r� . CLR. 1 CLR..." 1 1 31' -7" 1 40' -3" • - 1 2' -0" 2' -0 1 1 . P , s . Try 'Jo s�C 4 J t . 4 , _ 6 „ 1 • J 2' -6„ 1 _ I — 1 3,. CLR. - 24' -4" I -- Peterson Structural , Inc . �'�� -= project /z date �� /1 4N. YxC 531: s.w weetgate orw Engineers suns 215 . P 1 r ',NM*, ZIA, Portland, Oregon 97221.2411 r "t' ` ` ry , l Phone (503) 292 -1635 designer � i , sheet r of 1 rr -' � ✓ i Fax: (503) 292 -9846 / ��l 1 1 1 _S. 55' -1" _g" 52 – 1 1" 1 ! y ! ! : i ! ! ! 7 i , ! r ! } 1 . s a r ■ s 1 r s r r r r r r II r r r r ■ il in l id EI • u It • • • • I u –e ■ i 11 I 1/2 n I `� CLR. L'J �.r ,,—.,•—•. 'i; irQ /V 11 f, 1 . r ___I CLR. 2 . 2 I 47-8- 1 2'_0" • 2" 2` CLR.. CLR. 1 „._3. 1 • • 1 • 2 1 • (CLR. _ _ _ _ 1 } 2' 6" . . . . . . V.. 1 51.-8" J WT5 1 1 Peterson Structural Engineers, Inc. NE 5319 S.W. Westgate Drive, Suite 215 project Portland, OQ / �� date /� //( /� Portland, Oregon 97221.2411 i Phone (503) 292 -1635 designer r , / sheet of Fax (503) 292.9846 9 /4J/` 1 - 12Z. gO g I'7 Ss 0. i„ j Pa (eoTc i P ie P C , Lc1 r • LI 5 i y 36 s C O.3 i I( . So I/ C/�S� / t S � l 112 1 DeC Ll�ll/I y ar 0 1 - - ::: n J F F " 1. b3 S ys F 4 5 0.945 S �' or &z2._ c. 1 FN 1."4 s r„X = j- O.y��1 s - Zj�SM: 0.32 -3 V h U t.. J5e Selswl(L Des,t ec∎T of p.7S 1 R= 5 0 2 /Z C 1 = 3 T= o.o (�6. a = G. 1 62 F 3c,e._ 5\Ne c.,Nr (E.- , t.... i: 1 _ `'_ = O. l 1 (k) V = 0 • I 1 (W) C s °' = o S9 46 1 s T =� 1 OMt,e, a = O.OI 1 Wa1\ 0 \. -off- p\aAt, c, Ai\ck.-OJck)e 1 F = 0.4 S w = oe -_-,71 1 i- = too s ( -1) = 3 9 pl)_ 1 F = b , g S z)sC I ) L 5S 3 p = 0 - '- CCA) p l 4 J 1 1 I Peterson Structural En Inc 1 s a x 3 7 . -, : date ro ect (,)f__/6„) /0/7</) 3 5319 S.W. Westgate Drive, Suite 215 p 4 .f"Cr'fa 44 ,J { '+'+ � t Portland, Oregon 97221.2411 t r;, 5 , Y ' 241 1 , , d # � Phone (503) 292 -1635 designer " sheet /` of 1 . 17 iir" _z. _ •'1�. 1 5,'1 Fax (503) 292 -9846 - g r I Bull Mountain Pump Station 5/5/2009 SW 125th Ave. and SW Bull Moutnain Rd. WIND FORCES ON BUILDING File: Pselxx Tigard, OR. BUILDING DATA: I Basic wind speed (3 sec gust) = 94.5 MPH Exposure 2007 OSSC Figure 1609 1609.4 Roof Pitch = 5.00 :12 Mean Roof Height h = 13.50 ft I Importance factor I = 1.15 Table 1604.5 1) ASCE 7 -05 6.4 METHOD 1 - SIMPLIFIED PROCEDURE Height Adjustment factor A = 1.21 Fig 6-2 I -11.99 -12.19 -16.42 -10.43 ( 17.03) ( 15.69) ( 23.63) ( 13.50) 0.27* ( -1.34) ` 22.6 MI ■ 18.10 II 13.04 H =15.9 ft (25,94) All forces shown in psf 11.1 ft MI (19.64) I III III \ \ 1 23.33 ft 1 * 50.67 ft 1 I LONGITUDINAL ELEV. (19.64) • 72 .= 6. 0 6 10 % of least dimension= 2.3 ft 1 ., 10.73 kips 40 % of the eave height = 4.4 ft 13.3psf • c c c 4.59 k 4 % of least dimension or 3 ft= 3.0 It I 14.6 psi ` III 50.67 ft therefore a = 3.0 fl 13.04 2a= 6.0 ft Ali forces shown in ps6.0 ft ` Example, from Fig 6 -2 longitudinal for wall I horizontal Toad at end zone P = 14.11 psf Height Adjustment factor A = 1.21 Importance factor I = 1.15 PLAN VIEW ( .94) - (P53o)(I)(IW) = 19.64 psf I FIGURE 6 -2, Main Windforce Loading Fig 6-2, MWFRS Horizontal Loads Vertical Loads I Load Roof End Zone Interior zone End Zone Interior zone Overhang Direction Angle Wall (A) Roof (B) Wall (C) Roof (D) WW (E) LW (F) WW (G) LW (H) Eo„ GOr, Transverse 22.6 25.94 -1.34 18.10 0.27 -17.03 -15.69 -11.99 -12.19 -26.47 -21.51 Longitudinal _ All 19.64 -10.28 13.04 -6.14 -23.63 -13.50 -16.42 -10.43 -33.14 -25.93 I * If roof pressure under horizontal loads is less than zero, use zero Wind pressure shown in (xxx) for End Zone. Plus and minus signs signify pressures acting toward and away from projected surfaces, respectively. • I Fig 6 -3, COMPONENT AND CLADDING Area for wall element = 21.34 fi RESTRICTIONS: (6.4.1.1) Wall, Interior Zone 4 = 21.26 - 23.11 psf 1. Building Height < Least Horizontal Plan Dimension End Zone 5 = 21.26 - 27.80 psf 2. Building Height < 60 feet. 1 3. Building is Enclosed. Area for Overhang element = 10 ft` 4. Roof is Flat or Gabled Overhang, End Zone 2 = X1.73 psf 5. Building Plan is NOT Irregular. Corner Zone 3 = - -70.11 psf I Area for Roof element = 10 ft` Roof, Interior Zone 1 = 12.89 -20.40 psf End Zone 2 = 12.89 -35.59 psf 1 Corner Zone 3 = 12.89 -52.62 psf 1 CjF_ 4 ' Sv.,= e 1 "u 1 2 1 L 0 0 11� ISPs�'(2 b7) z A�- a sz Z �, = (, 2 _ 2, 73 (sz)' / 7,0,8 - 1 G oq 1.- 30 1 I Z ' t H 1-.S. ONr - Tv • 0-r 1 L -J' Nis l/r a = 0, /? (ii ' s Z) a- /047/0S4 (( 2j 3.57,/ 1 ) 1 - _ � 3 Ilos A (� l 3 D 1 ti" ..... 4 ` so, L)(X g ' - 5� ' 1 11/ 1v 10-6 ' . !() z 0. (S,G7) 4-(_ 7 ) 11.1 p,: - '• qge i Ow- C iD:a� S ,e-1s t , COATIt S 1 (6\ ' 25.q� s l38 ,Q +. 1 w,AS E- LA); 1 ! C ,* (�.�1`'{ fi tC C �. � Ol % 'f' IO�Z�) ° �� f� J��.SJ� i' l.T'�'4 E `� 14,r s N.64 '- ( .6 714. to ) 2-/b1411 at 2."` ft►o,i 1 z. > ( 4' , Z.■ 1..5/ 22,-- C ° X L t)/ 8a @H C3C , W 4`,.,tA 1 . 1 I r a k"� : Peterson Structural Engineers, Inc. J) fO J 2Ct date t �'� 6319 S.W. Westgate Drive, Suite 215 t �i,� / 9,1;7 / / / ,S� ' .: tk i C� a #i Portland, Oregon 97221.2411 - Jj / 1 / 0 , r -,� . c n p' Phone (503) 292 -1635 designer i sheet Of 1 4;1 :: pi. y , ..,,, KwLt Fax: (503) 292 -9646 F= • Rse (i4)0 ,4 = '7s c p4 ti =I v , ) lu 67 - 2 1-1 t ( e ,L,,,. (,/ 1 I / QL = - 45, (ZZ67'71- = 2. 2,13 03 pil 11 � 3G `( "tJ 405 k 10, K= I,D (P,�, p1� �' lO t 1(7,7q L .3 44 1 t= 762 " 1<IltA) R 60 t o,to F 5 e a ins, E s =21 kt51 ‘„,= II SOD Pa, cl _ �• 6 1 5 ` = 3 8e l'et (Ce:,; fun if 1 Ids LO _ 7s,8 p AT 1.i.,7 7 -). g _(I0,67) = (0 - 'r-16s /Pr .] 1 E, 9o � _ Es = z . 4 S >M M I Pu MS;TG 9D _ r F _ O, 3s `1 soor61 gss;fM� T ' c . ,ih-‘ I �I+ AssNom- =d- t� = 3 .8 l;' - ) 3.18 Z r 1.35 F ( i 1, S3 (Zy,oO6)(3<tQS') 1 # 6 I■CLf A5:-- 0, 16 --Si, �,� j 44= - . F39 e 5 . -n o, 1 ' ,, ,: 1 nn //_ U (`� / ,'] i / �i H. i 1 O' C -e ,,, ) , , 1 �1• k, 1 I e(,�r0 i Peterson Structural Engineers, Inc. date '70 3...1,: i qi. rf c 5319 S.W. Westgate Drive, Suite 215 project ;% / � / C , 4 . Portland, Oregon 97221 -N11 (� ` i' lk S i t G �.,ry A'. /O / /n /( Phone (503) 292 -1635 designer ,,�� sheet I „ of i r �° uP' a 4 Fax: (503) 292 -9846 J 1 Ipc.b). 1 0 , kr - ot- P1avt c Gear 0 _ — D. . , __ O , oo 2_0g k, =- lia (e) � ( e n ) Z - C 11 A. 1 j= ( — 1 = D. gol7 Kd= 0.g.335(31s)- (.(2y )c?, = 0.10\ - 4(.$‘`)= 3.435 I t, z� t= = - — ■ 0038 Ka = I z. f� = © d 3 Q 1,, 0or 1--13e0-1. C = 243 (( p - l T T-,- o.ZS�r� [I_ I'iB f`) 1 o (, _ lo, ro�(,2 3 -(7 r s Rx �l C��4�; =? a �, Z5 �t,s v Ho (2.‘.3) } 1 13.4 . t. y —> F � 5Q0 e5 1 J 2D3 4 - (-10S 6Dg Ibs /T t Liz, $ , vkl'T I '-k- - Z p(4t- 1 -2-)1u\ - Z(167Sre)6 1l. -1_o d 1(07 <F o. goi7 -(0.z1 (4o)(3.ziy (a, A �.�� 1 3 I )G< F�� F sao c `� << <� S`��\ Ti� s 7, = — ( = 2 8, - 1 f 5 ' A \,:‘, 3.y5( 0.132_) 1 r-,--_-. ,(2_(__, 1‘,6)--_- 3;,,\A-si t = 2_(g.e, ki, lo\e„ Ll 5c, e `° `Lk7 *,i CA. \ 1 PA, A p.o�z (e)t = o.1$ }� il u'\ A S , = o.eo0 (Ot = 0.04 ttA`/ ; G / O - 0 C2) -1 e ( �°1, . 1 I Petersdn Structural Engineers. I date rOect Y //// � 5319 S.W. Westgate Drlve, SuOe nc. 215 project ll// f�' j //� v (.�' 1 .4:446..,. k I �i Portland, Oregon 97221 -2411 7 iLF-7, k = 1} y ( .4K . PPhone (503) 292 -1635 designer /{��/' T 1 p ry sheet 1 of E �'- ,.,. -c"� t .,sst`y�, Px'' Fax: (503) 292.964fi 1 LL. f I 1 WP ii 4 u . I Dv . T - eP- PIc i' Cevit 1 M, 1 Miv, A_s 0 t o6 ),„„, r 11 5 � ( 4 r C _ CFi t C, tf l 'pf11, ) 1. ) b A - C. 0 q g 1 U , 46 & ilo' ®'C. )(-i fl . A,s 0 . 133 t'4 � ,-a 0.0 7 F- 4- 0,i = 0:23 I � t r A , "-- 0. 2. 0 „,-z-/e_, )- A T 1 ST r` 4 1 6_\-4 ,A 4 (2 40 V - — [, lx- F ca)i ‘1;e. C■ z\- Pl At., 6A&,..K/ tit70Jgr -- 1 1 jwf,11 e- LCt.. -t I 11 5 - Cw/T r-' 1 J— 1 11/1 o- x y 1,, 6“,..1 o .... L...., (6„4-„, 1 L = c V = s qi(6) - ?6, 1 =1. 3 ✓kr �,z- 3 , 4 : P,aP1l 1 /A1= ? 9 0 = ZZ- 3y P -- A ✓y1= .3x'44 ( X0.6' 2 ) 3.y3 'r -1 � (,,to,,,,,,,, e c' .,Ltii _ _: Z2_ , 3 ° i 14 �f•�y" s 3-5 ©- t , T 1 Z._`' 0 lb US STC 1 A - = ""' 2 155+ tp` �11�4 ., O L r ,, I a; st , Peterson Structural Engineers, Inc. � .F w � `�� ' project � date ' 7 5319 S.W. Westgate Drive, Suite 215 P j D y C .._19& / /6 /�? ' to [W ,4 y ,, ''� y� N Portland, Oregon 97221 -2411 !i (/ t^-, s:'•.. y 7� i ra- Phone (503) 292 -1635 ` 1 r r ;�)� :y designer I sheet of 1 8 Vr t x y Ji Fax (503) 292 -9646 " . 1 LLB/ Des / '41 4,si, _ /` / w5a 1 Dt _: 103 1 0P(Ie4Z') + 1 /,.(to 1 + 4 - ( , 69O I.L1 p : yO3 Ci•33 5 3,3 il 1 ( ) 1 = 0,2 Co, 632 } 1 65th''"= " 2 I y'`'S P o,z s P i tot 1‘` C1.xs, -*2. ;:.a p , 0r = 0, C I (1(v. +- = I 7- y NS (Co'vrot 6r) Z III = 3 -2-1 14� s VI _ -- = 2- ' C.) ; Vt., t„a,� C Oo/jhn3 Sr I � � t 0.36 Ibe) t4, (a ( 12'1') == 10 167 6 ° 0 r = 3 s Ps, 1 - C = 1 S (2--C>‘ d 1 z� ©(1� p ec 4011/ ,1 J ., 1 �o f S D C Cm ./k 14 cSN'S S Rvs 1 1 1 1 1 I � Peterson Structl Engineers, Inc. date 4. y 5319 SW Weslgaturae Drive, Suite 215 project ! )� r, 0(.2 /� /b / /I y ,,,...?7, f l , 3.. 1 r� Portland, Oregon 97221 -2411 L/ ! ! 0 1 { y, j z cS a..I r , Phone (503) 292 -1635 designer �tj? 4� sheet ; Ot . :i a V.: r . ':' 1, Fax (503) 292 -9646 /,1 1 1 eM .1 % Ri6 �,rii f i 2xt' lit �-Ft _ ;0 \A 217(x)- 65/I" sgot -O ): 92,8 P.-6 > \.L.= .e6 - ,ic 1 ---- I J l 3/4Y 1 _ -- - — _ 1 PlC,'-V_ r. : t' 6 L _ 2: 1 4.._ ''''' 0 ..... 7 5 g (10W (104 .=, -gctii61,p . L-1 ) _ ; C! �, � $ Sec,/ . c-'�,vl., ? d i r Ii''' I Jog ply � �= £l'�,�� Ufa ► I6' k > V S 5`7 -i' - 1 _ I� 5 > v _, 4 - z, 1,i) qt,t� ` �� 5 n t (4,/ 1-1,— ` F F..J L► 1 1 0,p ct, F,�, I - 1O c.ftn- ilOVT Ca ''G "c,) u ..vkt A� /s \/ i 1 ( -- 1 K cr) S7'g 11 , V z i( 217) X34 ' „ , cl,, ;' • ....../ t L_/ 11 r�fC (ta el ockl ? i. 1s Peterson Structural En Inc. f F= "? ,g . ro ect / cc / date ,+ 5319 S.W. West Orlve, Suite 215 p / J i_.., I l.f / ; /0//6/0 (: 4 t • Portland, Oregon 97221 -2411 `/ r t/ 7 U',++�'- �t, ce . lRk +' ' Phone(503)292 -1635 designer / / sheet of i 1, - I f" Fa. (503) 292.9946 "iv' • 1 IA) cc\\ D c s ky 1 E/\-fl G.q.� -I , V ^,,,�� 7:70/64k5 (4 #�9 1 ir Soy 0(` 4 y' _ z∎o f iP . 1 IS I. L't c /3` Cox w /Ioa to -,-,o, Nutt 1 p1, PT Cc ,/(,,- P r) / = 2 (zz.) Z A r„,61 7, 2 , ( L.17 1 -.--., LI . -- t-i -i- 9 ,„ p = •- -.3, 6 E p6-P (e .5�. �.* $) 1 U 9 (3Ofl(a 2 .1.63 (Z.243+Cy33Z I'i I A A-1 k ti 1 C. i cAT F9/ Jl i , 41' � �5 3 •� p� *t C� 0 - Ce., \t■ Sta.4..., t i:.sv.- (Lte ..f - - tj 6,(1 - tits) 1 tr 4 � r 2,0 )014 (Sti.# ILO m 1 fl 0 _ 3k > 1 z -e, AR 4c)lif CA/U CIS 1 L - / W 6 45"v2 5 / /.-- -z 4- 2 - S)'- J /..b7)¢SDz7 1 /4,. = 30 (a j- z rs) - Z Os/p. ' 2 e 1 o,C &ems LAA:Te-1 � e2.� s 1 1 ' :_rr r , (7--- i, E) Ccr ` a Gq,0 in1cr,l(I$6e 4,,(G; I 9e1-,,,v'e' '( 11 Peterson Structural Engineers, Inc. date i d t- 531 S.W. Oregon Westgate 92 Orbs, Suite 215 pro ject ) X n / /� / ' /0A/69 /� n 7 7 Port 721 - 2011 ( / / l (/ / l v 1 (/ 6 s.F J,y 7n' ; Phone (503)292 -1635 designer i nky sheet 1 �t 1 ,RV .;;V9' } 4 x t> ;; Fax: (503) 292 -9646 3 ?( k 1 /. . //c e7 �� r cOv(S 1 C fl u icd , qa1 Cok):,e_cr/ 4 ci 1 ii t,____: ' 1 - _ , 1-3 / ,',v, v t-., e , i z r c- (D,L) 'A) - z''(6 (Z. ‘7) 4. j\VL*.7-''ki I \(\ ft° L (-) L, \- t . () - 2-Y - 171 ''' _ (IA .z- 17-■ fiir(1)(c,.2s') -- ( 00 it-1(d 1 jr C.25" ( 2 I,-fis" M � p = -,- ( .ay i 41,-1 > m 4 €7 1 PVI — /6/6:cy ray > l., ii-, - % "` ,7s 1 1 V 7-- I 1 / � (-1''' ,.)_ PI/ I\ ■ 1 1 040, ii 1,* 5 VI_ , � `- L 5 (I 1 ' a'r` EAge!. DISrti,tc o C S. - Oe b (5Lea.r' c/l j 1 V4;, ooh (67-Oft:) ( 522_ i,- >V �,�xL- ► .1'''s 1 „1 T a\\ - '1go 16< • > 12,., 2- ' l ' / JT 4 i i �/ 6 e- 1.- x & x -7 L 4 w1 %,6 Trc.'t 1 1 I ,1T 5 ' a ' , � Peterson Structural gineers, I d8t@ � � y / : y ah 5379 S . W . West D En rlve, Sulte nc. 215 project � ,11._,/,,5--,,(,,) / '� - �j "s',,: � Portland, Oregon 97221.2411 4 r 4 ,; �,€ Y * yx Phone (503) 292 -1635 designer J j sheet I b of 1 a m.._,_ .. 4 -: r: Fax (503) 292.9846 / .i /V 1 1 (P.,Ik c d , tt" w R' I 6, tOrc,, (9/.„,\ ) - too (4,) = u ? o,� �I 1 Q l � (P Seis.^-(c (o1/41,5 - Poi l.8 CH LJI - 40, %�io) 1 1 = p _ , s� _as�p0p� C ovrtfo ._;c-_1-5-0-1c_ .,' _> , ,,.„- ZG 3� y2 ,,-.7 1 1 e , , , , -_ _ G S fa c (...,,i: 2 I) 1 5e- OA Cc__ 0,9v . (,)I4 Sc 3att' v,,fT' ' ((e-Nrci) 4' ( �.4 govt -, (SL,-'''�'z,) 1 e o A _.o.�z(0)t= 0,Ie -r'4. tY 1 ,, A SH6r. = o.oOO7()t = D64 /h ��4- 5 3v, _> �s= o3b i • :- // / /i /1- 1 a ( 4� # �/ Q Y � _ } 4 _ (,) o, i5 r1' 2 = D , a ys " '/1 A s ;4 �,, JQ 1 A � - D. 1 /y, > A, �r " C(e \ i) \ FO?)T•\`v\ ”, , Di...- . . ., <<,6 , t ..p. ,,,„„) ,) - 0 qv .4,0 :: 6_21)2 , o . 7, ct -1 1 6 o Z - V eq -- 02, N 6 0. 253/1t . I'I :S(of _ 0. 657 - Cr �T W 4 z ( � #�`\ v� - 3 6.s(6) = 00 2. - / 1 r !,J, y� }: ° 'o l' r-•l p Er -T Iti /si2 'I :�.4 . • 1 t (:11 { Peterson Structural Engineers, Inc. t Y ro ect date ti p 5319 S.W. Westgate Drive, Suite 215 p j /.-^ - /pri" /' ✓ / /� C �qh, � i 1� n7s,. Portland, Oregon 97221.2411 , ; :F ! F5{ '' ' Phone (503) 292 -1635 designer �1/'f ��4` sheet 9 of 1 % -7p : 4 Fax: (503) 292 -9846 f/ /fx 1 G( 1 r i i 1 H = .' (�' G, ..t e) = /14171 ':-. a„ 1 Co Uv, �t" - . / o r , r 6. 33 y /33 j — / , e go is ,,, 3 . s,,,( /- 33) 6.33 ' = 3a7 pi = ,36.,_5-,4.5,A(/ 3) = e!I b p�� 1 F 53 G .S3.S'I5 1 F.0 :1 c.2_-____ (0 j -..÷: ,y p /b,, 1 (/(se s g eetc 4 a:y /t Ff (9 /) r- firms @ /p'i #(,A j i11 / "OA- G, s'3' A /ksi✓ (sI, 44 80) P, AASteT FOOT-IIt • 1 P l L 6got 1 . fi = ,/ f /1 '(.. 4 _1: - 0_ , - , z.,-, 4-16 v,..., U �, = k.e./ iG v � = 307 / 1 I c %s, ' 4 , 9r,�". w A s -.3 4r $ . :4 I // - - g /ate T 2) /f9T Es M%1. #.5c2 / /1 ( 4 ! j 1 1 1 1 1 1 14; r } Poterwn Strudu Enginsora, Inc. ro act � s ate /� / � �� s319 s.w. wartgata rel ome, sane z1s P 1 .-';,, _ d /�� i' �m �� Portland, Oregon 97221 -2411 ` f �� . "'z°r+� m hone )292 -1635 designer ,jr'x, , rte% sheet 1 of 1 4 � x 14,:74:3404 ., F (503) (503 292 - 9846 1 1 SW Bull Mtn. Rd 7/2/2009 Tigard, Oregon Exposure C File: 08- 190- Screen_Wall_Wind ' ASCE 7 -05 6.5.14, Design Wind Load on Solid Freestanding Walls and Solid Signs F = q G C A Eq. 6 -27 Height to top of wall, h = 6 feet Figure 6 -20 1 Height of wall, s = 6 feet Figure 6 -20 Wall length, B = 18 feet Figure 6 -20 Aspect ratio, B/s = 3.00 Clearance ratio, s/h = 1.0 Force coeff C = 2.60 Figure 6 -20 Exposure coefficient K = 0.85 6.5.6.6, Table 6 -3, Case 2 I Topography factor K = 1.00 6.5.7.2 irectionality factor Ka = 0.85 Table 6-4 for Solid Signs Wind Speed V = 94.5 mph Importance factor I = 1.00 Table 6 -1 qh = 0.00256 K K K, V 1 = 16.52 psf Eq. 6 -15 Gust Effect factor G = 0.85 6.5.8 1 Design wind pressure, F /A = q *G *C = 36.50 psf !Design for p = 36.5 psf 1 1 1 1 1 1 1 1 1 1 95'190 SLR l � 1 I . e , ...tmp. ..51-tIri l e el r/ r 1 . . 1 1 . ' . C 1 o L.-1 .5.5 tA 4. , A , , ,, ...., 1 n F 1 4 coq .11 •:. C.< A 11 p f 'A rzt. ci Co A, ‘1 tkA f fi'7-3 1 / 1 --. MAX H LO le..,k, 1 i'.e: & el- 1 -4 . 3?.6 , L . . 1- eQc-i i9 t Dko IA - Pt, it , . 6 I -"" C_DIV5csf\J-ckliVAA -S CAlf k". - 15.0. - i Vtii- Loetc1 4, , 6, Lcm 35 Ff. - ecAS t o .j '''' 1 ,,....„ f.di H., 0 , 1 , ii ... 1 d. gsv.o ' . _____LIT • : :, -- , _........._ . 1 . I i i - 1 i Rz / I 1 tnk 1 6.4sl.& ____ : 1 • . i LIS,,-‘ 4 S \A 7:7 1 -. \ j 1 . S )-\ = ( • - kg.5 ) g 0CC: Z_ I L14.4.1 , \ A ) A 13 R.A6 LQ 0 I . l: : ;: z-7.7' 1 . 1 1 1 I) , , 4 1 1 I 4 ti..6.7i ii . 1 1 i 1 - 1 .1,s11,3s 6 4 +4 slAI .. _4, 4 _ ; 1 ag ±.. , .. ! ...,..„ 5319 s. ,...„ Peterson Structural Engineers, Inc. W. Westgate Drive, Suite 215 project date . 4t5.,: Portland, Oregon 97221-2411 0e- /967 /e//‘/02. 1 designer A), sheet 1 e4 Pit /I 1 C-� Ocii. p\t(re.. .bc.Ad.V CI ;c -z { 'c kau, 1dc*. i. , 1 fat lije -, '� O, Nlo*.ts� . S aid �,acT('oAs 4 QlQtT AkTCS 1 w +r. M d. V 00= b= 3 +7-5 = 2-( 1 ' 47 ) : )t .tI 1 (aLc r -Q>� // 1` 4 oc N b 6 _ V ` it x ;✓ 6 - a,70W. (a1t0vr X -ax's = Z so,\ J 0) 1 I J3A ` \ E(Se- -o g i A oVc.- (U Ti cat i .,soi' S i e o C y - 0. dlf3gt/ 4 � G r, 0. )93g' [2,'� /.4' 9-11 . SG PT 1 L' 4 I asi 1 = 6o f S) t,: 24 b =12" d =2v= z " ;22" _ 1745 1 A ,..... 2.‘zo ,68. _ 0 . 8 , e . / ,a,/ , ,, ir. _ �` � mN I. ) = l o (Ili Cr-' /$9, 6Q6 (--)# (I'\, `� bd Z IT' ( ') _ - m � = 2.10,77 A-fti _ ft,, _ 210' , 7 (1V i� (10 i'V Z 4 3 5. LN ptl 1 Q= Lt- Vr o. oo�}' -9 A SS bbd - o:v �4( ►� )( =°os)^Z� 1 t,_ mil', , 2.9S m �r- 1 1 1 1 ' g , .. r _ Peterson Shuctural En Inc. t ''- ' l � - _ 5319 S.W. West Drive, Suite 215 project (-)-1... } / ` k date ' `i a - � "�^- ' 'i. Portland, Ore 97221 -2411 ` J / , /�� O t } VF. dh 31 ,, k}" t Phone (503) 292.1535 , d esi ner sheet of tt - L) ,.c r � ,il .'.tW Fee: (503) 292 - 9545 designer 1 1 ff !� P 5. �� 1 Lp ed./J., 1 LOL ' Z LUGIII Tc (tk7rf�4t Se, I S Ce.) c' y _ ©. o05' -g L 171, = ®, oa s 7f9(Z ?ra �! / = /S. G 4-14 1 45„,),= re /h` m- M = /4 65. (./'14) r..- . D3. 4- 1 o. 9 a 0.0490967 A = D z SS /h1/,/,_ A = O 2 ss /41 <A > /. 33•q s0. X11 sic s td 1 U.s- /7i , .¢ =0r .Fy /h% 1 1 4)0/ Qgsc 8' PL eve_ C /d.,' ri 1, N6,4- slp,l ., i ) 1 s *4a /2 ' , f l� � �s�ecr /c1) 1 0 ! / c4tovc, Sk.te 8' de % C..4/I r v e. , , cGl, /I9v,, • So, l Srde 1 C) — —D.DI(�S: /1) y r p.o4es(2 vy 1 — 4 /S.6 - 694 / / /S6): 71.91 Fr-k / o r 1► 4 1 ' 9.9 4A I al / / /45..O( ez 2.ODZ/Z,!,,agfX . A� r�d a 7 01 /A 1 A SS = Dtr 44 2 i�/ 'r A� /ti f . L /, 33 /- � s , 98 / z ?r 1 Glse- 47 .4, — O. et /;,// 1 1 I _ Peterson Structural En Inc. � � r � � " :�� ro act date �!r 6379 S W . W es t ga t e D rive, S u n e 215 P 1 /�'� f ' (0//6/0 �i ;.; '7 r � ' ; ' 4 P Oregon 97227 -2417 ('�' i d . , r - Phone (503) 292 -1635 sheet of q�,1 designer j ;,� j4� "?;+.�`� r _, .:1 Fax (503) 292-9646 /�j 1 P.$ 9 1 L 0:71 lc'e+/ /s 1 �y� W� ->'1/ L ,0 8 / cf z 61/4-r7'/CG /2 11A ' So l l .6- r oCJ — D. pose74 / - 0,00 / (z70 h = - 23.;i g -,15 1 /11 /6 (23. f9 /1 ") - - 38. 1y /)r4' A.- 35/y_- 412 - 38'1,, O, 1 Ai = 8'7. 5 psi P = O. Gtr / 79 Asr r d, 39 A5...1..1 = t9, 39 Az /Ai L A ) � =p, ge rn ,/33 � d e7. -5/87 4' 1 Use / = , ' , - /e7 1 1 &Le_ 5 4 ,1 L C- /l s 07/c, /i f 4 / Sv, / / . _ , .&clt a&e 8arr0,, 4 1 04, 0,0/56g4 A(= 62, 04.56414 (Z 70y.4 = 4 ,2.3 A-47 /1 /4( '7 '1 =6, .Co:q / /6 M4 = 75 ' A I vte..„ �� / Il i„, to Uclr *9 r I t=zL/ b =/z d =2y- 2- /. /zs= 20. gxs A s�„ h 0.8 /or : t5.24's�4 (/ZD 3 d^ " Fr 1 /A',,- /��(2,$ = /7-2. � / OS, P= D, 00 2 yS j,,y) 006' 1 A - 0.73g 'Rl r L A -o.e, .-1 , < / . �3 _ - o. 8 1 A kr rel 4- / A = .%2, gas 'ul� 1 , -To e,r (vv/ go�c o S 4 o ek+i1,5 e' 1�r, ',,., / So, / ,r-i4' eo rp, -w 1 °K-= 0,0 c 2 axy /7 =D. ( 29v _ 9 - /2'p, / i 4 1 ; .39y 'A /y� = y z./3 A _ o, r3S AX, I N � 4 z./S ( /z, ,� v 9' ..73/os, e_ o . x/63 A , D_ 4 / ogl''/,C� R 1 f '�s' �, Y° � . s �— U ` � / . � / sue 0. 5 4 /26 /� - (s� ;-�1r, .4 p, 904 �P, -- 1 I �,.,, e1 F . Peterson Structural Engineers, Inc. 4, } � R 5319 S.W. Westgate Drive, Suite 215 project .(5„:.-. fji. date /0/6 / 9 ' i-AP f , Portland, Oregon 97221 -2411 1 y _ �' Phone (503) 292 -1635 % sheet -, 01 x 'fG `Y y" t - •h _ , Fax: (503) 292.98 designer 46 /4/ 1 /?5 grn 1 GO✓r ZdO 1 C�lc_ 5 oI L .i. Za / /...5- 6 4i ,/-/ .71. sc/9, . - Aunt t) 1 A = / 25. S? ' A _ /3. 967/4 /2? - /z( g� s(,z - 320.OS' S . 1 _ ( ' 1,' 0 C 0s6 � ,� = cv� i d < 1= / �`t ^ D 351 /'" r 4 ,P " C / s ue M t 4 , 9 / k 2 4 1 r- crc06d c e/zo, Al...r +4 ; o. /, --,,.',/ s,- e , Gt(fov. e) i acx = D, Do7� ?2- /fi = ono7ef2.090v, l ' /9, 7z '/,., 40. = / L( /g . 7) . 3/-.5 /l „= 3s- O6''' ,4. o. ess /)„/,_ i )4 35.06 (/24 ")_) = r © 46 /)r �'- as /36 / 4 S = 6. 3y ,ti z/ r # 4 /2 11(2c2, g,�S,2 /' (ey 1 A � , = o. se/ '"X4- 4, -. o. e..ts / a.3, O. 4 / Z4 lisle elt:7, A14, = d,VS /4. 1 1 Ecy- 5 r 04 (p t)a /1.5 (1-7/1-ic, t,q f, So(.l S(4c, o/ , q i) oc= a 0 /65 /i7 2/ f'('2 i ,5j_ Q4.8.33 - '' I =/G e /q ( Se ( t) = 7/ r ay 1 $ 4 r 7/ /4sil,, 0 93.s 42 ,!. 1 A , 71(�2c ), ® /e2 s P= 003,3 ,43 = o: Iffy /fir (eyi 1 A L d 7,7 D r fgL/ 'y7» <- /4-, (` , ez..s 41 - / 33 / /(// S�ee�- � (//e-- /h k. 4— 93s ,ti 24,- 1 1 I ^ - • .... ,Y ; 53 Peterson Structural Engineers, Inc. date ;.;.rte 1 19 S.W. t Drie, Its 215 project Su , � / i `' ;;� 7 Portlsn0, Oregon Westga 972 21 v -2411 �� , �' /o O [ O 9 ,^„' �' 't` hone (503) .1 designer � g sheet Ot 1 s 7 a d� P F: (503) 292.9 635 Afr, „f P� ,- r I 2% /5 0 Pli I �77tc -4/i :"/ - 20 i-1c 0/ Lc=7 4)61/3 (//6 / / -g,/ So // Sic✓ / Z >. 8) , r:< ) ,----- C9, DDy /X =D tL/,‘ p o /, 9.-- i2.87'1`7 II /17 (4 /.02,g7 ZG • d A 4- 22-0 8 9 /lti U . s v., , n D, 5.5s' I F I u , . s 3 P = O. DOD��z � / � �� 0.22 l" apt Z - "�� o. �.�5"j Z I " ' S /� .7. O Zz% � A- S �'+ (it /33 /' - % ,j _ n s ip �r (use. M/"). As = p 3 1 I I - 1n t c ,�(o� g o-t c of (�o-t �.t�4i�s �i V, / � �t 'Soy �. �c Qo rfb �1 il oC = - o. 'oz// /SI �- o.oUvl (z7o y - -/). OF /r 4 x &(- -e.- r1/;7 t g7/0 a.. c I V 7 1141yc,l(icr 1 -r.cf ,c).t ' Lai 4)c, Ws (// / Val --Sc, / s; •le T,o g j . I c< X ` - 9. Co 7 /5 /1/,i, = -D G27/.5 (2 Fro e.. / : LI /9.3_4 A _ / E (- / Y' ) = 3 &' 4 _ �y,.Y6 ' '� 6 =/2 " 0 7= 2y v '' I e= 0, 00 /3t A S /. � 6 e/oi, i !2 # ,) _ �. 33 / // d �a (f fi I A /cc e 3. 1 " . Y..& 4 0, 6 y . '7 /4 .. 4 34 :/ . 7Y ��/it'r I l P eteson Structural Engineers, Inc. date ro act r '1 5319 S.W. Westgate 221 2, 11 215 project d,.., dE'` / Portten4 Oregon 97221 -2411 VIVA o�re (503) E sheet /� ` of I �? Ph Fax: (503) 292A846 282 -7635 designer x�✓ , a J p J• g,r � Y 7 . 1 C r (v.1- 4) S / J ` 4.6ovv , L.1 = -0.0 1 17 2_ (V\ X 72 (24709 tt '� = - 31.0E 11 q 1 , - �,�(- ►e!s�` — sv1 " � m , — 6 - 6. 3y Af ^,4 a,ev /^ _ -S6, s(`71 z©oo) _ /2 e. ( 0 Sy6ih » A , = O, s 4 �h.7, < .�/ 0 ( ' "'� > /, 33 A „„ 1 � �s '"r 2 I 1 1 1 1 1 1 1 1 1 Peterson Structural Engineers, Inc. date n: W� project i1 0� f 5319 S.W. Westgate Orlva, Suite 215 p / J t!!r /! %; -9 / / 6 /'1 l Y' -4441 Portland, Oregon 972214411 ”' r �(� f/ k C d ��, ` f s� Fax: (503) 292.9846 }. Phone (503) 292.1835 d f1Br / /�� sheet of 41074 � ?444,,l'A /// I !i 11 Ps' Pit 1 51/\ o Vr Oci lk [je Sc tL 6.-4 v,, * Nick as c< , , $ Wq l3 C ) J I s�l'� /oga /; ' 9 pig' \ 00a0- GZKIC\ t_ y ar /�/� , I �y{ \J (/� t )6,,,,N).1: a77((1`7 r ‘ E 69 K / CI , tie (VC/ r 1 ' Oa /, cSo, / S'i lc_) I = O.Oluy / _ 0 .0P - 19 2 2 707/ � -!'� 38'_ /'r l� l -6, =12" bz = 21 -2 bits " = 2c,875" 20� �� z" 2c� gam _ 012' (J Z�o� _ A5 w � 60, = � op ° J, i35 JJ� /A R - 12 z l7 3 e = m [HJH 2Y7. - o,00a7_l A =I,o0 :6 ;?c: / e o,6 Y'' /c J ", ‘7.1 th%AT <, 4 0 ('''IA_ 4 1.33/� = 0. 9 1'' 7 r I S w a U 5le.- . s 4 " e, g s s' 6/,&.)„_ h,,,,,,. - &/©It! 7 .--O, (ve i r, / , SO' / dc I cx y = D_ ooze:. 2 4/ = D, o0.E02___ (2-708 Y 9-, g/ J 1 M,,,= /3,D6 , /y /,4 a S e- /1 4 1 , . 7 ‘ - ei; / 2. ' c C C., 111_ R.- t-kl 1 1 Peterson Structural Engineers Inc. : a, J+ , - f project date tw �x � s3t9 s.w. Westgate Drive, sine 27s P J r :. � d rkM: Portland, Oregon 972214411 ` o /D/6/6 7 ,.t+ „ d 1, s y�TF a ;re. -. +a'£� ' P9one (503) 292 -7635 designer / � , � ,j / J ' +7 sheet of I r}�i � c?3." >�i. Pax : (503) 292 -9646 1f '\. I S Ant, -- ells Top t o1' Wail (uQ..�, -I cc,I mil bid i �p (Il se._ # a / ,, 0.e,. 64,4 1 r.e 1.) i 6 I /,/ /0 Z' ` or clAveve /),* Cc- �( ez (k2e/TY ( Al ]V0.1 5 I c - 0,0039 M i = ©s7e(ZR7i,/.q9-- /0.2 1 �� Gf * a /Z c,C. Y" Ry :* err /iAi Z ' 4,4 4t)cr // (vc'TrCa/ Vd..r- .50,1 s%sic 1 ase 7/6. 6)/z fi e t'_ (a _ r �pecr ) I I &lit .3' / 0 _SL,av r GJ / /s; d sr fp/Li I ( I/ 0/I ', Sole SIA) 1 p 0.0 I /1 Z A, , 0.0 -- / /ter2oR241,'r" 3Z.2q /11 /ln(..?Z. 4 7 , s - g' 14 Ai- 67, 4 15 6 a( =29 ' "_ 22 1 � '�''`,/ . A = s7'. () ? � _ //8 y.3 As.� - 12 (s 2 i I e= O %Oz ,p,,, d xz02j2z". -- 6, . Szg ,h , I- �/ ®,s m, .,/4 '1 ., D. Gy%r > ti, _?_?44.„.‘,-. . a ` 14 X, 1 1 ll , , Z kq,. 1- -e t, Peterson Structural Engineers, Inc. ..� date / p rt '�' o > wt 5319 S.W. Westgate Drive, Sane 215 project (,J P c• j f , ,. / f° fA` / 0�6 e,c , 1 1 . . Portland,Oregon 97221-2411 - ~5 1 S y v L I ; + Ph (0 ) 292-636 designer sheet i7 i . of _ Fax: (5031 292 -9846 I s / I Skcer 1,t)411s . , �✓1 y-C✓ e"---1,- i flit- - r J4 //s @ &rra. 7 2 (// ,' v� � Sol) ,d i , I ,4' = ( - /7 yy h � 4 /'/ _ � y _ 3g Pr u � � 9 Use t C /z /' o, c. V .9 ,727, 1 �c6 3 / 671' sC,o GL) 1l e' t9,c9vc 10.4.c_ +4, $ r A,-,T CNo r(' f i sel s h) I o<x = D. 6745 /Z 4 z v, 0/4) 4°O. g, ° A A _/‘ (967,eg'1!)= 6S.yZy' 4 A,,,_ ,Q.b9 /li _ 77, 6q 1 "'Ot000) /SC / 9 3 < A - 0 rg. 4 0,- < ./ 33 /4 7 " - c . 899 4/'- U se_ /to, 4 O. ecsg I 70 - reNtio'f Fo✓ - I\A 6Lcri 1 .k)ti 1 1 , O , G (obv4. u6c j g N0-. 11 61 .? 1 4) ii (7 x :: -._ a.ov 411x= �O.0G606( `/ /'1 = /6. -31'1 MP= /4 (//4. 3 ,9 - ?G , ? 74-1(/-, /1'J,, = 2 f, 138' A 4_, D, 1 , -( "- A 0 138'1 (2,cx,o) / ©. s, e= 0 A5 / f 0, 2107- I l /Z" (Z 2 ") I -1J 1s 4iIi A = (:,, Z 6 'y />L"r 1 I I �� f . � 9 Peterson Structural Engineers, Inc 3 y 519 s lgete DAve, 215 project �!�� 7 date 67 6(47 51 '::. n 6,/ f/ A .t , Portlena W. Oreg 97221.2411 Sufte � fq �u -F f ,( �7 hone (53) 292.163 I designer /,J� sheet of y' �� '?'t P . Fax: (503 292.9946 5 �/ � -4 I s - . I 5 1 v,ofr k€UU e j l o � SI ✓r lria //s 7;'/4 g ✓ C / / /tr 4r`.?� .=C l ,5;c4) 0.< o•OOl� / 0.0 /6(a oy,y /j= / ., 6 6. 'm A 2`x.6,2 ,er , , SSmVA N Al ,l,r9 I /4,, = 6,/.2 e= .. &0/,4E A sr D. 2'7 1% A -027 4,4‹ µ O• r��' >/ 334 s ,��✓ O " "/ 6/Se ,47 � A — 0- 3� n 1 I ti/S i ty S (,' rs/ moo,' / .Scl I I z71T s , T , -1 em e t(/ t tea.,, 4) c. �c t g �� I o k = - a 005 26 4, U.se # 6 /21/ m.<, V � s- - oe(rl I IA- tv_f)' ' 2 1�, Sl.c �e7 .11s 8'�/ / , ' 1, , /)G� �,rcv/ $1 €) 1 OC = -- O. 0.031 , ' - -O 4G.- t'✓1 L.+m r W 4 it t cr om Lao t ' t ' t / :4ps, l'd (}lo,!_, M0- ;-er a' - 0. 0073' 1 1 ''\ - pp073y(Z J _ ,y� - M. ZS , A I = I, ( -I q , ") _ -31 . r�6 /h A = - 36.29 A O, 6'r'h.4,- A i,,F ( ( . - O, S2 , k . 1/4 , , As...w, 0. re- , -Y,4 , - / j, ..syA, ,,,,- a T3 /h 4- I . Peterson Structural Engineer, I na ?s i� ,sz project � } ,- date r: ; 7 y � f } 531 S Westgat Drive S uhe 215 P 1 G/ y,,?, , /O /E/05 " 3MC w ^ Portland, Oregon 97221.2411 ,v I j `6 ? Sr 7 Phone (503) 292 -1935 designer /4 , F �' sheet .? of ,. r F. 503 292.9946 I - - p 1 5e �S>M o c,.d- e.. 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'- Peterson Structural Englneera,lnc. I project r 1�. ' "{ al,�^' 5319 S Westgat Drive Sul 215 p 1 �,,r ; G /G/6/)9 y tJ G.• ' date i i!� ''1'11 r.��a A4 i 1 Portland, Oregon 97221.2411 I -,�� il4 ^ ' t?. 4�., Phone (503) 292.1635 designer f ! �! sheet ? of Ti � ` � Fax: (503) 292 - 9646 ✓�/ -.V 1 P5 1 Pi 1 Lonek Wa)1s - IS ;( LVCL1k) OLT' (G( 5r ) e 0'J N (So,' Slbe to,--: /,-;vs. 75 = D o 1 21 M,-St-vg 750 37, Z O, DI2 = Fr - k� I e = 6. 06103 /�s�y= D. Z' 1 "7Pk - o.Z7 / c A = O.ge�� fi >I . 3As.Q o.3S" �' e/I /Lj4 4 3 40, I CI&¢c.\f UeiTlC 6Tee 1 g 0, 5 }j No , b41 5 ide� („)„ IS`18 , cA = - 0.033`t M 7Ll.g MA= 83.11 II /2 l A - 1t4 1.7 to � �5 ,� d, '`'' o, e- 0,002 .94 A 1 ' 7 4 I A s,.. , = p . er ( (. 3J/41,-„,1 - - / 03 t ,- (2E r . .4,- 0. eY/ )474 I I ( CL2 V, / S eat ' 0.64 \�i 6 «L) ( 11�, { c l k , c � - T � fP s I 04=0.013 AI \A = 0.3s Pry < A1„ oss,,k I Use /7 4 — a .s /4 . r'e' 1 CA, et \/- Ue- 71Cck.) 67 - e) Ca7 0.6 k ( tOort- Sn, Srde� OA IsILy.-zs LA se__ Ti' . A, = `- '' . C U '",( vci d^.,,, / ,i 1, A t I I I Peterson Structural Engineers,lnc. date „ i d.Y 1 �• r �.. y .(w' < r �� . Portland 5319 SW. Westgate Ddve, Sulte 215 project (//y/�f- f % '' ,y° , Oregon 97221 -2411 `� `� —/-/-'0 j I . , lR r.I., : i :0 Phone (503) 292.1635 designer sheet Z of yi -1.7= iii.„' , Fax (503) 292 -9846 Ai P.S. I II P;i ., ■ S;, �, L U � / 7vcm (oeiv_., c>,IE °14 l�� I; - 16,7 l tsar,( OA I fl `' , i lac :J.5 i i 'sc „; t � c1 1.f, , c o l o is trLe__ MO t -17” Co c4.1 C / e A 7` 4 I 465 Jr-' g J / /2 7C /M 1 y4clitrr73 : U, C.\A_On Ve/r( G) STee 0 (1 0;1 �,do ) I M I M,= -(mob, -- IP - -k-) (1.) v\ _ 1 5. 5 e= 0.002_13 I A sf� � O ° 5 6 i ' C A5w = 0, 8g''Y T >. 10.33 A s = 0.'3-4 )v /fir U e , ,IlA k,--- c,.. - 7 4 / ' 1 I -) h[ ,'(j 61 66. 1 c o. g H 6\) 6l I &U= fVd sp6 c< - O.03 /yl,,= 37.6i j -n NI= L./1./S 4"4 A g.5.02,a5, e = o.00tt o. 36'" V4 ,- > 1, 33/ Q.' y /;, A I u.s: - A = o ye- '-t l ( e 1 _u \i'. 401, 2,,,,,, ' ,-ce__\ D. S 4 i' 51 de_ / ✓\ I c (,., ( JJ MM A - I � L-1 Q . f5 p�n fi D. /'l,, =" 310.7�j�r A S � ' (/2)(20,g7;) c © : 6'3..i ff. L 1 .- ei.ti�,, e =�oo 74,,, = 0. 8-Y,4 A' ,,,,,= e35,� >/ ?2A,,, O_ / '4 I G/s, ,...1,..-,. 4 _ vg7 s I � Petersctural En InC C j �afi'r' 9 project m � 5319 S W. We ate Orlve, nee Sulte 2i5 P r0 /c3, [mo date / , z i Portland, Oregon 97221 -2411 `� i i i n , , � t ^ ;r . n . Phone (503) 292.1635 designer ,yam ,, sheet of I k r iir ii�' i�it; c�,; Fax (503) 292 - 9646 / %fr/ i , Ps Pr,- I l..Di.cs (Oct l 16 J f \ I C \ec \6. I \oJi �vr.. -tc.- t 1 Cc_;' 1, C 4 (. S c cic , -i. arc f 2-o/i.e. a ("c, . o/ ,is ,,) - / 3/ 1, c��, 4 - so ,n, _4 I / y 1,4 = 33. 4.,/,, Aq ---- Z7 e A < , De376 ; < � o.‘3 <`' � > /.)s/�, 5 0. x - a. l,.5 f,h. / - . 5'33 7 ,- , 1 - -Lill e ✓ zvne._ / Norf 2-(2,-1 i (4.)fl1 6462.... iilm, 1 . 4 N7 1 k 0, y3 3 , dr / / i c,L 4,2 44, ov 6,L (Ao.., 4icT.rya --1) 'V O k 13—r 0 tar O. / a sr ' l O,,t v 1 I4 t k i:0n . 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W is 1 e. 7-. 0< =- ©.OZ4/7/ /iu - - Sy.Su Pf -i7 .c/--2I') 1 e_ e,. (5oz3y 1-Lc,,-,7,1=- sg? IH/4 - 0,6 >/334,7 ,51 "% I l /( se... / 4//0 . A = D. 7e IN r I N f - fintT±I STc G O ! 1 lz'^TW gx A) "6O 11 vI _ /3 /y, 25/ n ax - 27- 4 -So, Se >41r `A ,--- n I 'IA S a sp ,A -/r,/. /- Is `.,. 77-e /NiA- ,° /P ; ,r,,, z -,-,...,,.._., A/O/( _ .% st I gy6. S CC - / `T Z //74=- - 2.3.1( l', -- � M - -2s, 73 /r -, 4 = -5g'- 3s . P o..o 8 I , 4 2 //....._ ._ /3_ -._. 0, _.-_.: /I4 z /Z >tat A. 7' 4 ).... I I i „ ' ,1..' aE4 Peterson Structural Engineers, Inc. f0 eCt date e p . ' ! �, 5319 S.W. Westgate Drive, Suite 215 p 1 D8 / / / ,,,/:, 3 t' MiX15 MT ;` - ` 51 Portland, Oregon 9722 I Cir^. '�' ,�= Phone (503) 292 -1635 designer �J �,� sheet of vat + Fax: (503) 292.9646 !!! /!f j`, P.s. h P, ' 3 1 T- ,c)`` i \G-1, TC(c(\ p o, C.6,5,‘) /em = I S ye. 7s,./6/ = p. �D.�y y /�I = /2. /Z 4 - -14 /Z f, ✓o�C - .L�/1�� /c St- d�\I1. 1� - 22 j-U, o-!r-t`c ( 67G e\ e `fit 401 Rl .Z'espeCr-i3 C Le-Li/ U€ T S r� G C&.. , �Ju = — lcs r /g7 S /0s � ry . o D . s' 86 4� , /2.93 1 /2/' Pc7 ✓l-o cc\7'c`-1 6,ae, toe �y , - Utal; 5iv� trt eerf 1 -Ll.ec.11..■ 1401 A \ ST-Cel 0,S 14 ( Said Ide T`n rt-J UJ /s Y g �s s r - O .O//5 7 /l� = 25, 09 r� rJ x 2 . eg2 A s� °. fig'" / � A,- s7,& p 6r . P= 0.0 - 26/01/4 /" Z /4 N07, : ( �<< {�Q /z ( -moo, // e Y..° L.3 �•r.De vim// 1 1 Peterson Structural Engineers, Inc. date � e 9 OK ' I / /0/6/ 4 5379S.W. West a Dr n ee s He215 project i � �� "&- �fi,�.d`Y Portlan0, Oregon 97221 -2411 T �r Phone (503 designer i i sheet 3G of 1 9 ry ,: •: � t+t :A7 ) 292 -1635 Fax: ( 50 3) 292 -9646 �/ I 11 P.s. P - it Lt.t.• -1 {}-o,; 4. 5Teei 0. 5 {4 <Cd �., , ��I sib J I CL = I S �{Z,'Fs ,�' °< o. OZ7-yS 7k 60. Se U P I Az C S1 4„� / ?.a7 .,' P= D DD2136 I A st C < ' �' � z M 3 /47- - 14_, , N o. ee "' r >i 334, 2-4_ r...ez 01 (- Ail, it /4s =` D, 8 M I Ct7.c.\1, 1-16 - 2- ,,,T.c. el P 0,G 1-1. ( 2 evt<-1 '''-', i %ncl c-) I tiou= 1(31(-1,250P- aCX= D.033 Alts 5" 4-41 /114 76 e‘,74, - - A / '//,elc., c o= D. rO2// 1 /1--3 = ��,h�,� �,4s� > �� s,�,�- g_.5 �� - 7/4 I I 74,- 3 S.24-`k /,_2 ' 2,T'Jps ! • e` /2_? •4.,4 z I C.neclk ( t -yo -f i a Sr 0, -S `. Cr. /.- ,'c✓ c 1\)v\ SCI' (1c_i___ {A),,= IS`A. - TS pd` °(_,(_ - 0. ©! 359 4 _ — 29'.7 i r� - L1 ��+^�� !N CO 9;&, " �'' 6wW I c--=-- o. 001 1.6 AI< ,, o,,,.- 4 z I 13 \1 q 01c: ..\.r e11';G. (6 45 ( ,),l AO 1/?(Je 6e 1'll -r- cy�.ti,c! f A th, iHr is." c © f -✓Iil k 0 r 1-L. ,to --t - Joi° I .::-5 r #fir c'42 S �- c,... /lS. 'e e /10 , 1 -,St;':;•ti, I Ccr /L. o/ / . 5 re j ! V C t 1.- c e C. - /&'' I P gineers , Inc. ' ro ect +�� "�' � i ive, Suit e 215 P 1 - at e -�` .., �.T�� , e ,. -�l� 1.2411 � 'St tis W, Phone (503) 292.1635 designer y / sheet 3? of -f ._ - y „. ;i, Fax (503) 292 -9846 .� r r I 7T7'Oi � / T I go , , vt-r -SI< 6 ' I 4 =6 / - . 5 1 X ( 1 '- S l ) x (2 -y 6 = SD, 600 4 io st,,lo *Wt= ►sops (2y•67x sZ )= v,g8.bt-0'' 1 tOck 16 awr. = ISO tocP(a)(Sk 7 ')( 311 .1 1 ) +a 1,68 1. 3 I BorTo,ti, 51A0 COf= I So p A a . S' ( zo. 33 4,751= 363.43 I (V\1'3c. &nc/cte 6 =7 L) = / _)( zg+. I R R. (c ove) =-? (it) .4. I ;e3CS if o o.(o ? +(2s. io.6 ° I80.2 w I Pi S. L.L. o P t"s5'xzf')':: Ly,6`' I 7-of 614\4 L L . --:--> L.L, 1 zoo = 21' -.1'^ I 0,t_ . 2,974.7 L.L. =2.17.1 S.L. = yLi.G I / Vo Iv...4. O F t \ c6 g Ii = 2,y. x St.c x CLHs.o - (4 = 1`), `i t }3 /1,�\ e.1-4 H am ° I u0 t--- 1is,2_2_ 9 Tr t o c0= 1,137.s Fs. = I.s Fs 7.,- Z K ' ' :: �,�I > I=s 1.5 4 c� I 2 '\AyCJ\G,, 4014 I (w/i4,0 e1. 445) P 6.9—q pc 1`I , S') -4 9a ,,oS 3, 6.,ti,,« ( 9 (4 lt. 4" ).0.1 + 4`i 6)A1 2y. 33) _ ;..s7- \#.$ 5,13 y ,; 5 o vo p S, C3 ,x 2,5.7r r •01-1 I 1 - 2.57 I11v(' e 0.905 sio S -° / , , Peterson Structural En Inc .4 :,� , r + > date 6 r 531 S.W. West Drive, Sulte 215 p 0g f 6 i /6. / (J J /r /' I I ...7).r? E?` ". Cir:› —1-0, 6 C ‘sf 4 / F 0 2 . C7 1 , 4 <i 3 " ,94:-..„3.: ---,4:',.',.. .,,,c,-,,,-.4 project , ,.Portland, Oregon 97221.2411 - ( 4y. 195 ; t ,f , j1 . i Phone (503) 292 -1635 designer p � .,; 1 sheet of ,5 Fax (503)292-9846 ,_3 1 70 ✓i `D ..>r 7 I / /4 t .�,� �� 2`�1- i� OL L,L.V ,91)-7.11`' 5.L.= p Uy.�,u, I I re, c, s 1 k.-2__ (2_,g74," t- 1.6(2( .j4- o.s (LiLi ,c,'L) = 33393 rase 44-2 • I. (7_,(-0 1j' j 4- t.(C' T 2_17-. b) - 3,q5Ba 1 0 , , < _ , e . 3 . N 2, }H _ L1, ECU f\i r�� 51c-,L DeS .1 . , � .w� ' u 1 1.11/11,,,v-' i io = ,,,n,...5 S (5 1.6f)(2y,S 3) I _ I ; X o. o 818 (@ y o. s, c a = °) ;> x 5 , ")(*;r . ..51" CC, C ( r,. T . y , . I POSCT QC-- (no.„ °( ) .1" O •° 5 327- C@ - -0 e q =o:s� ,,,.. . , _ • 'x 4e.,i1/ (ci,�. Ab .x -c,xr� (E +1 E j ( A ) I i 0,ts�` J M - o.o ' t (3- Zt3)(2y,>3) = 1 60.4V ,. in o.cf ►,- at P I , , = 1 [ .... ii,[1 ... 6\,. S,/aUr1. VI, Je- 4 U r6t"- 6 0,6 I A, I, v Y^ 14p, vJfJ ! ® T (rt.4: I I I , .. - - — Peterson Structural Engineers, Inc. date 3 , 2 +� :r .W 5319 S. Westgate Drive, Suite 215 project or / /7 /Jr /�.t 4 4 f f • x k _ "• '- Portland, Oregon 97221.2411 G / /V ��,C / I r " X' y 1 F h,, ,y i5 Phone(503)292 -1635 designer 9 /m/ sheet of �','• ''tt ,Gax.rc t'a; Fax: (503) 292 -9646 ,.� B1� ct e■�Lci.A. l� X xjs (IJOA- so i\ 20" (1 / 10,21 (12,000) .11 _� I c J I s 1 1'1 z f IZ' (ZS 1 1 _ 1 Z.(1 -7,65x11 - 3.- 0.00155, 17 66 �` ' va-„7 /- s,9,d d. 0019 5 (1/y2A ) = a,694 th 4T. s .� r, 1 33 >A = / I i C 5r �o �SV ��r A 4. A o r ise 6 r 6'1 0 1 3; (Ae L)oI"T (c< ac_ 1 1 1 1 1 1 1 I Peterson Structural Engineers, Inc. 5319 S . Westgate Drive, Suite 215 project 0/ ) � • date - Portland, Oregon 97221 -2411 t 3 s' Phone (503) 292 -1635 1 sheet of 4 , *A designer �) /f J_� } � � _ ?' : Fax (503) 292 -9846 � '�'� 1 r, !! R A yn l S 'ln 1 I' p1 , I 1.O 1-,172 r sI tic I'1 2�1 � rc 4.4 4 lout !' -Awls ', (Sc; \ < a ;) 1 'E =30 � i4; t 12' c= 2C,'' I (Y\ u = o.oszzr (3.313) 24.S3- 104.S r• - ■■ ()) �_ loss_ l(6•1, � k, ^ I2- L ) 2- P I C' = ! 5 1_ i i . _ 20_•ee)1 i.;s = 0o0029'1I As, = 6,0i .99(i2')ae" O. �{17- t ^ / r . two , 1 0-3 3)A ,�— 1.9,1 4 (� > A,,:-_- ,, i . DH t it /P r I 1,0 (ASe.._ /A sw 1�— 1i "/A_ I ''`` P '_ / Z So .\ � �dc_ , l Se_ 4t 0 & A I.2_ ''^ 4 , I (1') e- kV d 6 r C IV.k.Ck 4 16,> Y- c\x.s CIv0,, -:v); i Sc' .,..) t3$ 11 4.= 2‘:gzS 2 _1 , c = - 0-0 IZ11 n _- 0,01 c r D.1 -1') 24,3; = - 4`7:2 6 �r -1h 1 -- I o .7- n l I _ I 1T — z(i7, r6 i)UL.9y = O Dooias 13 bS V I o J A sr — O. 2Zq- )v / fi r L A - 1.OS %f 1 l•33 /ms o0 3 I h /ti 4_ A 5 � ^ - hoeIti e ei 8 O 1 s c As��s D o i iv- I 1\10X-6i,ti a V \Se_. 3 E� �2 ©. A D /V A3 /4, I I I I ti ■4 lx ,, Z,::t Peterson Structural Engineers, Inc. d ate r 3, t. 1 5319 S.W. Westgate Drive, Suite 215 project G . /y .., �� ' 7,i` } ! a1 6 ,'. Portland, Oregon 97221.2411 O / I ;'t.x'� x^^.? � S illk l FPP: (5 hone (503) 292.1635 designer ,,�j /J sheet y / of ;Y",,a . „ K� 03) 292.9646 / ,/ I 52' -0' TOP SLAB ' (2) LAYERS w/ (2) LAYERS w/ I (347 ( ( (4)N7 EACH (a)N7 EACH 0,17 (4)N7 I 11 1 1 I t~ r 1 11 I `6'1' —1 6 '_6' / - - - - - -- - - -- -- —, 6' (2) LAYERS w/( EACH 2' -O I I I [ i I I {� ,_ _ 24'- 8" 1 1 — \ \ J/ � //1ry � - + TOP - LAB III X ll ■ 1 16'-0" /A\ / / - II / - \ — - \ /\/ 1 I ///' \/\ L. L II I I I _ I I -4' -0 I 4'-0 I I 2' -0" 2' -0' -4' -O --1 I- 4'-0•- 1 I 1 ' -O - I I 4'-0 I I 4'-0. 5-3 2 . -2 4 3.-7 2'-0" I 1' -6' 1 ' -6 ' — 2 ' -0 ' 2 ' -O . 52' -0' TOP SLAB - I `2)N5 ( ( � (3)NS ( ( r 1 1 I r I I r r I I r r `6'N5 - 1 1 \ I 1 6_B / 6' 2.-0" y _ I I I I I /, I I I , (3)15 x.. 24 . 1 I r ii I - TOP 5 LAB 1t1 // —/ \ / v 7\ .' . \ / \ / \/' . \ / \ / ( / - \ -- I I I I 4' -0' I I 4' -0'- I I J7:14' -1 Ir4' -b " I~4' -0' I I- 4' -0'- I I 4' -0" I 5' -3'- -I 3 -7 2' -0. 2' -0. 2 -0. 1 -6. 1 -6. 2.-0" 2 -0 . i E a 67 Ee40 *A ,I-A I p *Mrs .M * s1' Peterson Structural Engineers, Inc. date " ` it. .�1t 5319 S.W. Westgate Drive, Suite 215 project D �'r- / v /D/0/76/0 rj ''' Portland, Draw 97221 -2411 CJ ,' ?'" , x=`•` c am r sheet _ Phone (503) 292 -1035 designer /� of k ti c !/ z -.1',. Fax: (5 292.9946 `7 I II n I �n- „Q 8.,„,-,...,,c,„ I`Y . I TP 1�� G ,�• i 3ec., .,—, #1 (r t ot`c i LAi-. 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F / 0 6 / Portland, Oregon 97221 -2411 I i �j� - i. i�,'�, Phone (503) 292 -1635 designer . • i t sheet �, /! of K t g, '00, i. ,-71,4; ° Faa: (503) 292 Wit '-t-'� I u • p U � P s, -c1( A P , T I 'roc) Se.,‘:.'`F,ralMo 1 3e_ctt", S ) 2_-=-- /7. c,,V / 0 . t-, 55 :4, ki - ( /ccurtc4 ) 1 6. oy t � I ` to/ox. Ind P No pcP (-±-)C--4-J-)- In d N( iv 51 tY< (Co,zau4T 7 I t j 5. 1c) �p (5, 7, C q_15' )...„ �v� P�2- z l/ � 1 xez P P, ,,, ` 6) - lso (� =1,062 ,Qt I 3'11' , ‘*1-4‘ t,J � 2mo ,/r. / a: � «T o os (` /)+ I) = l /g1 t , . - \_., -.. -q. �. t 1 I s0 p .p( tz) - SGD -, dr I 3,1 "7''Y ' I .I.SZ6i DL Is • 11 ' 71( 12 LO L-L2— 200 2c'c9d,9 I LL IZ.osel / L6<- 2 1 1 X � Co 1c. t `J/ (2) Ii j e.'s v�` (`- •i4 (Qer) [q \SC 0" 1 *1 s Ike' ‘�It1� 1 1, #L ST,irLA G all o.1oy, o c�\� ' at:). 33 I, „,_ � .so, � z ( +� ! I, ' s 1) ) 0 ° �,�SQ, �.,, �� P �LC =Zoo S — J,200 P . GJ 1 sotocr ( _. L -r 4-( .20 z')J = /; /Z -Sp•C< I z X WI ,,h wt 4 y = �p5P a + I _ 7()5, 0 oc, ec t p4., \(z) 4. cy,;‘,)(.7i.i2eJ` ,)] ..- 5- ( y /de , S t 1 4 i z I q Lk 5` LA- 3 — zco 27 P l = IL,O.5. \`' ._) 1 U t. 1 � 2 \ d), (o 13c.,n 1 ^ 1 /( 2 ..) 1 k e / of (LO t ?- !Qa / ([ (:) ri vn) , Ws . # Li s 4 6 Imo'' 0 , C, @ 4 i _.. &14.4 -7) I FM k , ggc4p : ' Peterson Structural En Inc date , E project os _ /., / .,yam S.W. Wa Driv Sulte 215 p , � Y�� y4 � �i.�- 5e Po 5J19 rtland, Orego 972 21. 2411 I ii,4• r'�\ � Phone (503) 292 -1635 designer sheet of 7 i j 1,' Fax (503) 292 -9846 1 1J v 26, P�' I Top 6`G■.0 (Le- T v:, '''" (O _ � n =l2 T � foac /v4rt' I (,),,p_°: s.` ° 12 j0 1)6j ° 9 /0)4 I ‘{) 41 _ /. 2 (2-60 /4 )4 ) + Ii G(zf p _ 20,4..A1 7 q / ' 6204 ;rt 2� �s\ 7o /Or - /L; / 4 = J / 8 4 4 e ...: 17 , 1_14_ L..„......), s 405 -_,7.0„05 U _ .. I A 5 a ---- C. i'??7/ 4 ,A 5 � � . / �.� �1�,, o 027 I V' �rC- wr/J--/ *'v �2 Jr (,51" cZO l I I I I I I I I I Peterson Structural Engineers, Inc date .��= a , project /1 /r7�6 /G y �, 3 ^t 5319 S.W. Westgate Drive, Suite 215 • � � p P gon 97221 -2411 `.WSAZ fi Phone (5 Ore292 -1635 designer �j% sheet ( of r Fax: (503) 292 -9946 / ' 1 • /' /�SCe /44ffCfr 1 / , od4 e/ 4_ c (a i -1 ct /cc%' rc Cc:746/e fe I 1 1 ,.ZS I.Zs Dc 2 s P �) -7-- 1 4 I ---A Z - "' I!1111 h i li" 60 Li_ zoC) IMF( 6 % � = 6 b 0 io'ei i . 0 6 L,'/a)(21/2.)(144 Wv — 1 . 2 (_7 01 + i.6, (6a c) y1 0) _ 4050,90 I /LA f>0. pi- (ooY - m, = E_05) e k i r (15j 1 . Z - 1 3 1 Z . 5 (- - N y r = l o g AS S. st <e\ �_ ?6 �t1 N = F .'"< < Mja,6) ma x_ bA2 _ 1z, ? o - /g75 iM 3 L i 4 I �_ � a' I M = 6, 7.50 m'gas 1, 6 (0,12....)..t6 = ZGb t~ -'is • X( - 01 (675 _ G, DTs J - l-Lr > M . /s/ 2,s I L' % n 2 / V L f.! I I — Tf s /' 14D lf.i\cLO ` @ f1 0 0 c I '6 I19s v = I.5 oso ii-57-5 �T (1575'1.25 _ I S r 5 I Lis I rr 1 1 /l 4/010 / ! ' rc- , / - / D / - / D C c v c ( - - i ' / 1 f ' O G M &_ ci G ,A- / (, or S 11 i ` r / b ( /ay 1 ' ., Peterson Structural Engineers, Inc. o- ' "` x 5319 S .w. Westgate Drive, Suite 275 project O /q date 1v / ^�k �" - Ponlane, Oregon 97221.2411 C� e , G ti Phone d, Or 292.1635 � "✓, sheet of / I (� :ift, .. .. _ designer � Fa:: (503) 292.9846 e: I IIM — — NM NM INS Ell 1110 11111 MI IM1 II= MI NM EN 11111 — NM IIMI F ile Options Help • .: , - , - . . - -, ,' ,-- - -- - - , - . • -,-.., . . • ' : ::. `: ..:' .''' .-- ,--, ., , .,,,' :,11... . -.. k:: .' : ' ' ' . ,., ' ", : ,.. . : ''''' ' ',.'' . S '' ,' ' . ' ' 4 ' : ''' ' '-' . . . ' ' * • - -'. . ` ' "- . '' SZt. ,- IA .:' ' '' 4?''' '41''. ' '` -7 14511'14;jr7.2;*-' .- - -10'i.:. -- - ::-1-1 -: ,--- 44.^,...' f -'' ' ''' '*" '; il - :.• ',1 ' ' '', 4_ 4 1,41V„7 ' -.!. l' ' C: ,,.... . , . ' ; ---' '''' : . ' '' ' --- 1. ■":- - -- : - : 1 ' ';- .": ''! I ' '-' - . l' '..'°. ' -:-'1-4.* r SPSON ..,,e,", ..:*.:,.....,......,..r....:4.,...:..„,_ f ', * ? "•1,*, .-' , ..t.:1 ...., ..vil ..,N.%■,-,4-77 „. ;,.,,,* 4 'Ir- , -..„- , ;:uri,- :7 _ .14. - '4_:A_ , - - _- ,- 4-.:-, ..::' .__T-_', 7 : i .: :....:- - --, , - , ,,:. -: : - '''. : ., . , ,,, - ,,,, , .....,,,, .7 • ,::.„ . :, , , ; . Input Output Catalog Pagel; - :, --• Calculation type '0, AhalYsis --0 Detigh. Job name: I . . . 0x1 b x2 1 1 • • , . ,.. ; - - - • ., . . . . . _ — .. . . ; • Concrete Cracked In . LP: .;,-;‘, -. 1 : Normal weight I+.3 ,'_,- l,.. 4000 psi ' -...:' Cracke V • - • uay • '1 ,.1 Thickness 24 shear c-)Muy ' - •. -• ' . 11: ' ' '- • Condition ,. B tension and ,, , in, hi ;•,•: ..: . ; I! •'• Li 'Supplementary edge pro7 . ... • , . . . , ..., . ,... , ,„. - . ,. • ___, , , - , - • . . .. •I -‘ - . •- ..:• ' . • ' ' '• - F. ------- : '-'. i ' V i ''. Ten;p ;.,:''...*: -• ; ' ' ' by2 _ Holeconditn - ' • ' ' • - . - , • vi - .: Inspection ,.....: _ ' _._ I __. • - , • ' :- , , , .• - * 1 v ax . . . Mux b Y 1 u ''' • - - ' „ .. . : ', ' "- : ' - - " ' -'' ' ' '• - • Anchor Layout Dimensions in ..,'''' ['-' 0 • - :--- 7 - 7. :', 6,i . . : F '..,.. • Cyi..-:, , ',11 .. AnchamoinfIgi.iratiOn:' 1 anchor bx1 bx2 . Anchor Type:. . Titen HD E. -.-...,. ; 1 24 24 5 5 c : -1 ' -- • ' --.- r , . .. . . 2 124 124 • .,.. > .. - . .,. . • . i . • • - :•- - - . '', - .,-.••‘• ' ' '.• - ' -- ,. •r; ., . ,, , ; -_ ;7' ' ., . , ,,,,...:_5. ' • - . • Embedment depth • 4 ■Ilt: ' Jfi:. ''''••"•,, , ? - .' - , ' • - . 1 .".• - - - . ;,..:•,...- '.. '' ` ' '-,' • :. • ,.. ' - ,'''' ' ' - ' - '•• ' ' ' .:••'" .'' s ; --, . -,'..- , Steel grade -- .. 1 ANCHOR . , , . . . Nue IS POSMVE FOR TENSION AND NEGATIVE FOR 0 e dge COMPRESSION. - ' . ' . ' .. : r ''' - . . • '') ' d istance ailcisOacinb requirements -tast-le--oace ant ,•,.,„ .., ,,. F , -uP grbiA,padi . . 0.:Ignbie.6d „., .,, . ,... ,.. L . . , ., . ., , , + INDICATE S CENTER O THE ANCHOR Load factor source::: AD 318 Section a 2 IR - . J .. : . , ,..,,,. • !. ,, .,,,,.: , .. .... ,... - - --- N ua : 1575 ; . , M,'.,: , : -.. 0 .1b7ft -... eY - 0 lb ft '. ..- ' :: ',-':-:. ;' 7•••" --....' ' .. 7. :, Calculate entire Shear load ..' ' ' ..r or high dgi6koaie6oii. l ''', ' ....-.0 ,. 'at' fiont „ Il] M o hibh'seismic risk or i ...., • , . ._-..„. . ,. , - ,.. ,. /.. _ s ....„ . ,. -.., . _ : . -' •-•,, Tension & Shear Interaction Details] . ; ' ' -- ., • • . • - , - . . • . .- ' ' ' ''Er Anchdrs•onlyisiSt in and/or seismic loads ' d anchor subjettedto.sustainedJension e • .- ,wd n . . • .' - f: - .- : - - i:',,' . • - , - a;:zi' Shear 17;;;=,.:. ,.. ,, Factored load / (1Nominal capacity ) J-Silatia*) I : ' .' * ' .. - :'" ''' . :. - 6 Kyou Rail Ir . ..,'; . - — . - -------------1 G - 7 - Steel:TT BreakoUt 11 PullefUt - . • 'Ill! Model . 1 '.I Erni?. : J ‘ ra ‘,.:„.._ , __. _ ,,, ,_, ,_._ _ ,,_. ,...,..._ , _ ii - 1, , Blowout,' .1,51 .,.,'-_-- ..,,- .- ----' ----- '- `'"" ' - ...•r; ',.. ' 1 e;==a Tension ==; e ;;== Shear Inter. ratio 0.79 .■ : THD50 0.5 4 None 0.1204 0.4359 0 0 0.3521 0.0785 0.2024 0.788 ',. .. fl n ,_, n PASS Steel Brkout Pullout Blowout Steel Brkout Pryout ( Details 0) 5 - C=, 21' -4" I --M.- r-1 ' - 2 '' L 1 1 — 2 — — — — — — 2' -4" 1 I I 16' -0" L----- I 18' -4" 8' -0" 4' -7" 1 I 3' — 3 „ 1' -2° 1 , _ 3 " I 4 I \Ick,k \r To P 3 \cli e[ WI; I I I I I 4 s _ Peterson Structural Engineers, Inc. V date i ;.,( ` ` , 5 ° + " ' ' 5319 S.W. Westgate Orlve, Suite 215 project 0�-� � ; �6 // `I � v ,. . a � Portland. Oregon 97221.2471 I ,r'a;,�. y. , - 4 ' Phone (503) 2921635 designer ,�f,/ l � sheet �` �G of �'ar } �' Fes: (503) 292 -9846 1 1' -2" 1,_2„ II 1 -2" It . . , ^ 1 , • 1' I r I . 2" ,tr CLR. ' 1 , • 2 ' CLR. • 1 ,. , . ° I 29' -3" , r , I 32' -11" ; , r 1 ° . • 1 s, • I II • , r , e 1 I ',48 .' , 2 „ • I 7 1 + CLR- • 3„ 1 2' -4„ 1 CLR. 1' -10' _ — 2 — 4 "- -3' -9" -- -- 3' -8" -- 1 9' -9 21' -4" 1 1\1..S 1\1..S Peterson Structural En Inc. ryir a, ro ect ri date 5319 SW Westgate OrW2, 11 21 p U _ ✓ /0 �6 � , f 1 '�' ,r� �'+"� Portland, Oregon 97221 -2411 U / /C...---". ' � . '''f " k n . ) Pho (503) 2921635 designer ref • ' sheet r of I 3t 4 !T ,1 A j? Fox: (503) 292.9&16 �/�v� r �O Vl-c- Die......--_,■)- A I I el, 41,1..41 t e. 4 b-‘ 4 . I - ),. ,_\" i _A„,,k,„„_ (3) s,,..1s V`, 1 ...S100 I .5: p v‘A 01 I -- A :;,.,., i-3 c. 0 -r r-c-.) 5‘,,L ‘z I ck 0 "N A k \ (1--k) .."'.. ( 5 1 1. - V. CO e...s.e_ry -r,' t\ 6k V _3 ) ''l I % 6 € So ;\ c. g 0 1c I # e l. Lit-55.)-; _ • ,„, I e., 1-131.72± lop ct I 11 Vesf Ge0A<CIA* ‘JICIVV 1,0 , _____, % 59 a. 431.2z_L / - -. - 9 I ec..11 .5,(1- ., 1 krra $..J S T - 4r $ $...-1 . p,..,._ 13e... : - ..r ik .P.,.)( ti■ \ 1., f c 41 I 11111111111.11 ‹' / •i I (--) (j1::: IV: I i t I _,,) -- I C, S ' (.g S) ---- I go. 2S tsP 0-$- N04.7S tosP I 1 _ . \- C I %. „ \--.0. 1 f I [-I- I ! 1 1 11 I I . I I iv \ (, I I I ' project s, _ 94 ., date I -,..:::: qi..-Ir-4.: Portland Ore on 97221-2411 / 7 /4/0 9 ! '''' ?i : ,‘, - i:- ' 9 , ..,Vrr: '0 , r, P■,„ tA loic -„ : „ 4„: „ F o Phone (503) 292-1635 i.:" •••■• 1,A Fax (503) 292-9646 designer myzi sheet ,s , of I V , A 1 T Des 0.= 10 o83 Q='tr ot3 5 La ^.� )c\-. - - - . -- - I Q = d . Ts I. ` ~NSA A s4k.^ti a ss',4A9 `a.-tJ I a ^r � D,<..✓,;ti es P% v- (--A ' -Lod ' (a ag3 �u1� 5r Flo,,, :'r Zy .�S i Lo.,{‘ c c5. i ■ z 1v - -... = of > <, L) (b) 1' �� -�) 1 x )(y J = z �to i _ (b 4aL/3. " 1 ' = 0 Ol'� .. F 0 1-7- c 2,,,. 1 6, . UefT,r l (- ,e,4,, J� Lo Walk ( S o , , S, 4e 0 y 1 P I - ' {(IZ43. 91. , v , ( I.b(z(,,3), 3y ,�14 -15 - Sy(61: 3g.L4 1 �I n v G ,t C��,- d,�15'`^�Ir n Zc�c Ia5 I t =ly" b _ t 2,( d =14- Z' °- _ i !'.?s � ! X11 ='1 65 /- 13.,"\ 6 COCO' ' rn '� IZ,Doo R ^ � � -2-- _ 3S .4.1� � � ; 303.58 i . 12 (U:2S� = -,,,-,.:,b- 2m (L I \ _ I - Z( 6.0 3 i z- 1 As, = o:t6,t i /Pr I t 1I f1 / � I , 2_,Rv(c , 1 I'1c,© <C)4, , ��ql•n °1 to ca �.t,)4�' Za� (s.*i� < a = 0.0036 m = u.yt'►i m, =i �[4,u!) '":' 1 (3/4'1= 4r -I� I AS� O YS r " ��,_ 6 2 �sl P= o. 0olob sre 0. oofo6 (z)(i�,2s °'�D.ly� 4 s�.f� G' t. '� r I , h , LA S ViAl`.,, k:" 6 2 �' I . I .. l • e - 2 ry -- Peterson Structural gineers Inc. date ' 3- ;.- , ,f 5319 S.W. Westgate En Drive, Suit 215 project D�lb D . 3 , xS^ E � -A Portland, Oregon 97221 -2411 9 I j 1 r� y � ,�;, P11one ( 503) 292.1635 designer � sheet of . 412 r.t'ii A r 4 :i y : Fax: (503) 292.9846 �� I U(A.vk,- t 6ECIA I l.oi liX/O\S , ,, /� V.l q Wed ( - d,_ t=19" 07-" (I= Il.25" —S �1�+ T� �-Gr � ��i °O.cc.4�� , T- ( , A - - I !. a I, =o '1) ,y = 0.005.12 I (Yi rn = - &,3'� iAA�- E.6( 6,37) IO.Z -IO Z -_ (1.33'' _ - '11,330 N 0,9 � A 12 (u 12s.y. F Q e - (� Cj _ "� ?�� n mo = :Q .0015 A,,, ?COW _ 0, (15 �>, lr�- K J A . O . 0. 0'44- A A s 6,3 �,a . o. ar7- 1 / I , — 04:7 ,> "4 - U� e- 111m, I • , I Fd 3 , orI A P1ean (CY Cso,`t 5� e, Qo7 ✓`1 as .) 1 � oc = a 621 , e M = Z-,.....5 ! -1-7 /�'I, - 35.9 y /h 4 ` L/O z=/'1 '/ 3 = /Z" c1=/2/ I R - ��7_ e e = 0. ooy S �s,� = 0 6 ' 17 14 .6 y x (..it 3 i / /4 - 069 . S I liVral' cue , 1 40 1 1 A� c (11e,, r(3. (ot - S,cle , (J pr5r GtSf— °x = C 00/7 Ari F.7 � r -i � U = l3. -.1211-) m _ 13.21k, --- = /5 4/74 --" /s, v ?�rzaoo) _ lo7.y 1 P:_- 0,00 /ez A v - Doi(27) /2" e 2,4 4, /A' A 26 "" A � �� o yz��/ > 4. 02- Q 33 5 'k� (/r 6 /I/ `-, 4 = D 3s,"�i I I I Peterson tr Sueers, Y S�sA eY'�ei project J +) $,, 5319 S.W. Westgate ctural Drfve Suite Inc. 215 P g'.. 40 date ./'46/0 s W:1414.4, . -j` _ Xr= Portland, Oregon 97221 -2411 t } I `!� ,I F� G ti des Phone (503) 292.1635 // sheet 53 of k'� ✓M T �. : �f i Fax: (503) 292 -9846 S. ` I • U e. \. T- De.... 3 L I Lois L)Q1ts 1 1 r., I E8ie_ , 14-or ( z-(3, 0-te.1.-k.4r 0 , 14 - : - 6.5014 .1c-, cd2oLic q .4. f...-,, Liitz,„) c.c o, o o 3 = 9.61-'4 -‘i1 fil, 15 3,e I i 1 /y1„ = / o �� /l 09 /r� A, = / /e. 7,os, /) = D. U8 ii- /� . e= 0. OOZO( A o Z91., I 9 ',.1 A, , = 2, 2 /ti %T 4 ). 3-3 /4, - . 3S/ " r I ( Se_ frt-tiy /4; = O. 3 S '`'T I TY) rc,/ , -.". Zr- , /// - r zu-n i Aei-,>`arf /•" ( S, � Si -, 64 , QTW. 2 2 0 — — p.0®S.SZ t=/ n 6 = /2 d= /Z // I /y! - /D. � 6 ' * /1'1 = / -/c'. 76 _ - /z, /2 'A) x I A - i7./2 � - - /q, a/A '4 - /32, p p, E' D. o02z4/ J /c-cf 3 Z /! / Q k/ C /4 O• 7 8/ r- " / 3.J <7L ,i , 73''' - f` 2g a. fih. A„f -2 0 y3 4 I gC%- (041-<6 , 4 d r 6 Z2 - We/sr f4s2 I o< ,� - - a. o o S �e M =. - ' 7 / /J = /l. 355 0 -' /1 /Z.6. /4 4 _ 871,y I ki. P= a.o0// i 4 5 i e , , d - d•Zi/ 'X G 4,4„= 6.ve"-0, -›- /4„.7- 27`x/3 i 6/ e 1 /t = o. 4?7fj 17 �r 1 I , I 1 _ _ „ Peterson ctural Enee ginrs, date ._ ; •fir, t.z «�Ss t:1i project 2,. t 1 /D/449 *L.; SJ19 S.W. Stru West Drlve, Sulta Inc. 2?5 ( >i Portland, Oregon 97221.2411 i I - 1 - !S rem r Phone (593) designer 71 )1A sheet / of �) '�� m 9 ��' =” ''j�. Fax: (503) 292 -9848 292.1835 c � J J Y 1 kJ \ - De& Dr2 (1 � � ac� 0. I _ , = I '7, 2 :: s,. 5e.31 q..-6 2 a. I r LJ 6� -_ /Z 4/33 2 `/ h r I ' � " U ef r\Cu �.e / B ono, - i. ��o�l 5 �� r I 11.11' t= 1 9 " 10=12" c (- It'.3 ,.a j _' p . or36,( ( 1?'2 -K • 1 11 boo W �L, $ 1 I I _ ' I5 � ' \ 6 . 134 650 I e) 0--,.--- a ooz576 / - 3-584 ij. I n / (3s2 j = S '.31 It, 41,x 6.3 '7 A _ ©•C/S 1 J� /� _ so . 3 = D . LDOO gs A,, = 0./IS I v 2��?,-. A 115 1 k1� x,4 D, ysiti/ / 3,34 - D -/b /� - 1 I 0:6- i 4= /‘ /h7/4 I 1 I I 0::::: Peterson uctl Engi, In ^ ��, 5319 S.W. WStrestgaturae Drive, Sulneersta 2c. 15 project �� .._/ date (0 D y 44 -- � tPorllantl Ore 97 - 211 I 4t . . wt _ , ; • Phone (50 292 -1035 designer sheet S of p�� i /t/ ' '%trf?- +`� h qii . ±:e0 , Fax: (503) 292 -9846 t, I Uf 0 a I! ✓1 V I 5ko r fa /1 U - 11'cc �-1 �xn rc (Al (100"_ So 1•1 51j e . L�_ >� • /s1Sc�� I J 0 - o.o03yy ? - 6 1, 7g'K A = - 6, evil A, - 6o 05 , P- O, 00, 4s t O, /0,S' �h v, /l O /JS 111V 4 /5 « /N7"_ z`s > / Y I cp, /e /J-7'74. . I I I C C 3 , , :. ry �� 0 ,,I i i P1.1,n C , (_cr) /I Sl t , S 7.--7-C>..., Z2) OCX— 0, o ► Ll37 (1 x ) 87 4 - I 4 1 / 2g • 6 4rH4 I (It = 3V78 'k t =Iq" l d = rail ks, = O yg Z ��- . � j,, - 2ZO- 'Z / ,,O ,, e - � DO.3g A -- 0Sy ih • 1 J # / = o. 6-9 / ^/,n7- I I _ n ! A =/x S6 /A 4.,,,= O, 9e / - '4, A,,,= /2i:9 / 1 ooz A = o,311)- I _ s/ 2 < A _ O 'r" 7 . > / '�= Ll/ /I-7 Z�A 6 /sc. Ir1, -7 / = O c// '`/r4 I I - Peterson SVUCtural nrs, nt. I � fi'".u4fla.,� 5319 S.W. West Driv Engiee e, Suhe 215 project �� _ /,C O date /0//0 � V 1 Portland, Oregon 97221.2411 I '{ ry p , � j Phone (503) 292.163 designer �! sheet of ,,.ir Fax: 503 292.9946 9 / i ce. 6 I L1%LA /t re-571-1 I � Ar )cft teti' ©f -fie_ , 1--cf) T y�1e ��t I - 1' 4 d Kv /civ y (so 6iC , Loci Loci Ccs I �✓v 0(x--= fie -= '\'' r, .J U I M.,= I ...Sci / A 0gg1,,Z/n R 89,5 p51 1 Q = 0. 001., A< 0.21c, ,, l 7_4 I ''% aSP rr�i, 4 =D I I ENt-c ,ii 0,r- -o,n, IQJ - 00A = 1 e.\0.0csi Ctio , 1 - So, i .S d • , !4)o /r,� C4.�„� o< „---=-- - D, 00 (0 2 /1( x - ' B 7z /A d IA = - I f> - . q S l' r k ' Ply_IS.S /A,_0,c(g) 141r P-1t^ /C7. 6 / 1 6..1, I Q = D.00ig2 A -o.Q i�� /� � , A — O, 26 " �. A O . Yg '7 > / S S .r d ` ,. 3 . 5 '" /tt 1 .�,e1j— S� ,/.5._ 1 / , A,. = a 3S / / I I I I I I I - Peterson Structural En Ina. project date r 4,',,i 5319 S.W West Drive, Sult 21 p ro ; - ( fvi'+ : . Portland, Oregon 97221.2411 l ` /� �� / • r ,F f i iA Phone (503) 292-1635 designer �'i sheet S of 1�,' 7:" - ,rk.,.;. Fax (503) 292.9646 7„ I 1, (- , A\T - De-6ic A — E_• lvt■i L ec<Se_s I Per G&2-re6L, - ,A s-c _ c_ P icz tikc-trk, la/ I - k.)(4 LA 1 1 .5 e- 1.5v-t 1 c Cyk c i ,.• i z"- Lu, ,;--, 1../e, pC t‘..1 CA, Ci ,I sfe_.:7 I I , i ' 0 i 1 , — I 4--- — is 1 I 1 c < I V 407V t't 7,5 st -aci7.pdn s Ls„J cfc,-.( c. d't.N •Ar tt I I ,/ , _ 2...n I i , 1 , I ' ,.. r i• ,k i• (k...,T.,) ' 0,_ 6\ Lo.,i Wck\ 5 0 7 - 2(93.1 1 Lbiki liJcil1 - So 1 5 1 ci 6_ 1 D'\ rtetAor\ Zo I nc Q3 G . 0 Z , 0 ,g 11 S9, - ti.sg t-ei? 0 co6(35z. 0.003596 /. 83 - O. c iS 0, gg' I z2:-->27s 0 00b0/`g O. O&22 /•60Sto — (:). .5 / I 0-?6 0, 01 0.0 /329 , 5,0/7- - 3.5 x ;T:4 O-6 0.006 6.00 3e-g,g /.873 — 0.903 E t 1 149 0-0/8M6 ci. I), I Li,,, (,'---) 2 0 ,01(i0.5c, 0 3.r7 EA„, tz!---> tof 0. 030 0.01\ \ g.o., — 2..„.f3 s-.09 I ai\i- O. OIH 0 .0 3.B I • Z 5, ,... e ,,,...,,,,,, ir,.. , : „ .t ..„,.,..,,,, : 5 E i g: e n e r , e l n2o15 — project ,-- i ,.:(.,-( date /OM : 5 _ . Portland, Oregon 97221-2411 I ..:4,r - 4,011iX. Phone (503) 292-1635 Aci;', . -:,,, -4 .,, , -, ...... Fax (503) 292-9846 designer ,,, sheet s 8 of I U (ion It - sG ISkA , 1ic Ca6d` [--011 M q J 1\ S - ��r'sbi4 5;de_ - cm D f 10 .. as P .71 } . ' 1 �(1 _ ( � ,`r -y - 7 f!i un�wta, t��.�;klc..i� 1 un�(cIr` {- rri «, r :. i tAi p-) - or oov - 0:o042 - .2.x' 1.2ty - 0.03 I Y ��ty ) 22' To. 005E5 - o,0 ost24 - x.174 __ 1.3Y ` - z.. 5 a2 'a t�� y� '0.00� - 0. n:%Zl (,g -a,.0 0.571 - l• 62.6 I Ivry. 10--,>69 - 0.008472 - o.O's7-or - 1.3 1 503 - 0, ' - 7 r X -,Ar. 6 - O. DI7oci o.00gtsz - y.� 87 �.2'- $ - 2, a,o5 I r, 21 - >rnp -0. X02 - -3, girl o. , 5(.0 - 7).2c-11 S h . ' 4 U.\\ \ :CL I 0 - ' .0.,_0 01 - � 0 . 83� O.D,�3 �•�6y� 3 101 l Z � I t J 6t - - 2 2_1 0.005312- 0 28? 1.3�f - 0,757 O. (0 P 00ou'�3 2z �� . S 0.00 /6 I, ,y -o. y 335 0.$ 13 uy, o-)9a' o.o 2 evSC,y 0.0143% 6.97i - 3 . ` - 4 5 3• 24c I X E8 zz - 0, 02370 0.0u392_ G. a4, -a, a09& y, 052-1 L'..T. 0-?Top 0. ,1113.-, 0.905g2g ,. -1.535 1 •3g7- 1 \nof kiki(A , - 1\ Si\ SCAe I 0�> - 5p � . - 0.ovs33(� - 0,003'77 - 1.L10y9 0.q9 i -6 I1 I - 0.0136 -1 - 0.00 1 1 - - . k I S( 1 • 8 L- ► - 1. (.29. II _ LQA W(k'\ d11 4 . I t©/, o/11 P)e.W!P. 'f-0, x✓tTU,'c.•/ sv rtc., tote 130l-rtor, eanA. 1600vc. ' (NOA ) f diGir //, 355' ' i (3. z l - /q 6 ,41r 41') 41 i.r.. /6, 22 .1 /4; -le d 1111 _ ✓'`c_ /t(y 4 - ,', -4 '7 4 I - ,. � �y ., ��, Peterson Structural Engineers, Inc. tt c 5319 S.W. Westgate Drive, Suite 215 project / �1 y �. �- , date / / /� /' tr' ':, Portland. regon 97221 -2411 v C,j / l/ /0 /tl v t - r` ' O Phone Portland, 292 -1635 designer �� sheet S of a _ _ •F , _ fa y: ( 503) 292- 9846�j . I '! 6,...< n { J U ��t i '! C.r - -,_ I I� a ‘V� �-ca c C' � CO �u7 „ ta r� � � `.�.�r j .� r ci c 1 J 1 k I 4 n — 3.21.1 e 6` C - 0, DO% /--, O, f 1 >AI ,, 0`1.- ^ I 2 I U ( 2 - 1 7 k'c P ) ei',\ . e 6' c.,,,' L? $0 (,) To I _ SG A Spa.) I - ' x .2 5 Q = 0.00 l 1 — 0 I 6(-k' 4. A � 1 . �3f� = I M l a A _d 549), I (� -6",'- 4 4.5 = O.2/3 I \k- 61 tlle -iAO. for k),.-_, CGtser �NOvt -SoII s , j I P1,,.= t °.2 ' +C-1.6 � ,G cr- J -_I .Uo,0 /11,- - 1.1Urr v PIA._ l 0 3 .'G f . s e-..-. 0 . 0 01)} ..1 /a � = �..�{3 � I ,� �5. ,.�' l : il �.Sl _ c . - 31 t ^ (%i, I Z use //1/:-/ /4, = o. 31 4 1X-07- l ' . f lc . 4 ./- r f v� r �! fc_ T's� 2z r C� , S. to r Op t T� Qi �� q 3 �' � � li Esc >,./ 5 . I /� = 3S,�J flip 4 (. 3, " 1� 55115 41 q r; qq. f_3 ./1 r” 19 A = 311.3) Q = D. DOSg5 = o.7 / / >As (A 6e r'1 4 = O, 7 f O _ I NO /V z / A,, d. 4_, .27.-, c /iG,/ 424C 4 Vr./7 C<4f •� 743:, �SO// 61 'd it /. 92' 74 7- /d G' 1, -: <, _ 4.5-. S. 2 4 • A, _ /' . S,e' - II 9 L.Is� M!� li -� - C� c�'��'r � . Pe terson Structural Engineers, Inc. � :.� F project / date 5319 S.W. Westgate Drive, Suite 215 p j O / �/j /� /j //�/ Portland, Oregon 97221.2011 C / 1,! lo1v/ t) �', Phone (503) 292 -1635 designer 1 v{ & .. K , sheet of j`.��- � +�j�� Fas: (503) 292 -9846 �(�� &(), I Lc..kt. L) I\ De& ., Q n tr - ..�1 �it, 1 ; e.�','t'rj. gt FC e. v f ✓®,'-t 22 l 6)41/ �Q cai / �� `'r 7� / <. se 4, .k =2C —y� Alf =22.7 I 4 - /3 9 P- 0. ooz 9 //,., �.._ � A z, /, ' ✓�; 6 52 ` I or oi ( P. of niG. ✓iCr ZDmL ./ides l✓4/% 2 e` 7 734 `Nc;,1-so; /S;/, n = - /7 , /2 / -' -/h f 3 ,3,14 --1t — 262 vei4 --k7 Ww = %. )4?r• I A � > t�7 C/ A = /S7 �,; e = o (),(:)2,y As ,�4d 0 ze7 /q, z%l h �Q. �� 3 43 , I (./ise.:_. I»`f#9. ' v6f. /9;.-` ,_ I 6 \/\o ( T WOt I \ De6 1 v : I ) EJT` c4 I P e-Vn1-6 / C1,, ��t' / i t-�'U,r io L $ ! � 5 ! , e.*3 - M J >�r' J I /' / U = 2 7 2 / 7 L' / Z c./ ? ! /5 6..9y f - „b 41 ^ s'/, t � l ,�.q9, g�,,. E- 0,00v32 A = D.S�4 >�4 '� ...4-.4 - / i Sw ter r . P. i U c ��I�v . P/0,-, t { b;,u�- s,_ 4, ( TO �©;i � t'fe .I /4 .=-- 5, 7395 7L- 0.Or31'k= 6. 5 y3 /A, /19 ,i = 7 27 ,e, -k �f C./ (.,� ^ 'nom / / > / I � Z. J t• I �JI _ O, OL /V�Uj�C� � �/� 7 n (�• /3 /rr 7 �� I (i33� O ' / / ! 7 r C - /5e_ ett/tt 0. / 1 I I d Peterson Structural Engineers, Inc. �, ti . S.W. Wstte Drive, Sulte 215 project � /J % date /O lG O I ^ �} t�d!� # � � Portland, 5319 O regon ega 97221 -2411 ,. : TM 4 Phone (503 292 -1635 designer sheet of 61 ., # _; _ iy Fax: (503) 292.9846 finer „/,-- .,..,‘,--,- c5e ) 1 I:1 .5 , f _ a s — ,- . — I 6V1.01' 7 ,,A) c,1k- De6 jA.: • , , , i I (.)t, / 7 1 4e. fii,J. 4-e4,- ct,) ,e, .,,, 7 4, z.,/ 7.3, CA104 --.1:::,./ 6.e. 7 :k . 7 /ii, --- - / ev 7,„q, A-4' I zi ,/.../ 1.-- 6 ? 7 7 l/), e = I a'e A = • I 27 0/ (...L.)C;ll CZ - 0// .-</C47 '• ._./ 4 . ,.... I A_-:- ze-,4''' - 3 _to? 3,/. go9 44, /)1, = Z . ” . Z 4- 1 lir , ,, -- - - ,2 z z / 1 45/ 1° =- ,'.o9yz • Xi, __/. = O. / zi- ' >1 ..„. I c 1 / { --5-, '47,4 (1, = 6 /' K4- I / to / A 7c;( A e)t-iti ,, EcAt... 3 '4 V A // ,60„, -2„-- i 7 .43 Z:-.:::: :di -57: ) ..) I A -_,.. 6 ,..„ _?? /4 e-/ /41/f 4 / II 0 ' 4 = '2 9 (..i" 7 L'/ •••d I ....} I A - ,/&e_ ' / i () --, a oo/69 A .37,15, 615e. API, I .4 . ll --/f,5 /, ,----,44 4, /7 ...___., ,4-0 / — /2D, 5 z1/5-,' () -- - - 7 D. Z( / 4 -.--,' Zfl'117 -- - - 0VA," >1.??,4 - -G`,,T1 ',7,, I , V .! 4 Ali-1 A ( Ze : . /4 71 I ,,s.i.t , 2: ,..,.. niti7siv :379 project --, .,,, , ..„..?./.., date I tf;.:4 Portland, i // "/ pl o . -- -431 4 . it-,-4.,„., .,,,.;.,.. , Phone (503) 292-1635 U 1444% Fax: (503) 292-9846 designer / /A i( ) sheet 6 of 1 1 �/G U PTT' L,..s I 5,0 7 / C/v•`1 . /,k tOf \& °> Wt = /5p,Cf'( )21:3') — 60 642.1,.. (.t.)[ fI s => toff. _t /so ((29. 24 (I7.3 )# (. .)' 4 (3 , (9 I C I =} (.c)t /-S (.0 7�g33)( z/,?3)_ /4/6,, 617. I 'le- o? --ta- �, .>g y ap - - - Fop 31,. L.L. => L.l..= /O /`' ` t. i - , / ) D.L. ,ma 6 2 I o58, Li. L. L. = Vo g I Sci / lJ ,/,n J i X I / �Zo el.4asA y35.37 y31.22 2 A3 � = Ig 33 (��. �( �' l k7O I UTA S- _ 6 7.<< p.(=(12zz- 6:)=-- (\ , soo3' - ur l o 1, 2-6-0.3 CI esn I FJ. �P}` 2j.os� ( !-;s !. .Ind,. 01.2 S ,�. .__.. 0-r re ----k_ .S1e L D r'-i I I I - _, Peterson Structura Engineers, Inc. t' s. 1 r date F ;,'y � { � 1ffiM 8319 SW Westgate Drive, Sulte 215 p (�, _ /�,` f J / , / O :6 V-If y. 9TH - Portland, . . Oregon 97221 -2411 1F.X4+£ �c ed- ?fs i)++� r ! Phone (503) 292 -1635 designer / sheet 43 Of I ,{�'r �,�.' we 4 Fax: (503) 292 -9846 7' 1 Ua v" /r .aS� J (°) 18 3 f 1 /,rp-c>. -1 s4 I G/, = '2a) `_ `--t x 04), 0.061733 (@ ' o,s, 4 -o) 21:! , c4s'---- C)-7S .27 ('4.°' .4: 1 , 0:) r W �^ — Ia. ((21:33 - I 1 1 0 sO 1 I- ow16 il, e,,40 CZ t'A. P r,, It e t To -aA 1"4:\_.) ' 1 { s (j e--) I 41 V .:::t1 ' fd r ® 0� 0S3Z(1i�� ..\ g 33� ®` 3(11 .o� 4 �_A Y'' 1 � �� S T-gt�; u �� 0.- _ 3 .84:1_2 5 6 } = 1345 I P _ m [i- V- - j _ 0., q/ j A = 0 0q2 1(26.S)1J2 -)` D <2q.. In'� 4 1. 6,i'�,: > I.3/- r.- 0.31 ( J � I 1 S I d as,_ A= ,3? a/r I Vu.„.■,- I1otRBM a It,(`4 (/I vim_ 7 _6 �Z / I � O. I y ��'I z //`� ■ 11 I t,' - '..S e 1` c! r a.....d� `S 1 .c4c- j � -�_ 3 � r( .& /2' d= ZS' I DT s — — O.,02 V -; I t u : 1 - ZS Ti's p je — Lt r72 (r _ \', 1 �� - 1y�72f1 ,. 4 c • _ 1 = 1 z12. _ mow, l� Q— 0. -003_3 A , —0., 11 (��r� A< ` J.!'a%'.> 1.33�I d O. 15 < ;. NaA -.50,1 rc1;. ® Peterson Structu Engineers, Inc. ,.NS, g date F a c F 1 Si. 5319 S.W. West gate Drive, Suite 215 project /� / fjrl (' 1z . p s 1 ° Portland, Oregon 97221.2417 / � // C y ,y. #. � j -. ro i ' Phone (503) 2921635 designer , sheet of I aW dti'ZI: i 5,y. -E„ ■ a:r. ' Far (503) 292.9846 /�F V I . Ua u it as )'" A RR I Bow S1., (- Gvc S {)--).e. „ .n rcU, � t . - i e � k- `12- = 3G'' oR _ Z ,, I _ /13s Z L f r- a 3 /1..._./6 /Z:(2 I P- 1 2 _ f z.(rn) A e _ D o , /-' = 7 `' ) .-- ` :---- / o J I A ,5 ,.,.. ” 7.3.3 ,,,,,/ / r � /1 /o61i, > /Z —fil, ... D6 � y ' � 4 I v 3d A, = O. e. 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I 4-(7' I - L IU �'tck'v ‘Ad-li s 1.2_11 7--f';/ I CZ_r`,,,/ts U c /Se- y 1 1 2 r. ? Peterson Structural Engineers, Inc. (.- date /9/ - 1 < ~ 5319 S.W. West Drive Suite 215 project ' /�� , G , ' -i: 5 <f �4 a{ » t i Portland. Oregon 97221 -2411 I 1 , � x-7 4.Z: `,6 Phone (503) 292.1 designer sheet / / of • " sF � :' , - -1. ' ti� - Fax: (503) 292 -9 9 i�� 6 6 l v 1 \, II _t- ,.S° I a - re__G L ) = 1 s LA ,,<_- f �p� (,J�j i,,.= S � / de pt�L.= IS Ii (0 lso Ioc.pL-(c,',tt3;..:',)+_(7____,17)_is' 1z" z )z ii P — 161`, . 2- 0 2 Cc<64_ 1 II t y b .. ... s I z 7 ,J �t' II ^ ci) I U5c— , ' . \:)6 - `C IS 6.,e l?o rr t l► , . z,s ,11 &. II- 0. c (6_ o II I 21.0,,. 1,\-14 cr t ` .L- z� II • II I I , I -r q _,. J .?- Peterson Structural Engineers, Inc. act / j` ii tl - 5319 S.W. Westgate Drive, Suite 215 project O� / date � /� /O / /C� � M,i4 y ,+ , y Y. Portland, Oregon 97221 -2411 i (/ (�� 5 4 `'t r 9!' 4 � . ; .„ y � y ,, _ c Ph (503) 292 -1935 designer �I /� /, / ,,J sheet / /,•v,�( of '�M 1 Rr+lrX .)_ Fax: (503) 292 -9946 /, / Y/ D a rent 1 Z LOr1 - L d. i-t-.L_ 1 0 tbrt 3 irtMc. Li rent N.,901 U - -/ K iS 4 ' 4 �j �" VclCI<<tl il • LDv.W QOK tS. A ..S tip/ . II ,Stfl c_I k..a A \ .. t -A t(4 L N i 1 0.ee. c 't os A ( l Z') a X111 m 1V1, 0 C(ii'4t(! �Te21 (1\ " II Wok 11 .2%) ^e.1 Ec„t : cam, 3 ,, i 'R. . Eca� l , �. 3 5�. Q. 359 0, 59 0.3.5 * 2..OS 4 " * 2.. o s 4- P. S. � ® I I 1,47 0.`16( o. g3 S O. S-4-/ � Sc; S� -' 0. 5s? o r�-F33 I --P. . oA a N - , .5t 0,Sks o,in o IQ A WA N/X 0,tiL N/!t 0 .7e IWAI IWA II PS slotr . �, , op, �,v / -- �� Iii A C), 0 ?SS O y' j ph-----7— vf 0.1e$ 0. 3b 0,70 7-- JO - _ 1 .S. Stn : too -,c,i &/A ti//, //r± VA lVA A./A II ti;A WA ti /�1 G K 3 /U //4 %V�/' UA,�r <o�l O, ZiB 0. D.2r8 ©,Z�4S b 0,7 o, yg D,y 0, O, ! 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Fax: (503) 292.9846 / t L , <' I r I ? U 1 . II T'C,t 5 r S;.e c I (),■ A v .. (ih II #-6. 12 o Liyi III C- g l2 �7• D #4 6' O. k 9 0Z" l.(7 II F # 6' /.2 G # f 6 "' /. s8 Q II 001e: - .<...c(.4. -tC* i,JaI( E( <uc r10 ck.Jr Lx ci ■Pi Vt`ec..JS Il (- E _ 3 , _ R a t < 1 � J ( t lo.. C o 1, k- --,e. ( _ I4_c A e e L CO A€ II II I I I I I I Peterson Structural Engineers, Inc date 3 5319 S Westgate Drive, Suite 215 . project /' l' J :u E {x{1.3 ,- l r , ,r - Portland. Oregon 97221 -2411 �� / �� z ;p'h t i., , Phone (503) 292 -1635 designer •Jl /�ff sheet ! of I rt r .. ` ... / 6 �:ev'k', -fy'�. art_ .r _. *�. .' Fax (503) 292 -9046 /� 111 VERTICAL VERTICAL VERTICAL A A A HORIZ. HORIZ. HORIZ. j a (� A II i VERTICAL VERTICAL VERTICAL A A A HORIZ. HORIZ. HORIZ. III G 5 G II II VERTICAL VERTICAL VERTICAL H H Ft I HORIZ. HORIZ. HORIZ. D B D P.S. LONG WALL: SOIL SIDE I N.T.S. VERTICAL VERTICAL VERTICAL fl I I'S a HORIZ. HORIZ. HORIZ. A tt I 1 VERTICAL VERTICAL VERTICAL B 1 HORIZ. HORIZ. HORIZ. ,4, C A I 1 VERTICAL VERTICAL VERTICAL A A HORIZ. HORIZ. i HORIZ. 1 A A P.S. LONG WALL: NON —SOIL SIDE I NT.S. I ff,, -i i'; Peterson Structural Engineers, Inc y #` date 2 ^ / / /�� // /iii fzt . 5319 S.W. Westgate Drive, Suite 215 project ( i� !_'' �i / /�' [ � t. , ( a F -• Portland, Oregon 97221.2011 r0 ect I i � , y$.,.�. p4 ;;}v (}�? fir Phone (503) 292 -1635 designer I �, sheet l7 ,� of " 2 1;,:i o% y Y . Fax (507) 292 -9846 "..4:// (/ t'C/ VERTICAL VERTICAL VERTICAL HORIZ. HORIZ, HORIZ. II II VERTICAL VERTICAL VERTICAL I HORIZ. HORIZ. HORIZ. D A D II 111 VERTICAL VERTICAL VERTICAL D p I HORIZ. HORIZ. HORIZ. C. C P.S. SHORT WALL: SOIL SIDE N.T.S. VERTICAL VERTICAL VERTICAL A A A HORIZ. HORIZ. HORIZ. A A A II VERTICAL VERTICAL VERTICAL A HORIZ_ HORIZ. HORIZ. A A A VERTICAL VERTICAL I VERTICAL I HORIZ. HORIZ. Pt I A I P.S. SHORT WALL: NON —SOIL SIDE N.T.S. .,e4 ` . . � i y 1 Peterson Structural Engtneors, project �, - date T - , y � 5319 $W Westgate Drive, Sulte Inc• 215 P � C , l - ._ % � � �� t /v�® fr y� 3 �e Y �''. »� -��'� Portland. Oregon 97221.2471 � 1 S designer r , sheet -. . of * j + S1t ,��,.� i t Phone (503) 292 -1635 9 sv� .v V . 1"„ 0. _ Fax (503) 292 -9646 j ' ,,„ y , ; : II I I II VERTICAL VERTICAL VERTICAL A A R HORIZ. HORIZ. HORIZ. III ES I A I . II VERTICAL VERTICAL I VERTICAL I 16\ A, At RIZ. HORIZ. HO H ORIZ. C A C I � VERTICAL VERTICAL VERTICAL C C I HORIZ. C HORIZ. A HORIZ. 1 I VAULT LONG WALL: SOIL SIDE N.T.S. I VERTICAL VERTICAL VERTICAL A A A HORIZ. HORIZ. HORIZ. A A 1..\ I VERTICAL VERTICAL VERTICAL H ORIZ. HORIZ. HORIZ. RI I I -- __ I — - — - - - - - -- --- - - - - -- VERTICAL VERTICAL VERTICAL P i\ I HORIZ. HORIZ. HO IZ. A A I VAULT LONG WALL: NON —SOIL SIDE N.T.S. `i4 -t, - Peterson Structural Engineers, Inc. date It a �r r SJ19 S.W. We g9o2n9 221 11 215 project 1,,,,.- C /�� /� �� >"� � 1 �'� b'i' Portiend Oregon 97221 -2411 .. }: S� I a�a� t r y ' s 3 R Phone ( 292 -7635 designer 7.. sheet . of ' '1 s 3 '� F :11 :mr 1 - .; - Fax (503) 292-9046 ' y..= / 0 VERTICAL VERTICAL VERTICAL A 11\ H ORIZ. HORIZ, HORIZ. ----- - - - - -- A Q II VERTICAL VERTICAL VERTICAL A I HORIZ HORIZ HORIZ. B A Q II VERTICAL VERTICAL VERTICAL [■ Z I HORIZ. 13 HORIZ. A HORIZ. I VAULT SHORT WALL: SOIL SIDE N.T.S. I VERTICAL 1 VERTICAL VERTICAL A A A HORIZ. HORIZ. HORIZ. I VERTICAL VERTICAL VERTICAL I A HORIZ. HORIZ. HORIZ. I VERTICAL I VERTICAL ■ VERTICAL 1 HORIZ. HORIZ. HORIZ. I 1 I VAULT SHORT WALL: NON —SOIL SIDE N.T.S. I ,. µ ,� 1 , q4 . 7 ,. Peterson Structural Engineers, Inc. date ' n w ...1%4..;-v,- 5319 S.W. Westgate Drive, Suite 215 project o r r'-� [/ /�y�j bAf+ Y1 g 1. /�.' �y�, -' /�^ /� /� +rs n +. " jz Portland, Oregon 97221.2411 t nat 1 y t ��' Phone (503) 292 -1635 I r r, ` r.ar 1 , designer r9! 3 of y V ..FW i '� it s ?� :kl.., Fax: 1503) 292.9646 a - f � � sheet nog Sax: 503.292.9846 Sd, Westgate Drive, Suite 215 P "• Portland, Oregon 97221 Project Desc.: New CMU Pump Station WI concrete Pit and Vault Phone: 503.292.1635 Fax: Project Notes Peterson Siructurel Engineers. Inc. www.psengineers.com Printed: 10 JUL 2009, 3.35PM . R txwoject FOes12008198176 to 0 W& 8 200 190 ercelc108190 ps.ecs Il Masonry Slender Wall ENERCALC, INC. 1983:2008, Vec 8.0.221 Lic � #;:�KW- 06002408 , : a _: _. ��a e1 �. =k ~.�= �� ' f��r�nse STRUCTURALENGINEERS Description : New CMU Wall • .General Information Code Ref: ACI 530- 051MSJC 2005 Sec. 3.3.5 Construction Type Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nominal Wall Thickness 8 in Temp Diff across thickness = deg F Fy Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 150 Fr Rupture 61.0 psi Rebar "d' distance 3.750 in Minimum Vertical Steel % = 0.0020 Em = fm ' = 900.0 Lower Level Rebar .. . Max % of p bal. = 0.50 Bar Size # 6.0 Grout Density = 140 pcf Bar Spacing 40.0 in Block Weight Normal Weight Wall Weight = 56.0 psf I Wall is grouted at rebar cells only f L One - Story Wall Dimensions 10.670ft "e .. A Clear Height B B Parapet height ft I Wall Support Condition Top & Bottom Pinned — I Initial Lateral Disp. @ Top Support in y II A Floor Attachment . — •Veitical Loads 1 Vertical Uniform Loads ... (Applied per foot of Strip Width) Ledger Load Eccentricity in DL Dead Load Lr : Roof Live Load Lf : Floor Live Load S : Snow Load k/ft Concentric Load 0.2030 0.4050 k/ft .Lateral L Full area WIND load 29.920 psf Wall Weight Seismic Load Input Method : Direct entry of Lateral Wall Weight Fp 1.0 ' 75.80 Psf Seismic Wall Lateral Load 75.80 psf • DESIGN SUMMARY Results reported for "Strip Width" of 40.0 in Governing Load Combination ... Actual Values ... Allowable Values ... PASS Moment Capacity Check +0.90D +E Maximum Bending Stress Ratio 0.4608 Max Mu 3.642 k -ft Phi * Mn 7.904 k -ft PASS Service Deflection Check D + L + S + E/1.4 Min. Deft. Ratio 488.89 Max Allow Ratio 150 Max. Deflection 0.2619 in Clear Ht. / Ratio 0.8536 in I PASS Axial Load Check +1.20D +0.50L +1.60S Max Pu / Ag 17.319 psi 0.06' fc 300.0 psi PASS Reinforcing Limit Check +1.40D Max As /bd 0.002933 As /bd = 0.6 " pbal 0.005345 ' PASS Minimum Moment Check +1.40D Mcracking 1.468 k - ft Minimum Phi Mn 7.160 k -ft Maximum Reactions , .. for Load Combination.... Top Horizontal E Only 1,347.98 Ibs Base Horizontal E Only 1,347.98 Ibs 1 Vertical Reaction D + Lf + S + W/2 4.018 k I S , r . 7 L 5319 SW Westgate Drive, Suite zi5 'Joy , ^.^ nu m Portland, Oregon 97221 Project Desc.: New CMU Pump Station W/ concrete Pit and Vault Peterson Structural Engineers. Inc . Phone: 503.292.1635 Project Notes : Fax 503.292.9846 www.psengineers.com Printed' 10 JUL 2009. 3:35PM I M a s o n ry Slender Wall Ale: Wrci eotF8es1200840B- 17 ENERCALC,, INC. 1983.2008,V 0.711 Lic. : KW- 06002408 License Owner : PETERSON STRUCTURAL ENGINEERS Description : New CMU Wall Design Maximum Combinations - Moments Axial Load Moment Values 0.6 * Load Combination Pu 0.06 *fc *b *t Mcr Mu Phi Phi Mn As As Eff As Ratio Rho:bal I k k k -ft k -ft k -ft in ^2 in ^2 86 16.920 0.44 0.00 0.90 2.53 0.132 0.145 0.0029 0.0053 +1.20D+0.50Lr +1.60L at 4.62 to 4.98 0.650 16.920 0.44 0.00 0.90 2.47 0.132 0.143 0.0029 0.0053 I +1.20D+0.50L+0.50S at 4.27 to 4.62 0.876 16.920 0.44 0.00 0.90 2.58 0.132 0.147 0.0029 0.0053 +1.20D +1.60Lr+0.50L at 4.27 to 4.62 0.674 16.920 0.44 0.00 0.90 2.48 0.132 0.143 0.0029 0.0053 +1.20D +1.60Lr+0.50L+0.80W at 4.98 to 5.34 0.626 16.920 0.44 0.34 0.90 2.46 0.132 0.142 0.0029 0.0053 I +1.20D +1.60Lr+0.50L -0.80W at 4.98 to 5.34 0.626 16.920 0.44 0.34 0.90 2.46 0.132 0.142 0.0029 0.0053 +1.20D+0.50L +1.605 at 4.62 to 4.98 1.298 16.920 0.44 0.00 0.90 2.78 0.132 0.154 0.0029 0.0053 +1.20D+0.50L +1.60S+0.80W at 4.98 to 5.34 1.274 16.920 0.44 0.34 0.90 2.77 0.132 0.153 0.0029 0.0053 +1.20D+0.50L +1.60S -0.80W at 4.98 to 5.34 1.274 16.920 0.44 0.34 0.90 2.77 0.132 0.153 0.0029 0.0053 I +1.20D+0.50Lr+0.50L +1.60W at 4.98 to 5.34 0.626 16.920 0.44 0.69 0.90 2.46 0.132 0.142 0.0029 0.0053 +1.20D+0.50Lr+0.50L -1.60W at 4.98 to 5.34 0.626 16.920 0.44 0.69 0.90 2.46 0.132 0.142 0.0029 0.0053 +1.20D+0.50L+0.50S +1.60W at 4.98 to 5.34 0.829 16.920 0.44 0.69 0.90 2.55 0.132 0.146 0.0029 0.0053 I +1.20D+0.50L+0.50S -1.60W at 4.98 to 5.34 0.829 16.920 0.44 0.69 0.90 2.55 0.132 0.146 0.0029 0.0053 +1.20D+0.50L+0.20S+E at 4.98 to 5.34 0.707 16.920 0.44 1.10 0.90 2.50 0.132 0.144 0.0029 0.0053 +1.20D+0.50L+0.20S -1.0E at 4.98 to 5.34 0.707 16.920 0.44 1.10 0.90 2.50 0.132 0.144 0.0029 0.0053 I +0.90D +1.60W at 4.98 to 5.34 +0.90D -1.60W at 4.98 to 5.34 0.470 16.920 0.44 0.69 0.90 2.38 0.132 0.140 0.0029 0.0053 0.470 16.920 0.44 0.69 0.90 2.38 0.132 0.140 0.0029 0.0053 +0.90D+E at 4.98 to 5.34 0.469 16.920 0.44 1.09 0.90 2.38 0.132 0.140 0.0029 0.0053 I +0.90D -1.0E at 4.98 to 5.34 0.469 16.920 0.44 1.09 0.90 2.38 0.132 0.140 0.0029 0.0053 Design Maximum Combinations - Deflections Axial Load Moment Values Stiffness i Deflections I Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k -ft k -ft in ^4 in ^4 in ^4 _ in D + L + Lf at 4.98 to 5.34 0.522 0.44 0.00 335.60 26.51 335.600 0.000 #41:114#14t.# D + L + W at 4,98 to 5.34 0.927 0.44 0.00 335.60 27.49 27.489 0.000 0.0 I D + L +W +S/2 at 4.98 to 5.34 0.724 0.44 0.43 335.60 27.00 335.600 0.019 6,645.7 D + L + S +W/2 at 4.98 to 5.34 0.927 0.44 0.21 335.60 27.49 335.600 0.010 13, 281.5 D + L +S +E/1.4 at 5.34 to 5.69 0.907 0.44 0.79 335.60 27.44 38.433 0.262 488.9 D +0.5(L+Lr) +0.7W at 4.98 to 5.34 0.522 0.44 0.30 335.60 26.51 335.600 0.013 9,500.9 D +0.5(L+Lr) +0.7E at 5.34 to 5.69 0.502 0.44 0.76 335.60 26.47 38.128 0.253 506.8 Reactions - Vertical & Horizontal I Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 lbs 0.00 lbs 2.668 k S Only 0.0 lbs 0.00 ibs 1.350 k I W Only 532.1 532.08 lbs 0.000 k E Only 1,348.0 lbs 1,347.98 ibs 0.000 k D +Lr +Lf 0.0 ir..s 0.00 lbs 2.668 k I p +Lf +S 0.0 ibs 0.00 ibs 4.018 k D +Lf +W +S12 531.9 l b s 532.27 lbs 3.343 k D +Lf +S +W /2 265.9 lLs 266.13 its 4.018 t. I D +Lf +S +E /1.4 960.3 1t:r 965.35 is. 4.018 t r Peterson Structural Engineers, Inc. Title : Bull Mtn. Reservoir Pump Station Job # 08 -190 5319 SW WEstgate Drive, Suite 215 Dsgnr: MWP Date: 9:36AM, 10 JUL 09 + Description : New CMU Pump Station w /Concrete Pit I y - ; . 1 F Portland, Oregon 97221 Peterson Structural Engineers, Inc. Phone: (503) 292 -1635 Scope • Gravity and Lateral I - - Fax: (503) 292 -9846 - - - -- - - - Rev: se000l Page 1 9 User KW- 0606773, Ver5.8.0, 1- Nov -2006 Masonry Lintel Design OB 190- 01.ecw:Calculations (c)1983 -2006 ENERCALC Engineering Software , . , , , � .... _. __. - ,,. _- F •.mac -�- ., - e .�....>�s: ,.. a. ., I Description Worst Case Lintel I General Information fm 1,500.0 psi Clear Span 6.67 ff Rebar Size 5 Fs 24,000.0 psi Lintel Depth 2.67 ft # Bars E/F 1 Em = fm • 900.00 Thickness 8.00 in Top Clear 3.000 in I No Special Inspection End Fixity Fix -Fix Btm Clear 3.000 in Seismic Factor 0.758 Bar Spacing 3.000.in # Bar Sets 2 Wall Wt Mutt. 1.000 Load Duration Factor 1.000 Block Type Medium Wt Live Loads Not Included with Wind /Seismic Applied Loads , . ,. • . -� is tn • ute • oads... DL LL Start X End X #1 0.30 k/ft 0.40 k/ft 0.000 ft 0.000 ft I Wind Load 26.00 psf Moments & Shears - ..- • Moment Shear Vertical Loads Actual Allowable Actual Allowable DL Only 1.90 17.47 k-ft 8.55 19.36 psi DL + LL 3.40 17.47 k -ft 15.29 19.36 psi DL + Wind/Seismic + (LL) 17.47 k -ft 19.36 psi I Lateral Loads Wind 0.26 2.86 k -ft 1.47 19.36 psi Seismic 0.59 2.86 k -ft 3.34 19.36 psi I Equiv. Solid Thick 7.600 in Wall Wt 78.00 psf E 1350,000.0 psi n 21.4815 i .. x S ummary ' Lintel OK I Span= 6.67ft, Depth= 2.67ft, Thick= 8.00inMedium Weight Block, No Special Inspection Using 2 bar sets of 1- #5 bars spaced 3.000in apart, Ends are Fix -Fix Combined Stress Ratios DL + LL (shear governs) 0.7894. 1.00 I DL + Wind (+ LL) (shear governs) 0.5173 1.00 DL + Seismic (+ LL) (shear governs) 0.6141 1 1.00 Combined Stress Results... Vertical Lateral : Combined I DL + LL fb /Fb 0.1944 0.1944 1.00 fv /Fv 0.7894 0.7894 1.00 DL +Wind (+ LL) fb /Fb 0.1087 0.0900 0.1987 : 1.00 fv /Fv 0.4414 0.0760 0.5173 : 1.00 DL + Seismic (+ LL) fb /Fb 0.1087 0.2046 0.3133 : 1.00 I - fv /Fv 0.4414 0.1727 0.6141 : 1.00 Design Values 1 3 I Vertical Strength Allowable Stresses As 0.6200 in2 Masonry Fb... k:(np ^2 +2np) ^ .5 np 0.29 0.33 fm (.5 if w/o sp insp) 247.50 psi np 0.0601 Steel 24,000.00 psi j = 1 _ k/3 0.903 Masonry Fv I M:mas=Fb k j b d ^2/2 * LDF 17.47 k -ft fm ^.5 * (.5 if w/o sp insp) 19.36 psi M:StI = Fs As j d 32.51 k -ft Lateral Strength A 0.62 in2 I k:(np ^2 +2np) ^.5 -np 0.32 np 0.08 j =1 -k/3 0.89 M:mas =Fb k j b d ^2/2 * LDF 2.86 k -ft 1 M :Stl = Fs *As *j *d *LDF 6.09 k -ft Wno61wvvooigateunvvuvm,z/ ~`—• —• ' �� N�CMU�mpS��%V�m��a�Ya� Portland, Oregon 97221 Desc.: pho no�8202.1GB Project I - Fax�8�02�84h Printed I Description : CMU Screen Wa ' � - -'- CodoRo��AC|53O~O58NSJC 3��5 �� -=°.--_..~ - `� ' -: '_ - 0� �m�m��n T�o��mu�d HoJ�wCono�� Masonry F'm = 1.50ksi Nominal Wall Thickness 8 in Temp Duff across thickness = deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min AUn*Ou��'p|anoD�|R�in~ 150 Fr'Ru�um = 61.0 psi R»ba'^d^din�a»»* 3.O13in Minimum Vo�ioa|S�e|% ~ 0.0020 I Em~fm^ = 900.0 LoworLovo|Rohor � Max % of p bal = 0.50 Bar Size i # 3��v 5.O in �mo�Oonoi� ~ 14Opof ua'�pa«»g I Block Weight yNodiumVVeight Wall Weight = 78.0 psf Wall io Solid Grouted I =. = ',~~_0 ~ ~..0-.4~._ '-- _� — A C�o Height 8�O� / — B I B Pampohe�� = A �� Wall Support Condition Top Free Bottom Fix _-- � |nida|Lu�ndDiop.�� Top Su�m� in � �� • �� A ' ' �m x -~ ��|� �i��i� '~�— —'—� ' �-- - - nmumaw�o�m 36 Fp Wo wo�m8o�m�L�dmnmm�»�: Dh�u onhynfLu�xm|VVaUVVe�h I Fp 1.0 ~ 4��%O P� Go�m�wu Lateral Load 42.20 psf `'7o "1::r.: . Rmmubmrmpm�mdfor ~Sthp�Ndth^mf48.Uin �� CovomingLoadCombnodon� Au�u Values Allowable Values � � PASS Moment Capacity Check +1.20D+0.50b+0.50L+1.60V Maximum Bending Stress Ratio 0.5622 Max Mu 4.218 �� Phi~�n 7�5U2�� I PASS SamkmD��ionChmk D+ L +VV + S/ Win ��.Ruho 2.Q73.37 Max AUmwR�io 150 Max. Deflection 0.02422 in Clear Ht. I Ratio 0.480 in PASS Axial Load Check +12OD+O.5OLr+1.0OL Max Pu / Ag 5.933 psi 0.08^fo 300.0 psi I PASS Rein�mingLimitChook +1.2OD+O.5OLn1.8OL WaxAo�d O.002541 An��=0�8~Pba| O�OO5345 PASS Minimum Moment Check +120D+0.5OLn1.80L Mcracking 2.364 k-ft Minimum Phi Mn 7.502 k-ft Maximum Reactions hnLoad Comb�u�m. I Top Horizontal 0.0 lbs Base Horizontal E Only 1,012.80 lbs Vertical Reaction D + Lf + S + W/2 1.872 k I I 5319 SW Westgate Drive, Suite 215 usgnr: Iv' vvr nsE Portland, Oregon 97221 Project Desc.: New CMU Pump Station WI concrete Pit and Vault Inc ' Phone: 503.292.1635 Project Notes : Peres °° Sr`ucr° Engineers. Fax: 503.292.9846 www.psengineers.com Printed, 10 JUL 2000, 3 35PM I Flle: a Protect FOes12008108-176 to 08.200108- 1901Enercalc108-190- p5.ec6 Masonry Slender Wall ENERCALG INC. 1983-2008, Ver.. 6.0.221 Lic. # : KW- 06002408 License Owner : PETERSON STRUCTURAL ENGINEERS Description : CMU Screen Wall I Design Maximum Combinations - Moments Axial Load Moment Values 0.6' Load Combination Pu 0.061c'b't Mcr Mu Phi Phi Mn As As Eff As Ratio Rho:bal k k 1 k -ft k -fl in ^2 in ^2 +1.200+0.50Lr +1.60L at 0.00 to 0.20 0.000 27.360 0.59 0.00 0.90 1.88 0.116 0.116 0.0025 0.0053 +1.200+0.50L+0.505 at 0.00 to 0.20 0.000 27.360 0.59 0.00 0.90 1.88 0.116 0.116 0.0025 0.0053 I +1.20D +1.60Lr+0.50L at 0.00 to 0.20 0.000 27.360 0.59 0.00 0.90 1.88 0.116 0.116 0.0025 0.0053 +1.200+1.60Lr+0.50L+0.80W at 0.00 to 0.20 0.000 27.360 0.59 0.53 0.90 1.88 0.116 0.116 0.0025 0.0053 +1.20D +1.60Lr+0.50L -0.80W at 0.00 to 0.20 0.000 27.360 0.59 0.53 0.90 1.88 0.116 0.116 0.0025 0.0053 I +1.20D+0.50L +1.605 at 0.00 to 0.20 0.000 27.360 0.59 0.00 0.90 1.88 0.116 0,116 0.0025 0.0053 +1.20D+0.50L +1.60S+0.80W at 0.00 to 0.20 0.000 27.360 0.59 0.53 0.90 1.88 0.116 0.116 0.0025 0.0053 +1.20D+0.50L +1.605 -0.80W at 0.00 to 0.20 0.000 27.360 0.59 0.53 0.90 1.88 0.116 0.116 0.0025 0.0053 +1.20D+0.50Lr+0.50L +1.60W at 0.00 to 0.20 0.000 27.360 0.59 1.05 0.90 1.88 0.116 0.116 0.0025 0.0053 I +1.20D+0.50Lr+0.50L -1.60W at 0.00 to 0.20 0.000 27.360 0.59 1.05 0.90 1.88 0.116 0.116 0.0025 0.0053 +1.200+0.50L+0.50S +1.60W at 0.00 to 0.20 0.000 27.360 0.59 1.05 0.90 1.88 0.116 0.116 0.0025 0.0053 +1.20D+0.50L+0.50S -1.60W at 0.00 to 0.20 0.000 27.360 0.59 1.05 0.90 1.88 0.116 0.116 0.0025 0.0053 I +1.20D+0.50L+0.20S+E at 0.00 to 0.20 0.000 27.360 0.59 0.76 0.90 1.88 0.116 0.116 0.0025 0.0053 +1.20D+0.50L+0.205 -1.0E at 0.00 to 0.20 0.000 27.360 0.59 0.76 0.90 1.88 0.116 0.116 0.0025 0.0053 +0.900+1.60W at 0.00 to 0.20 0.000 27.360 0.59 1.05 0.90 1.88 0.116 0.116 0.0025 0.0053 I +0.90D 1.60W at 0.00 to 0.20 0.000 27.360 0.59 1.05 0.90 1.88 0.116 0.116 0.0025 0.0053 +0.90D+E at 0.00 to 0.20 0.000 27.360 0.59 0.76 0.90 1.88 0.116 0.116 0.0025 0.0053 +0.90D -1.0E at 0.00 to 0.20 0.000 27.360 0.59 0.76 0.90 1.88 0.116 0.116 0.0025 0.0053 I Design Maximum Combinations - Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k -ft k -ft in ^4 in ^4 - in ^4 n I D +L + Lf at 5.80 to 6.00 0.000 0.59 0.00 443.30 23.69 23.689 0.000 0.0 D + L + W at 5.80 to 6.00 0.000 0.59 0.00 443.30 23.69 23.689 0.000 0.0 I D + L +W + S12 at 5.80 to 6.00 0.000 0.59 0.00 443.30 23.69 443.300 0.024 2,973.4 D +L +S + W12 at 5.80 to 6.00 0.000 0.59 0.00 443.30 23.69 443.300 0.008 8,623.2 D + L +S + EI1.4 at 5.80 to 6.00 0.000 0.59 0.00 443.30 23.69 443.300 0.014 5,220.9 D +0.5(L+Lr) +0.7W at 5.80 to 6.00 0.000 0.59 0.00 443.30 23.69 443.300 0.012 6,159.5 I D +0.5(L4.r) +0.7E at 5.80 to 6.00 0.000 0.59 0.00 443.30 23.69 443.300 0.014 5,327.5 Reactions - Vertical & Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base IS Only 0.0 lbs 0.00 lbs 0.000 k W Only 876.0 lbs 0.00 lbs 0.000 k E Only s 1,012.8 lbs 0.00 ib5 0.000 k I p +Lr +Lf D +Lf +S 0.0 lbs 0.00 lbs 1.872 k 0.0 lbs 0.00 lbs 1.872 k. D + Lf + W + S/2 876.0 lbs 0.00 Its 1.872 k I D + Lf + S + W12 438.0 lbs 0.00 lbs 1.872 k D +Lf +S +El1.4 723.4 its 0.00 lbs 1.872 k. I I 5319 SW Westgate Drive, Suite 215 uTyt n . IVIVIIr �� Portland, Oregon 97221 Per St Project Desc.: New CMU Pump Station WI concrete Pit and Vault I Phone: 503.292.1635 Fax: 503.292.9846 Project Notes Engl...., www.psengineers.com Printed: 10 JUL 2009. 3:37PM Re: G\Pfl ect FUes1200850&176 to OB200 1901Enei a1c108- 190- ps.ec6 I Wall Footing Design EwERCnLc INC. 1se�zooe,ve�so.221 Lice Lic. # : KW-06002408 License Owner : PETERSON STRUCTURAL ENGINEERS Description : CMU Screen Wall Footing 1 General Information _ Calculations per IBC 2006, CBC 2007, ACI 318 - 05 Material Properties Soil Design Values ft : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing 1.50 ksf I Fy : Rebar Yield 60.0 ksi Increase Bearing By Footing Weight = 0 30 Yes Ec : Concrete Elastic Modulus 3,122.0 ksi Soil Passive Resistance (for Sliding) 2 Concrete Density = 150.0 pcf Soil /Concrete Friction Coeff. q Values Flexure = 0.90 I Shear = 0.850 Increases based on footing Depth = Reference Depth below Surface 2.670 ft Min Steel % Bending Reinf. = 0.00140 Analysis Set Allow. Pressure Increase per foot of depth ksf when base footing is below = ft Min Allow % Temp Reinf. = 0.00180 I Min. Overturning Safety Factor _ 1.50 :1 Increases based on footing Width Min. Overturning Safety Factor 1.50 :1 Allow. Pressure Increase per foot of width = ksf = AutoCalc Footing Weight as DL : Yes when footing is wider than ft . Dimensions { . . Reinforcing • . I Footing Widt = 4.250 ft Footing Thicknes = 24.0 in Bars along X -X Axi: Wall Thickness = 7.625 in Rebar Centerline to Edge of Concrete. Number of BarE = 2.0 Wall center offset from center of footing = 0 in at Bottom of footing = 3.313 in Reinforcing Bar Size = # 5 I I Mil ■ I, 1.I i 2- 1-112' ° I , Applied Loads ' 0 Lr L S W E H I P : Column Load = 0.480 k OB : Overburden _ ksf V -x 0.220 0.2530 k M-zz = 0.6570 0.760 k -ft I DESIGN Vx applied = 8.0 in above top of footing SUMMA Desi.n OK Min. Ratio Item Applied Capacity Governing Load Combination I PASS 0.4559 Soil Bearing 0.8206 ksf 1.80 ksf +D- 1.0W+H PASS 1.538 Overturning - Z -Z 1.617 k-ft 2.486 k-ft 0.660 +1.3W PASS 4.147 Sliding - X - 0.2860 k 1.186 k 0.66D +1.3W PASS n/a Uplift 0.0 k 0.0 k No Uplift I PASS 0.02793 Z Flexure ( +X) 1.612 k ft 57.717 k -ft +1.20D+0.50Lr+0.50L+ PASS 0.02793 Z Flexure ( -X) 1.612 k -ft 57.717 k-ft +1.20D+0.50Lr+0.50L PASS 0.001417 1 -way Shear ( +X) 0.1320 psi 93.113 psi +1.400 PASS 0.001417 1 -way Shear ( -X) 0.1320 psi 93.113 psi +1.40D I I ,1,,i 7 i 5319 SW Westgate Drive, suite n5 vayi°. m•• ■ I nsE Portland, Oregon 97221 Project Desc.: New CMU Pump Station WI concrete Pit and Vault Phone: 503.292.1635 Fax: 503.292.9846 Project Notes Peterson Structural Engineers, Inc Nww.psenglneers.com Printed 10 JUL 2009. 3 36P I Masonry Column Fl le 1Pr �olact Fles12008' 8-176 to 06 20010& 1901Enercelc106. 190 -pssc6 ENERCALC, INC. 1983-2008, Ver. 6.0.221 Lic. # : KW- 06002408 License Owner : PETERSON STRUCTURAL ENGINEERS Description : Screen Wall Pilaster I General Information Code Ref : IBC 2006, ACI 530 -05, ASCE 5 &6 -05, TMS 402&602 -05 Material Properties Column Data Analysis Settings F'm = 1,500.0 psi Column width along X -X = 15.625 in Analysis Method = Working Stress Design I Fr - Rupture 75.0 psi Column depth along Y -Y = 15.625 in factor for Strength Design = 0.90 Em = fm' 900.0 End Fixity Condition Top Free, Bottom Fixed Longitudional Bar Size = # 5.0 Overall Column Height = 6.330 ft Column Density = 140.0 pcf Bars per side at +Y & -Y = 2 g I Rebar Grade = Grade 60 Construction Type Solid Grouted Hollow Concrete Masonry Fy - Yield = 60000 psi Bars per side at +X & X 2 Fs Allowable 24000 psi Cover from ties 3.50 in Tie Bar Size # 3 = E - Rebar = 29,000.0 ksi Actual Edge to Bar Center = 4.1875 in Tie Bar Spacing 10.0 in Load Combination r 2006 IBC & ASCE 7 -05 Brace condition for deflection (buckling) along columns : I X -X (width) axis : Unbraced Length for X -X Axis buckling = 6.33ft, K = 2.1 Y -Y (depth) axis : Fully braced against buckling along Y -Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. I Column self weight included : 1,502.48 lbs * Dead Load Factor AXIAL LOADS... BENDING LOADS .. . Wind and Seismic: Lat. Uniform Load creating My -y, W = 0.0490, E = 0.1350 k/ft D ESIGN SUMMARY Bending & Shear Check Results I PASS Maximum Bending Stress Ratio = Load Combination 0.218 : 1 Maximum SERVICE Load Reactions.. +0.60D +0.70E +H Top along X -X 0.000 k Location of max.above base 0.000 ft Bottom along X -X 0.000 k At maximum location values are ... ' Axial - Applied Axial - Allowable 0.902 k Maximum SERVICE Load Deflections ... 4.440 k Along x -x 0.003 in at 6.330 ft above base Moment - Applied 1.893 k -ft for load combination : E Only Moment - Allowable 8.683 k -ft ' AC! 530 Sec 2 Compressive Strength 103.836 k ( ACI 530 - 05, Sec 2.3.3.2.1) PASS Reinforc A rea Ch ec k ( Pa = (0.25 fm An +0.65 Ast Fs) As : Actual Reinforcement 1.240 Min: 0.0025' An 0.610 Check Column Ties ( AC1530 - 05. Sec 2.1.6.5) Max: 0.04' An 9.766 Min. Tie Dia. = 1l4 ", # 3 bar provided Max Tie Spacing = 18.00 in, Provided = 10.00 in D imensional Checks PASS Min. Width/Depth >= 8" ( ACI 530-05, Sec 2.1.6.1) I PASS Overall Height I Min Dim <= 25 (AC! 530-05, Sec 2.1.6.2) Load Combination Results Maximum Bending Stress Ratios Maximum Axial Load Maximum Moments Load Combination Stress Ratio Status Location Actual Allow Actual Allow I . +D+{ +H 0.01448 PASS 0.0 ft 1.502 k 103.76 k 0.0 k ft 0.0 k -ft +D+Lr+H 0.01448 PASS 0.0 ft 1.502 k 103.76 k 0.0 k -ft 0.0 k -ft +D +W+H 0.06685 PASS 0.0 ft 1.502 k 23.541 k 0.9817 k -ft 14.674 k -ft I +D+0.70E+H 0.1869 PASS 0.0 ft 1.502 k 8.084 k 1.893 k -ft 10.132 k -ft +D+0.750Lr+0.750L+0.750W+H 0.04622 PASS 0.0 ft 1.502 k 32.780 k 0.7363 k -ft 15.926 k -ft +D+0.750L+0.750S+0.750W+H 0.04622 PASS 0.0 ft 1.502 k 32.780 k 0.7363 k - ft 15.926 k -ft I +D+0.750Lr+0.750L+0.5250E+H 0.1183 PASS 0.0 ft 1.502 k 13.119 k 1.420 k -ft 11.998 k -ft +D+0.750L+0.750S+0.5250E +H 0.1183 PASS 0.0 ft 1.502 k 13.119 k 1.420 k ft 11.998 k ft +0.60D +W +H 0.08886 PASS 0.0 ft 0.9015 k 10.478 k 0.9817 k -ft 11.046 k -ft I +0.60D+0.70E+H 0.2180 PASS 0.0 ft 0.9015 k 4.440 k 1.893 k - ft 8.683 k -ft I 5319 SW Westgate Drive, Suite 215 vayni. wIrrr nsig Portland, Oregon 97221 Project Desc.: New CMU Pump Station W/ concrete Pit and Vault I Phone: 503.292.1635 Project Notes Inc Peterson 5 " ° " °` Engineers. Fax: 503.292.9846 www.psenqineers.com Printed: 10 JUL 2009, 3:36PM Fl IB: tslProfect F11es12008108 -178 to 08.200�1901Cnercelc108- 190- ps.ec& I Wall Footing Design FNERCALC, INC 1983-2008, ver. 6.0 .221 Lice Lic. # : KW- 06002408 License Owner : PETERSON STRUCTURAL ENGINEERS Description : Pilaster Footing I General information _ Calculations per IBC 2006, CBC 2007, ACI 318 -05 Material Properties Soil Design Values p 3.0 ksi Allowable Soil Bearing - fc :Concrete 28 day strength = g 1.50 ksf - 1 Fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec : Concrete Elastic Modulus 3,122.0 ksi Soil Passive Resistance (for Sliding) 250.0 pcf Concrete Density = 145.0 pcf Soil /Concrete Friction Coeff. 0.350 0 Values Flexure = 0.90 Shear Analysis Settings = 0.850 Increases based on footing Depth - I = Reference Depth below Surface = 2.670 ft Allow. Pressure Increase per foot of depth ksf Min Steel % Bending Reinf. 0.00140 when base footing is below = ft Min Allow % Temp Reinf. = 0.00180 ' Min. Overturning Safety Factor = 1.50 :1 Increases based on footing Width = Min. Overturning Safety Factor = 1.50 : 1 Allow. Pressure Increase per foot of width ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft Dimensions Reinforcing Footing Widt = 5.250 ft Footing Thicknes = 24.0 in Bars along X X Axis = Wall Thickness = 16.0 in Rebar Centerline to Edge of Concrete. Number of Bars 2.0 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 4 in I 1.4. m T ; o L s Y -11 -117 5 . u e . I Applied Loads D Lr L S W E H P : Column Load = 1.70 k I OB : Overburden = _ ksf V -x 0.310 0.850 k M-zz = 1.0 2.760 k -ft Vx applied = in above top of footing I DESIGN SUMMAR — Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8509 Soil Bearing 1.523 ksf 1.790 ksf +0.60D+0.70E +H I PASS 2.230 Overturning Z Z 3.186 k -ft 7.103 k-ft 0.9D+E11.4 PASS 3.047 Sliding X-X 0.6071 k 1.850 k 0.90+E/1.4 PASS n/a Uplift 0.0 k 0.0 k No Uplift I PASS 0.03858 Z Flexure ( +X) 2.260 k-ft 58.590 k -ft +1.200+0 50L+0.20S+E PASS 0.03302 Z Flexure (-X) 1.935 k -ft 58.590 k-ft +1.400 PASS n/a 1-way Shear ( +X) 0.0 psi 93.113 psi n/a PASS 0.02051 1 -way Shear ( -X) 1.910 psi 93.113 psi +1.40D I I I 5319 SW Westgate Drive, Suite 215 usgnr: Ivtvvr Portland, Oregon 97221 Project Desc.: New CMU Pump Station W/ concrete Pit and Vault I Phone: 503.292.1635 Fax: 503.292.9846 Project Notes Peterson Structural Engineers. Inc. www psengineers com Printed 10 JUL 2009 3 32PI1 I Flb G:1PtoJect F b 0r�200108- 1901EriercelclOEl- 190- ps.ec6 Conc:0 te Beam Design ENERCkC, INC 1983.2o08i vei: 6 0221 , f Lic ,-iiKW_06002408:, Li cense O,wner, : SP .ETERSON,STRUC,TURAL"tENGINEERS Description : Top Slab - Beam #1 - Mat®i Properties Calculations per IBC 2006, CBC 2007 ACI 318 -05 f = 4.0 ksi 4 Phi Values Flexure : 0.90 fr = fc 112 - ' 7.50 = 474.34 psi Shear : 0.750 I lj! Density = 145.0 pcf (3 = 0.850 Elastic Modulus = 3,122.0 ksi Load Combination 2006 IBC & ASCE 7 -05 , I Fy - Main Rebar = 60.0 ksi Fy Stirrups = 40.0 ksi E Main Rebar = 29,000.0 ksi E Stirrups = 29,000.0 ksi r {a ,` >.. ; Y ' r ' y Stirrup Bar Size # # 3 , Num of Bars Crossing Inclined Crack = 2 i ,. : k ° t - I I - 24 in 1 D(1.5) L(1.2) I D0.5 L 0.4 i i i i D 1.5 L 1.2 Section : 24" w x 20" h, Span = 20.330 ft g I I Cross Section: &,Reinforcing Details ' } , I Rectangular Section, Width = 24.0 in, Height = 20.0 in Sean #1 Reinforcing.... 3 . ; 4= #7, °at 2i50 _in,from:Bottom ".from: 0.0 to'20.' 330 f : in this's;an! ;'t. '> 2-#5:at 2A iiffromtTo' OA;fo'20 330 ft.m°$iis sTan; ; . ,' Service loads entered. Load Factors will be applied for calculations. APplied:Loads ::� . . . I Load for Span Number 1 Uniform Load : D = 1.50, L = 1.20 k/ft, Extent = 0.0 -» 5.830 ft, Tributary Width = 1.0 f Uniform Load : D = 0.50, L = 0.40 k/ft, Extent = 5.830 -» 11.830 ft, Tributary Width = 1.0 f Uniform Load : D = 1.50, L = 1.20 k/ft, Extent = 11.830 - -» 20.330 ft, Tributary Width = 1.0 f I x::�DESIGN,SUMAIARY ...:M ., . _ - - - - - - -- - - '- :,��P�Design OK Maximum Bending Stress Ratio = 0.736 : 1 Maximum Deflection Section used for this span Typical Section Max Downward L +Lr +S Deflection 0.065 in ' Mu : Applied 132.11 k -ft Max Upward L +Lr +S Deflection 0.000 in Mn ' Phi : Allowable 179.44 k -ft Live Load Deflection Ratio 3751 Load Combination +1.20D+0.50Lr +1.60L +1.60H Max Downward Total Deflection 0.296 in Location of maximum on span 11.916ft Max Upward Total Deflection 0.000 in Span #where maximum occurs Span # 1 Total Deflection Ratio 823 y`,Maxiinum Vertical, Racoons, Unfactored_. Support & Load Combinati. Support Reaction I Support 1, (D+L+Lr) 21.336 k Support 2, (D+L+Lr) 22.755 k rShearttirrup Regmrentents I #3 stirrups (2 legs) at 7.25 in o/c from 0.00 to 1.86 ft along span, Condition : PhiVc/2 < Vu <= PhiVc No Stirrups Required from 1.92 to 17.85 ft along span, Condition : Vu < PhiVG2 #3 stirrups (2 legs) at 7.25 in olc from 17.90 to 20.33 ft along span, Condition : PhiVc /2 < Vu <= PhiVc :: Maximum Forces & Stresses for Load Combinations I Load Combination Location (ft) Bending Stress Results (k -ft ) Segment Length Span # in Span Mu :Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 11.916 132.11 179.44 0.74 I +1.40D Span # 1 1 11.916 +1.20D+0.50Lr +1.60L +1.60H Span #1 1 11.916 , �\ 11 z:). I +1.20D +1.60Lr+0.50L �{ 5319 SW Westgate Drive, Suite 215 Uy' ii • " " nag Portland, Oregon 97221 Peterson St IuroI Engineers Ino. Project Desc.: New CMU Pump Station W/ concrete Pit and Vault ' Phone: 503.292.1635 Project Notes : . Fax: 503.292.9846 www.psengineers.com . .. - 901Enertalr,108- . ' Flb • GitProleCtF08612008�08 -1 to08= 200108- 1 Pnnte JUL 1 �� I Concrete Beam Design z .. ENERCAL.C, ING.19832008;;Ver 80 1; -`' L i cf #.`.:7.KW- 06002408 v+ .: L icense Owner c ;PETERSON�STRUCTURAL�ENGINEERS Description : Top Slab - Beam #2 Mater7al Properties . __ Calculations per IBC 2006, CBC 2007, ACl 5 fc = 4.0 ksi d Phi Values Flexure : 0.90 fr = fc 112 * 7.50 = 474.34 psi Shear : 0.750 I y! Density = 145.0 pcf R 1 = 0.850 Elastic Modulus = 3,122.0 ksi Load Combination 2006 IBC & ASCE 7 -05 - I Fy - Main Rebar = 60.0 ksi Fy Stirrups = � R E Main Rebar = 29,000.0 ksi E 40.0 ksi Stirrups = 29,000.0 ksi j i Stirrup Bar Size # # 3 Num of Bars Crossing Inclined Crack = 2 ® e I 17 813 1n .3 D(1.5 L(1.2) D 0.5 L 0.4 i 3 + + I D(1.5 L(1.2) - - i i + = j I . 2 Section : 17.813 w x 20 h, Span 20.3 30 ft I , -. Cross Se ction, & Rei D . I Rectangular Section, Width = 17.813 in, Height = 20.0 in S•an #1 Reinforcin..... p; t i4-#7 at2.0 in from Bottom, from 0:016 20 330 ft in this' a • an k 3=#5at 2'.0 in;fr'om' To';from 010ao20 330`,ft in 's•atfitiogAi an' Applied?Loadi' Service loads entered. Load Factors will be applied for calculations. I Load for Span Number 1 Uniform Load : D = 1.50, L = 1.20 k/ft, Extent = 0.0 -» 5.830 ft, Tributary Width = 1.0 f Uniform Load : D = 0.50, L = 0.40 k/ft, Extent = 5.830 -» 9.830 ft, Tributary Width = 1.0 f I Uniform Load : D = 1.50, L = 1.20 k/ft Extent = 9.830 -» 20.330 ft, Tributary Width = 1.0 f e - -- - DESIGN SUMMARY r D i •n °OK " ; - Maximum Bending Stress Ratio = 0.854 : 1 Maximum Deflection Section used for this span Typical Section Max Downward L +Lr +S Deflection 0.106 in I ' Max Upward L +Lr +S Deflection 0.000 in Mu : Applied 155.31 k -ft Live Load Deflection Ratio 2306 Mn 'Phi : Allowable 181.85 k -ft I Load Combination +1.20D+0.50Lr +1.60L +1.60H Max Downward Total Deflection 0.530 in I Location of maximum on span 11.182ft Max Upward Total Deflection 0.000 in I Span # where maximum occurs Span # 1 Total Deflection Ratio 460 - M101,14.1611641.0 Reactions 7 Unfactored Support & Load Combinati, Support Reaction I Support 1, (D+L+Lr) 23.019 k Support 2, (D+L+Lr) 24.672 k Shear`Stinvp Requiremertts #3 stirrups (2 legs) at 9.00 in o/c from 0.00 to 3.78 ft along span, Condition : PhiVd2 < Vu <= PhiVc I . No Stirrups Required from 3.84 to 15.87 ft along span, Condition : Vu < PhiVd2 #3 stirrups (2 legs) at 9.00 in o/c from 15.93 to 20.33 ft along span, Condition : PhiVc/2 < Vu <= PhiVc Max Forces & Stresses for Load Combinations ' Load Combination Bending Stress Results (k -ft ) Location (ft) Segment Length Span # in Span Mu :Max Phi•Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 11.182 155.31 181.85 0.85 I +1.40D Span # 1 1 11.182 +1.20D+0.50Lr +1.60L +1.60H Span # 1 1 11.182 +1.20D +1.60Lr+0.50L �A. I nas Peterson Structural Enconeere. Inc Portland, Oregon 97221 Phone: 503.292.1635 Fax: 503.292.9846 Project Desc.: New CMU Pump Station W/ concrete it and Vault Project Notes : www.psenqineers.com . Printed 15 OCT 2009, 1.47PM I ' - ' " '- - .' -r -' ---7- --- ' - -"-- - - • . . - - I r , , ' ' ' ...,-:,. ' ;;", - 2' 1 ' ;' ' %. J 7: - - ' '' - - ,... Flle: entillit Miii2C081084178 ta 98-200100901Eiiriii • Concrete Eteafti 0009 ' . - . • -:. --, • ,- - - - - . '. ' • - ENERCALC, INC: 1883-2008; Vea.0.221. ; 2 ., . . . . .. . . . .._ _ .. .. . . . . . , ,F, ERSPN - - - - - -- VIMINIMINSingtatianeagnallantalEMINIM" I elf - e - - ffe . l T Description : Top Slab - Beam #3 I ;---191terial-FrPpertiO. .'..., fc . - 4.0 ksi (I) Phi Values Flexure : 0.90 Calculations per IBC 2006 CBC 2007, ACI 318 - ---, fr = fc * 7.50 = 474.34 psi Shear : 0.750 1 I II! Density = 145.0 pcf = 0.850 Elastic Modulus = 3,122.0 ksi R i '.., ,,. ,:,-!=: k•; Z .A, , ':;;,: ...."':,.: Yr;'.' •11. , ,,.. , 4,'' ,. -. '7, ''',, `' :"! .* ' '''.: ' • Load Combination 2006 IBC & ASCE 7-05 :. - - . =',....';,...r 4.- ,",: • :::: :' : , .',...-',. - ' Fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E Main Rebar = 29 000.0 ksi E Stirrups = 29,000.0 ksi • - , - Stirrup Bar Size # # 3 ,,, 6; - ,1`.. ,. , - t 1 • ';4'.',':' :=,', '.,'.--:., '' ''k. Num of Bars Crossing Inclined Crack = 2 1 , z , 4v.1 '-,s- .'.•-:, ,;., ,, ... 8 3 In * , $ f - - - * * I , . . , . . .. . . . • • . , . . . . .. . . . . . , ,. . .. , I ..• - . , ' • , - - . .. . . . ,. ..- ' , . . -. ' -.':- • • - . , . - -, I _._ . ,,.. Section : 63" w x 52" h, Span = 20.330 ft 2 r, C70 ROI* 17di09 • . '.. ' . . '. '. I Rectangular Section, Width = 63.0 in, Height = 52.0 in #1 Reinforcin• .... . Sian 6-#7 at 2.0 itUrribitizittoiii,cfroiiK0^.0 to 20.330 ft ethies ean'' iiiltirm r - ---- - - • - - ---''''' • .,: , r Applied Loa • ' '‘ .1. ' ',"--. _ -, - -. .:' ,:-.,.-.:,.- . , ,--- ''- - ' Service loads entered. Load Factors will be applied for calculations. I Load for Span Number 1 Uniform Load : D = 3.911, L = 1.450 klft, Extent = 0.0 -» 5.830 ft, Tributary Width = 1.01 Uniform Load : D = 3.410, L = 1.050 k/ft, Extent = 5.830 ->> 11.830 ft, Tributary Width = 1.01 Uniform Load : D = 3.911, L =- 1.450 k/ft, Extent = 11.830--» 20.330 ft, Tributary Width = 1.01 I MSIONSUMMAk r ‘, -. :,, .: - . ''-:: ' = , - ... -, , ,_ , -. • : : : . . I Maximum Bending Stress Ratio = 0.411: 1 Maximum Deflection Design OK Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.002 in I Mu : Applied 331.28 k-ft Max Upward L+Lr+S Deflection 0.000 in I Load CombinMatnio* Phi : Allowable 805.41 k- ft ft Live Load Deflection Ratio 115059 +1.20D+0.50Lr+1.60L+1.60H Max Downward Total Deflection 0.008 in , Location of maximum on span 10.391ft Max Upward Total Deflection 0.000 in I Span # where maximum occurs Span # 1 II Maxiniutn-Vertical Reactions 'UnfactOted, --- -- . Total Deflection Ratio 29519 Support & Load Combinati. Support Reaction I Support 1, (D+L+Lr) Support 2, (D+L+Lr) 51.437 k 52.147 k L ShEkir.StirruPReciLiireMentS • -.-1 '- '., -.,: - :- - - - : ' No Stirrups Required from 0.00 to 20.33 ft along span, Condition : Vu < PhiVc/2 I Mii*Iirlikiii For*- f0tL00.d'ealtb,Inat '' - ,- Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu : Max Phi`Mtu Stress Ratio I MAXimum BENDING Envelope Span # 1 1 10.391 331.28 805.41 0.41 +1.40D Span # 1 1 10.391 I +1.20D+0.50Lr+1.60L+1.60H Span # 1 +1.20D+1.60Lr+0.50L 1 10.391 Span # 1 1 10.391 I nsig Fax: bil9 503.292.9846 N 5 , we unve, aurae to Pa Portland, Oregon gon 9 97221 Project Desc.: New CMU Pump Station W/ concrete Pit and Vault Phone: 503.292.1635 Project Notes Pelersan Slructo,I Enpineer6, Inc. Fax: www.psengineers.com Printed 10 JUL 2009 3 34PPn - Flle G:1Profect F1les12008108-176 tg �20010&1901Enerca1c108-190 -ps ec6 Co Beam De.Sigh ErlERCnLC INC 19832008; ver 6:0.221' i L'ic #.KW 06002408 a.enSe.Ovuner . P.ETERS.ONISTRUCTURAL ENGINEERSI Description : Top Slab - Beam #4 I • •.. _ • Material Properties. - . ' . , Calculations per IBC 2006, CBC 2007 ACI 318 - 05 fc = 4.0 ksi d Phi Values Flexure : 0.90 ; fr = fc ' 7.50 = 474.34 psi Shear : 0.750 j ° s 1 I y! Density = 145.0 pcf R t = 0.850 = } Elastic Modulus = 3,122.0 ksi - ' t Load Combination 2006 IBC & ASCE 7 -05 1 � I Fy - Main Rebar = 60.0 ksi Fy Stirrups = 40.0 ksi E Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi { z { Stirrup Bar Size # # 3 Num of Bars Crossing Inclined Crack = 2 j 1 ' ®' 4 ,i' ' ® i - - v - 1 - 73 L ..4 D 0. 5 L r - .- -- - - - -- 0.4 , I D1.5 L1.2 - - • ' I 1 - - Q Section : 24" w x 20" h, Span = 14.830 ft 2 1 ITT, Cross Section..& Reinforcing Details -. Rectangular Section, Width = 24.0 in, Height = 20.0 in I Sian #1 Reinforcing.... ' 2 #ltat 2A'in;from Bottom from.'0 :0 (614 830 Winthis s ∎ an = "a1'#5'at`2 0Iiniffi m�To` from 0:0;to1141830;ft?in,tfii pan npp Y . Service loads entered. Load Factors will be applied for calculations. I Load for Span Number 1 Uniform Load : D = 1.50, L = 1.20 k/ft, Extent = 0.0 -» 5.830 ft, Tributary Width = 1.0 f Uniform Load : D = 0.50, L = 0.40 k/ft, Extent = 5.830 -» 11.830 ft, Tributary Width = 1.0 f Uniform Load : D = 1.50, L = 1.20 k/ft, Extent = 11.830 -» 14.830 ft, Tributary Width = 1.0 f I eslgri aOK FDESlGN "D Itiaiiie M aximum Bending Stress Ratio 0.651 : 1 Maximum Deflection 1 Section used for this span Typical Section Max Downward L +Lr +S Deflection 0.016 in i Mu : Applied 62.498 k - Max Upward L +Lr +S Deflection 0.000 in I Mn ' Phi : Allowable 96.020 k - Live Load Deflection Ratio 10999 Load Combination +1.20D+0.50Lr +1.60L +1.60H Max Downward Total Deflection 0.036 in Location of maximum on span 5.808ft Max Upward Total Deflection 0.000 in I Span # where maximum occurs Span # 1 Total Deflection Ratio 4888 ",Maximum Vertical Re cgons. Unfactored Support & Load Combinati. Support Reaction I Support 1, (D+L+Lr) 15.651 k Support 2, (D+L+Lr) 13.590 k Shear Stirrup Requlrenients . #3 stirrups (2 legs) at 7.25 in o/c from 0.00 to 0.16 ft along span, Condition : PhiVc/2 < Vu <= PhiVc I No Stirrups Required from 0.21 to 14.83 ft along span, Condition : Vu < PhiVc/2 i 'Maximum Forces &Stresses for Load - Combi , Load Combination Location (ft) Bending Stress Results (k -ft ) I Segment Length Span # in Span Mu Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 5.808 62.50 96.02 0.65 +1.40D I Span # 1 +1. 1 5.808 200+0.50Lr +1.60L +1.60H Span # 1 1 5.808 +1.20D +1.60Lr+0.50L I I Span # 1 1 5.808 51 It .gf ffiE Pho :5 Westgate Drive, Suite ua nl. I Portland, Oregon 97221 Pow.. Slruclmel En Inc Project Desc.: New CMU Pump Station W/ concrete Pit and Vault Phone: 503.292.1635 Project Notes : . Fax: 503.292.9846 www psengineerS com Printed 10 JUL 2009 3 34PL1 . mi project F0es1z0o 8176 to o 21w8 -t 90v4i re000909 .ees , t I Concrete Beam Design . - ENERCAL.0 INC> 19832008; Vei: &0.221 1 Limit K Ai .600240 Uce sn a OwnerQ: RETERSON;STRUCTURAMENGINEERSI Description : Top Slab - Beam #5 Material Properties . ° 0 6 Ca p er IBC 200 CBC 2007 A -05 fc = 4.0 ksi 6 Phi Values Flexure : 0.90 • fr = fc ' 7.50 = 474.34 psi Shear : 0.750 I 1)! Density = 145.0 pcf 13 i = 0.850 Elastic Modulus = 3,122.0 ksi Load Combination 2006 IBC & ASCE 7 -05 I Fy - Main Rebar = 60.0 ksi Fy Stirrups = 40.0 ksi R e , E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi , I Size # 3 >. Stirrup Bar S i z _;, Ai Num of Bars Crossing Inclined Crack = 2 ;; a - ®} D(8.059) L(7.057) D(8.059' L(6.04) D(8.059; L(6.04) D(1.063 L(0.65) C(0.5 L(0.2) i i i i i 1 D(1.063) L(0.65) s i i i I i i _ i i -' I Section : 24" w x 20" h, Span = 19.698 ft I I Cross Reinfori*cin® Details ' I Rectangular Section, Width = 24.0 in, Height = 20.0 in Sian #1 Reinforcin• ... .. t,2.0.m,fi %: , ,.-T To _ -, • T +- 4 #7 Bottoms,froini0.0to 19.698_ ft'm this`spen 2>#S;a m' p'�from O:O fo�19 698, ft +m -- an 4 #7 at 3.875 in from Bottom; from 0 0 to 19 698 ft in this- s•an. . _ • 1 '. • .- - r> '' Service loads entered. Load Factors will be applied for calculations. I r A Loads ., . . Load for Span Number 1 Uniform Load : D = 1.063, L = 0.650 klft, Extent = 0.0 - -» 3.170 ft, Tributary Width = 1.0 f I Uniform Load : D = 0.50, L = 0.20 k/ft, Extent = 3.170 -» 15.170 ft, Tributary Width = 1.0 f Uniform Load : D = 1.063, L = 0.650 klft, Extent = 15.170 - -» 19.698 ft, Tributary Width = 1.0 f Point Load : D = 8.059, L = 7.057 k an, 3.170 fi Point Load : D = 8.059, L = 6.040 k 0 8.460 fi I Point Load D = 8.059, L = 6.040 k 0 14.460 fl DES1G N SUMMARY : • ,, .,;; lsiostoe'si 6 i-I':•:•K • - Maximum Bending Stress Ratio = 0.698 : 1 Maximum Deflection Section used for this span Typical Section Max Downward L +Lr +S Deflection 0.097 in I j Mu : Applied Mn ' Phi : Allowable 228.50 k -ft 327.53 k -ft Max Upward L +Lr +S Deflection 0.000 in Live Load Deflection Ratio 243 Load Combination +1.20D+0.50Lr +1.60L +1.60H Max Downward Total Deflection 0.489 in Location of maximum on span 8.481 ft Max Upward Total Deflection 0.000 in 1 Span # where maximum occurs Span # 1 Total Deflection Ratio 482 Maximum Vertical Reactions -' Unfactored Support & Load Combinati. Support Reaction I Support 1, (D+L+Lr) 34.851 k Support 2, ( D+L+Lr) 30.050 k Shear Requirements I #3 stirrups (2 legs) at 7.25 in olc from 0.00 to 3.12 ft along span, Condition : PhiVc/2 < Vu <= PhiVc No Stirrups Required from 3.17 to 14.45 ft along span, Condition : Vu < PhiVc/2 #3 stirrups (2 legs) at 7.25 in o/c from 14.50 to 19.70 ft along span, Condition : PhiVc/2 < Vu <= PhiVc Maximum - Forces & Stresses for Load .Combinations I Load Combination Location (ft) Bending Stress Results (k -ft ) Segment Length Span # in Span Mu : Max Phi "Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 8.481 228.50 327.53 0.70 +1.40D ` ,, •1. 0 p 6 5319 SW Westgate Drive, Suite 215 L e y • •• nsE Portland, Oregon 97221 Project Desc.: New CMU Pump Station WI concrete Pit and Vault I Phone: 503.292.1635 Fax: 503.292.9846 Project Notes Peterson Structural Engineers. In C. www.psenqineers.com Printed: 10 JUL 2009. 3:34PM Flb:1Protect Fpes12008108176 to 0 &20010 &1901EraIc10&190 pe ec6 1 Concrete Beam Design ENERCALG INC: 1983-2008, Ver 6.0.221 Lic. # KW- 06002408 -_ S, , .;' , 's License Owner : PETERSON STRUCTURAL ENGINEERS Description : Top Slab - Beam #6 I Material Properties Calculations per IBC 2006, CBC 2007, ACI 318-05 fc = 4.0 ksi Phi Values Flexure : 0.90 112 • S. fr = fc 7.50 = 474.34 psi Shear : 0.750 I y1 Density = 145.0 pcf R 1 = 0.850 . Elastic Modulus = 3,122.0 ksi Load Combination 2006 IBC & ASCE 7 -05 • I Fy Main Rebar = 60.0 ksi Fy Stirrups = 40.0 ksi Q E Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # # 3 j Num of Bars Crossing Inclined Crack = 2 . • • • • • • A, • • 17813N • I D(1.125) L 0.1) + D(17 99�(1102) Dl� Lt 2) i + D0.584 L0.297 i D(1.75) L(1.2) i i i i g Section : 17.813" w x 20" h, Span = 20.330 ft • Cross Section & Reinforcing Details I Rectangular Section, Width = 17.813 in, Height = 20.0 in Sian #1 Reinforci n • .... 4 . 4 -#7 at;2.250 n.from Bottom, from 0.0 to 20.330 ft in thi span - � 245 at 2.0.i j from Top from 0.0 to 20 ft in this _ - __ i 4 at 3.875 in from Bottom, from 0.0 to 20.330 ft in this start I Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 1.750, L = 1.20 k /ft, Extent = 0.0 -» 5.830 ft, Tributary Width = 1.0 f Uniform Load : D = 0.5840, L = 0.2970 k/ft, Extent = 5.830 -» 9.830 ft, Tributary Width = 1.0 f I Uniform Load : D = 1.125, L = 0.70 k/ft, Extent = 9.830 -» 11.830 ft, Tributary Width = 1.0 f Uniform Load : D = 1.750, L = 1.20 klft, Extent = 11.830 - -» 20.330 ft, Tributary Width = 1.0 f Point Load : D = 17.999, L = 12.052 k (@, 15.830 ft I DESIGN. SUMMARY Maximum Bending Stress Ratio = 0.833: 1 Maximum Deflection Section used for this span Typical Section Max Downward L +Lr +S Deflection 0.223 in Mu : Applied 266.64 k - Max Upward L +Lr +S Deflection 0.000 in ' • Mn * Phi : Allowable 320.23 k - Live Load Deflection Ratio 1096 Load Combination +1.20D+0.50Lr +1.60L +1.60H Max Downward Total Deflection 0.675 in • Location of maximum on span 13.892ft Max Upward Total Deflection 0.000 in Span # where maximum occurs Span # 1 Total Deflection Ratio 361 I ' M aximum V e r tic a l Reactions - Unfactored Support & Load Combinati Support Reaction Support 1, (D+L+1.r) 30.499 k I Support 2, (D+L+Lr) 49.000 k Shear Stirrup Requirements #3 stirrups (2 legs) at 9.00 in o/c from 0.00 to 0.56 ft along span, Condition : PhiVc < Vu #3 stirrups (2 legs) at 9.00 in o/c from 0.62 to 5.42 ft along span, Condition : PhiVc/2 < Vu <= PhiVc I No Stirrups Required from 5.48 to 15.81 ft along span, Condition : Vu < PhiVc/2 #3 stirrups (2 legs) at 5.75 in o/c from 15.87 to 20.33 ft along span, Condition : PhiVc < Vu Maximum Forces & Stresses for Load Combinations _ I Load Combination Bending Stress Results (k -ft) Location (ft) Segment Length Span # in Span Mu : Max Phi *Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 13.892 266.64 320.23 0.83 I +1.40D 5\,.1-. 5319 SW Westgate Drive, Suitezi5 1...111. nog Portland, Oregon 97221 Project Desc.: New CMU Pump Station W/ concrete Pit and Vault ' Phone: 503.292.1635 Fax: 503.292.9846 Project Notes : Peterson Structural oI Engine« =. tnc. www.psengineers.com Printed: 10 JUL 2009. 3:32PA1 He: G 1Piof ect FBes12008 to 0�20010�1901Enercelc10�190 ps ec6 C o I ncrete Beam Design ENI tCALC, INC 1983 2008, Ver. 6.0.221 ...- Lic. # : KW- 06002408 License Owner : PETERSON STRUCTURAL ENGINEERS Description : typical 20' deep slab I Material _ Properties Calculations per IBC 2006, CBC 2007, ACI 318 fc = 4.0 ksi Phi Values Flexure : 0.90 fr = fc * 7.50 = 474.34 psi Shear : 0.750 I • I 1}/ Density = 145.0 pcf p 1 = 0.850 Elastic Modulus = 3,122.0 ksi Load Combination 2006 IBC & ASCE 7 -05 I Fy - Main Rebar = 60.0 ksi Fy Stirrups = 40.0 ksi R, E Main Rebar = 29,000.0 ksi E Stirrups = 29,000.0 ksi Stirrup Bar Size # # 3 Num of Bars Crossing Inclined Crack = 2 - ,2n — — - iv t 1 I 1 I Section : 12" w x 20" h, Span =4.50ft 2 . Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 20.0 in I S•an #1 Reinforcin•.... ' 1-#5 at 2.0 in from Bottom, from 0.0 to 4.50 ft in this s • an 145 at 2.0 in from To., from 0.0 to 4.50 ft in this s . an ' -.j A Loads Service loads entered. Load Factors will be applied for calculations. I Beam self weight calculated and added to Toads Load for Span Number 1 Uniform Load : D = 0.250, L = 0.20 k/ft, Tributary Width = 1.0 f• - Design OK' . DESIGN SUMMARY — - - — I Maximum Bending Stress Ratio = 0.087: 1 Maximum Deflection I Section used for this span Typical Section Max Downward L +Lr +S Deflection 0.000 in Mu : Applied 2.303 k - M ax Upward L +Lr +S Deflection 0.000 in Mn ' Phi : Allowable 26.628 k -ft Live Load Deflection Ratio 9999999 Load Combination +1.20D+0.50Lr +1.60L +1.60H Max Downward Total Deflection 0.000 in • Location of maximum on span 2.250ft Max Upward Total Deflection 0.000 in Span # where maximum occurs Span # 1 To Deflection Ratio 999 ! M aximum Vertical Reactions - Urtfactored Support & Load Combinati. Support Reaction Support 1, (D+L+Lr) 1.556 k I Support 2, (D+L+Lr) 1.556 k . S hear Stirrup Requirements No Stirrups Required from 0.00 to 4.50 ft along span, Condition : Vu < PhiVc/2 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results (k -ft ) Segment Length Span # in Span Mu : Max Phi *Mnx Stress Ratio MAXimum BENDING Envelope I Span # 1 1 2.250 2.30 26.63 0.09 +1.40D Span # 1 1 2.250 +1.20D+0.50Lr +1.60L +1.601 I Span # 1 1 2.250 +1.20D +1.60Lr+0.50L Span # 1 1 2.250 :i l 5d, Weate 2 Julie nss Portland, o Pr Portland, Oregogon 972221 1 Project Desc.: New CMU Pump Station W/ concrete Pit and Vault I Peterson Structural Engineara, Inc Phone: 503.292.1635 Fax: 503.292.9846 Project Notes www.psenoineers.com Printed: 10 JUL 2009. 3 38PM x Fels GV F9esl2008 08-176 to 0 &200 8-1901G 10&190-ps.ec6 - I „ Q @Sl911 ENERCALC,INC.1983-2008.Vei:60221 .L"ic '# yKW 06002408 license Owne rTiPETERSON{STRUCTURAVENGINEERS Description : Vault Top Slab - Typical Slab Case #1 1 i,',. pCI318 -05 Properties _- Calculations per IBC 2006, CBC 2007, ACI fc = 4.0 ksi 6 Phi Values Flexure : 0.90 fr = fc 1/2 * 7.50 = 474.34 psi Shear : 0.750 I 11/ Density = 145.0 pcf j3 = 0.850 Elastic Modulus = 3,122.0 ksi t N Load Combination 2006 IBC & ASCE 7 -05 b , ` '- `; F :.< `t- Fy Main Rebar = 60.0 ksi Fy Stirrups = 40.0 ksi ; + : 2'., - ..- . :',.`7. - ',.'' - ',.::,':',; . ..: . `, ,, :':"f-1:;:! . .. 1. ! : , d ' �� Ill E Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi f r Stirrup Bar Size # # 3 i zi Num of Bars Crossing Inclined Crack = 2 °' " " r 3 "` "' v!, I I 1 L(16) 1 D(0.594) i t i . 1 I I I 2 Section : 38" w x 15" h, Span = 7.170 ft 2 `. : Cross: Section'8 Relnfocirig Details, ' __ Rectangular Section, Width = 38.0 in, Height = 15.0 in I Soan #1 Reinforcing._ X3=#5 af.3.063 m;fro i!Bottom from 0 0 ior7170 ft urtfiis;s an 1> ; 345'ati2.938'm;fromlTo' 0 5/7170,ft ifiliis s an t 'ApPlled :Loads Service loads entered. Load Factors will be applied for calculations. � _ . .. I Load for Span Number 1 Uniform Load : D = 0.5940 k/ft, Tributary Width = 1.0 fi Point Load : L = 16.0 k 0 3.585 f1 . �, i ? Desr . iti0K r - j4 .:DES►GN�StlMAfARY .. - .. ..... A. - -- — -- _ - -- 1 Maximum Bending Stress Ratio = 0.861: Maximum Deflection Section used for this span Typical Section Max Downward L +Lr +S Deflection 0.006 in Mu : Applied 50.469 k - ft M ax Upward L +Lr +S Deflection 0.000 in Live Load Deflection Ratio 13546 Mn • Phi : Allowable 58.637 k -ft Load Combination +1.20D+0.50Lr +1.60L +1.60H Max Downward Total Deflection 0.007 in Location of maximum on span 3.585f1 Max Upward Total Deflection 0.000 in Span # maximum occurs Span # p To tal Deflection Ratio 11613 1 1 L Maximum Vertical Reactions Unfactored . Support & Load Combinati Support Reaction Support 1, (D+L+Lr) 10.129 k 1 Support 2, (D+L+Lr) 10.129 k rShear Stirru Re uirements No Stirrups Required from 0.00 to 7.17 ft along span, Condition : Vu < PhiVc/2 I Maxmu m Forces it Stresses for Combinations . oad Combination Location (ft) Bending Stress Results (k -ft ) Segment Length Span # in Span Mu : Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope I Span # 1 1 3.585 50.47 58.64 0.86 +1.40D Span # 1 1 3,585 +1.20D+0.50Lr +1.60L +1.60H I Span # 1 1 3.585 +1.20D +1.60Lr+0.50L Span # 1 1 3.585 ``tt j�•1:f 1 5319 SW Westgate Drive, Suite 215 usgnr: ivivvr I nma Portland, Oregon 97221 Peterson Structural Eng:nears Fax: 503.292.9846 Inc Phone: 503.292.1635 Project Desc.: New CMU Pump Station W/ concrete Pit and Vault Project Notes WVAN.psenqineers.com Printed 13 JUL 2009 2 20P1.1 1 ' Concrete - Beanitietign: . . • -': :,-.: - -, : ' - 2- . '-, :-, .'' - - • :,„.- y. .' -'. '. - - .,-:-...,:, - -, ENER 1983-2008„Ver: 6.0221'. .,.. ' ILiiataKVV .' i 240 8=6,6111 - ''''''-'n'''''mi.32.'3'°'..1"I''''''''''''",11iC.Fil-tii. IOW. iferWETERS.ONtSYRUCTUFWENGINEERS1 Description : Vault Top Slab - Typical Slab Case #2 I • . - , ? . Material Prcipertiei; . - Calculations per IBC 2006, CBC 2007, ACI 318-05 fc = 4.0 ksi ts Phi Values Flexure: 0.90 fr = fc * 7.50 = 474.34 psi Shear : 0.750 • W Density = 145.0 pcf = 0.850 Elastic Modulus = 3,122.0 ksi P i . --- • -:. - - .1.•:: *,. ~,-. - - r,::' ..,•:„ ,. „c•'_ Load Combination 2006 IBC & ASCE 7-05 I Fy - Main Rebar = 60.0 ksi Fy Stirrups = E - Main Rebar = 29,000.0 ksi - E - Stirrups 40.0 ksi Stirrup Bar Size # # 3 . ,,,,:, ..,...:' -: Num of Bars Crossing Inclined Crack = 2 1 L(16) E(16) 1 D(0.594) , , ' i * 4 3_ 1 1 2 Section : 38" w x 15" h, Span = 7.170 ft '2 , , _ . i.o-040,-..:Riffitariiiiifoitins,....„ -:: . I Rectangular Section, Width = 38.0 in, Height = 15.0 in S , an #1 Reinforcin , .... #4.C345'it-3:063'iiiifroiincitto"rafain tO1-7A70Itiiithiiii Applied Loads - _'., . - - . , : - . .,. _ ...: • . . • Service loads entered. Load Factors will be applied for calculations. I Load for Span Number 1 Uniform Load : D = 0.5940 k/ft, Tributary Width = 1.0 fi Point Load : L = 16.0 k A 0.5830 fi I Point Load : L = 16.0 k A 6.583 fi ' bEtiowsuiwiviARY; - - „ ,,-.__ , . '- . . ,..- „ . , 1 Maximum Bending Stress Ratio = 0.334: 1 Maximum Deflection .-1•IDeSigriOK..;!iig-2, Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.003 in I Mu : Applied 19.557 k- Mn ' Phi : Allowable ft Max Upward L+Lr+S De 58.637 k-ft Deflection 0.000 in Live Load Deflection Ratio 27902 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Downward Total Deflection 0.004 in Location of maximum on span 3.605ft Max Upward Total Deflection 0.000 in Span # where maximum occurs Span # 1 : . _. ....„, _. - •. - - - ,,,.. _ _ _ ,,,,,, _ :. -r . ;.. Piiiiitiliiii Vertical ReaCtions Unfactorecli . . Total Deflection Ratio 20779 Support & Load Combinati. Support Reaction 111 Support 1, (D+L+Lr) 1 Support 2, (D+L+Lr) 18.138 k 18.121 k "•Stigat , Stirriip, RequireMents. ' _ I No Stirrups Required from 0.00 to 0.58 ft along span, Condition : PhiVc/2 < Vu <= PhiVc No Stirrups Required from 0.60 to 6.57 ft along span, Condition : Vu < PhiVc/2 No Stirrups Required from 6.59 to 7.17 ft along span, Condition : PhiVc/2 < Vu <= PhiVc MaidniureForCes liSfreases for Load Combinations' I Load Combination Location (ft) Segment Length Span # in Span mu : m B a e x nding Stress Results ( k-ft ) Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 3.605 19.56 58.64 0.33 I +1.40D Span # 1 1 3.605 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 3.605 I +1.20D+1•60U+0.50L nsig Po rt' 5d, Weate 2 rune P roe N •• Portland, Oregon 972221 1 Project Desc.: New CMU Pump Station W/ concrete Pit and Vault I Peterson Structural Engineers. In. Phone: 503.292.1635 Project Notes Fax: 503.292.9846 www.psengineers.com Printed: 10 JUL 2009. 3 3714.1 I Concrete Beam Design Flk: elP!vveetF0es12 0 01310 8- 1 7 6to08- 200 +ne -1901E ertzkl0ats0 -200‘08 ENERCALC, INC 1!183 2008, Vet: 6.0.221 Lic. # : KW 06002408 Lice Owner : PETERSON STRUCTURAL ENGINEERS, Description : Vault Top Slab - Beam #1 - Case #1 1 _ Material Properties Calculations per IBC 2006, CBC 2007, ACI 318 -05 fc = 4.0 ksi 4 Phi Values Flexure : 0.90 fr = fc * 7.50 = 474.34 psi Shear : 0.750 I 41 Density = 145.0 pcf R t = 0.850 - . Elastic Modulus = 3,122.0 ksi Load Combination 2006 IBC & ASCE 7 - • Fy - Main Rebar = 60.0 ksi Fy Stirrups = 40.0 ksi - I E Main Rebar = 29,000.0 ksi E - Stirrups = 2 ksi Stirrup Bar Size # # 3 - • Num of Bars Crossing Inclined Crack = 2 81- 1 1 L(16) L(16) D(2.454) i - v I + - + g Section : 67" w x 15" h, Span = 19.0 ft 1 Cross Section & Reinforcing Details I Rectangular Section, Width = 67.0 in, Height = 15.0 in Sean #1 Reinforcin I .... 16 - #7 at 2.438 in from Bottom, from 0.0 to 19.0 ft in this s • an 7-#5 at 2.313 in from To., from 0.0 to 19.0 ft in this s • an . Applied Loads Service loads entered. Load Factors will be applied for calculations. I Load for Span Number 1 Point Load: L = 16.0k09.50ft Point Load: L = 16.0 k 0 15.50 ft Uniform Load : D = 2.454 klft, Tributary Width = 1.0 fl I DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.613: 1 Maximum Deflection Section used for this span Typical Section Max Downward L +Lr +S Deflection 0.104 in Mu : Applied 299.28 k - Max Upward L +Lr +S Deflection 0.000 in I Mn * Phi : Allowable 488.41 k - Live Load Deflection Ratio 2198 Load Combination +1.20D+0.50Lr +1.60L +1.60H Max Downward Total Deflection 0.459 in Location of maximum on span 9.500ft Max Upward Total Deflection 0.000 in Span # where maximum occurs 1 Maximum Vertical Reactions - Unfa stored Span # 1 Total Deflection Ratio 496 Support & Load Combinati Support Reaction I Support 1, (D+L+Lr) 34.260 k Support 2, (D+L+Lr) 44.366 k Shear Stirrup Requirements No Stirrups Required from 0.00 to 15.46 ft along span, Condition : Vu < PhiVcl2 I No Stirrups Required from 15.52 to 19.00 ft along span, Condition : PhiVcl2 < Vu <= PhiVc Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results (k -ft ) I Segment Length Span # in Span Mu : Max Phi "Mnx Stress Ratio M AXimum BENDING Envelope Span # 1 1 9.500 299.28 488.41 0.61 +1.40D I Span # 1 1 9.500 +1, 20D+0.50Lr +1.60L +1.60H Span # 1 1 9.500 +1.20D +1.60Lr+0.50L 1 Span# 1 1 9.500 6■^ 9 1 5E Fax: 5319 503.292.9846 SW Westgate Drive, Suite 215 UJ in. Inver Portland, Oregon 97221 Project Desc.: New CMU Pump Station W/ concrete Pit and Vault I Phone: 503.292.1635 Project Notes : Peterson Structural Engineer.. Inc Fax: www.psengineers.com Printed: 10 JUL 2009. 3:38P.1 Fl b: Wiled F6es12008108 -176 to 08- 200108- 1901Errerca1c106-190 -pssc6 1 Concrete Beam Design ENERCALC, INC 19832008, Vet 6.0.221 Lic. # : KW 06002408 License Owner : PETERSON STRUCTURAL ENGINEERS_ Description : Vault Top Slab - Beam #1 - Case #2 I Material Properties Calculations per IBC 2006, CBC 2007, ACI 318-05 fc = 4.0 ksi 6 Phi Values Flexure : 0.90 fr = fc /2 • 7.50 = 474.34 psi Shear : 0.750 I W Density = 145.0 pcf R i = 0.850 - Elastic Modulus = 3,122.0 ksi Load Combination 2006 IBC & ASCE 7 -05 I Fy - Main Rebar = 60.0 ksi Fy Stirrups = 40.0 ksi E Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi - - - Stirrup Bar Size # # 3 Num of Bars Crossing Inclined Crack = 2 1 L(16) L(I16) ■ D(2.454) - { - - i -- - - 1 t- - V 1 1 Section : 67" w x 15" h, Span = 19.0 ft 1 Cross Section & Reinforcing Details I Rectangular Section, Width = 67.0 in, Height = 15.0 in Sean #1 Reinforcin..... 16 at 2.438 in from Bottom, from 0.0 to 19.0 ft in this s• an 7 at 2.313 in from To a, from 0.0 to 19.0 ft in this s Ian Applied Loads Service loads entered. Load Factors will be applied for calculations. I Load for Span Number 1 Point Load : L = 16.0 k t7a, 6.50 fl Point Load : L = 16.0 k 0 12.50 ft Uniform Load : D = 2.454 k/ft, Tributary Width = 1.0 fl I DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.613: 1 Maximum Deflection Section used for this span Typical Section Max Downward L +Lr +S Deflection 0.124 in ' Mu : Applied 299.28 k - Max Upward L +Lr +S Deflection 0.000 in Mn ' Phi : Allowable 488.41 k - Live Load Deflection Ratio 1835 Load Combination +1.200+0.50Lr +1.60L +1.60H Max Downward Total Deflection 0.499 in Location of maximum on span 9,500ft Max Upward Total Deflection 0.000 in Span # where maximum occurs I Maximum Vertical Reactions - Unfactored Span # 1 Total Deflection Ratio 456 Support & Load Combinati• Support Reaction I Support 1, (D+L+Lr) 39.313 k Support 2, (D+L+Lr) 39.313 k Shear Stirrup Requirements I No Stirrups Required from 0.00 to 1.43 ft along span, Condition : PhiVc/2 < Vu <= PhiVc No Stirrups Required from 1.48 to 17.52 ft along span, Condition : Vu < PhiVc/2 No Stirrups Required from 17.58 to 19.00 ft along span, Condition : PhiVG2 < Vu <= PhiVc Maximum Forces & Stresses for Load Combinations I Load Combination Location (ft) Bending Stress Results (k -ft ) Segment Length Span # in Span Mu :Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 9.500 299.28 488.41 0.61 I +1.40D Span # 1 1 9.500 +1.20D+0.50Lr +1.60L +1.60H Span #1 1 9.500 SG.t9a 5a I +1.20D +1.60Lr-'0.50L