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Plans i • '.. t. • . • ii NOTICE O PRCr4 rrt= • GE•dr 17a :;Y r�:aa4d ! .,.. NPan r J ..n 8•' Wvehual K LIRE 1' T WED NOT s NE - /_ STRUCTURAL SHEETS: Marrne - IS NOT m SCALE c: a�usuNE t THEN "PJ,wNc , kl, 51 GENERAL STRUCTURAL NOTES, VICINITY AND SITE MAPS �, .• vcan. '"., v °" - vl Taec � S2 AB3 PLAN AND STRUT SECTION E, ca 0 Cl:l Portland P ,,. THESE DRAWINGS HAVE Wosi ••Iavee �/( s w" ' BEEN SUBMITTED ELECTRONICALLY *two- TuysE, I•:.= le �`t, H�+ " `"7 •IZ I WITH THE ENGINEER OF RECORD !EWES 12/31/08 2 I GENERAL STRUCTURAL .N_Q__T h'aao. Pat. 'Nnt Shay .•arauam ,IN YE rut Tcl,. O I DN i wa� ' • � 1. THESE NOTES ARE GENERAL IN NATURE AND ARE INTENDED TO SET MINIMUM STANDARDS FOR t CONSTRUCTION. THE CONTRACTOR SHALL BE COMPLETELY FAMILIAR WITH THE CONTRACT DOCUMENTS AND `1' a`t ' ` T ' HAVE A COPY OF THEM ON SITE AT ALL TIMES. ..1 L T O eaverton - c N Y RECEIVED 2. FOR ANY PORTION OF THE CONSTRUCTION WHICH THE CONTRACTOR 15 UNABLE TO ASCERTAIN THE A _ .c c r"• REQUIRED CONSTRUCTION OR WHERE CONFLICTS EXIST, IT IS THE CONTRACTORS RESPONSIBILITY TO '°" T. - a • PROJECT m U' REQUEST ADDITIONAL INFORMATION (RFIs) AND /OR CLARIFICATIONS BEFORE CONSTRUCTION. i.'' J t-,,,,,,,, L•a;k_,,J q�e.vamc r care= • d 6-a LOCATION O �,. O N ual . scc a 3 ZOf�� c o 3. ALL WORK SHALL BE IN STRICT CONFORMANCE WITH THE 2006 INTERNATIONAL BUILDING CODE (IBC) AS , Rte Tad a E`J 0 r L AMENDED BY THE 2007 OREGON STATE STRUCTURAL SPECIALTY (OSSC) BUILDING CODE. ALL BUILDING e Q cx .,c PcNri C ni c.4 ev`ery o o °' - ELEMENTS AND COMPONENTS NOT SPECIFICALLY DETAILED IN THESE STRUCTURAL CONSTRUCTION - ,� - y= o r.v DOCUMENTS SHALL BE FABRICATED AND CONSTRUCTED IN ACCORDANCE WITH THE MINIMUM STANDARDS • - � v CONTAINED IN THESE CODES. $ =•Y Y i e "a E O w "'v' e 1IGARD 2 3 m `° a Vrt =, 1/111.144 �, p I 4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS BEFORE CONSTRUCTION. THE OWNER > ° 4, ® Stair Palk �` �'O - N N N AND ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES. , Q 99E s. i . c 5. THE CONTRACT STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE METHODS PROCEDURES, 9 ,• , d am s6 - .. - u O a 4 • ;,,1:°2 r . AND SEQUENCE OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR ea+ba =,,, ' .;� rgoro ag SPECIAL INSPECTION REQUIRED SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE THE INTEGRITY OF THE STRUCTURE _ AT ALL STAGES OF CONSTRUCTION. SEE LOAD LIMITATIONS AND STAGING AREAS ON THE SITE MAP. - L ca.a. x• - Lake . Oswego ' State of Oregon Structural Specialty Code SW Dal 6 CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN LIVE LOAD FOR THE STRUCTURE. PROVIDE 1 ' x kw, E.,kt SHORING AND /OR BRACING WHERE LOADS EXCEED DESIGN CAPACITY AND WHERE STRUCTURES HAVE NOT T KN,gov, E " x +w� Jo ATTAINED DESIGN STRENGTH. �- a B - ❑.• - , lakr G•ovc ❑ Concrete and Reinforcing Steel ; ,.Y.., a• 7. FOR THIS PROJECT THE OWNER WILL DRAIN THE BASINS AND CHANNELS FOR CONTRACTOR ACCESS- THE - ® ' l9 Iz,.�,:oed CONTRACTOR IS RESPONSIBLE FOR CLEANING THE CHANNEL AS NEEDED FOR STRUT INSTALLATION AND f `wmaP. Mary Cm,st EPDXY INJECTION. ACCESS TO THE BASIN SIDE OF THE CHANNEL WALL IS LIMITED TO LADDER ACCESS ❑ Bolts installed in Concrete CC FROM THE BASIN FLOOR AND THE CONTRACTOR IS RESPONSIBLE FOR AVOIDING AND, IF NECESSARY, t a+ - _ REPAIRING DAMAGE TO THE DIFFUSERS ON THE BASIN FLOOR. �,nv+� rt,•m_ .1,,,,,",, RUrgmw • Claus, VV.,,, ❑ Special Moment - Resisting Concrete Frame :Q v.w.,. c, scro. ... �- 1, ° •' ' •' " " ngN,"a `a° t'`j "`' "" 'hest "" o k J ❑ Reinforcing Steel & Prestressing Steel Tendons w STRUCTURAL STEEL; c mt.a _ m ; t41, ' tt 1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING GRADES, UNLESS NOTED OTHERWISE ON THE 'E Structural Welding ' PLANS: PLATES BARS - ASTM A315 SS VICINITY MAP J & CHANNELS & ANGLES - ASTM A316 55 NTS CI High-Strength Bolting "-J 14( Ig 2. WELD ACCORDING TO CURRENT AIRS STANDARDS WITH E70XX ELECTRODES. i SW 85th AVENUE ❑ Structural Masonry 3. ALL STRUCTURAL CONNECTION BOLTS SHALL BE ASTM A316SS, UNLESS NOTED OTHERWISE. CLEAN WATER SERVICE$ SW DURHAM ROAD - DURHAM PLANT ^ / EPDXY INJECTION' • ADMINISTRATION BUILD14G / ❑ Reinforced Gypsum Concrete J 1. EPDXY ADHESIVE GROUT SHALL BE A 100% SOLIDS 2 -PART WATER INSENSITIVE LOW - VISCOSITY / / w EPDXY RESIN SYSTEM. EPDXY SHALL BE SUITABLE FOR GROUTING BOTH DRY AND DAMP CRACKS. � V.4,-1114 +? - -; • {�f. ‘,244 0.1.1.• 14 •f , - -- ' ,; •``..4N C❑ Insulating Concrete Fill '7' EPDXY SHALL DEVELOP A MINIMUM TENSILE STRENGTH (ASTM D695) OF 6;000ps1 AND A MINIMUM 'N ♦ -� to COMPRESSIVE STRENGTH OF 8,000psi. •' r - - c •� • 4 ' rn z - ' , " I • " , r,rt '� AERATION BI Ni�l3•aY Applied Fire - Resistive Materials ROOM . N N. • " " 1 I I' ^ n Pilings, Drilled Piers ao��l s d $ N J E " T in GRATING: !_ . _ i ;� / U G ))) y� r 1 1, • • _ AND ELECTRIC U7 O 1. EXISTING GRATING. IS INTENDED TO BE REUSED AS PART OF THIS PROJECT. ANY NEW GRATING SHALL 7 ' 1' • E. i �.Ir, • 0, yr ♦ * J > 'r a _ NO VEHICLE LOADS O li N 0 • MATCH EXISTING GRATING MATERIAL AND DEPTH AND ABLE TO WITHSTAND 100 PSF WITH A MAXIMUM '+ i / � s I FOOT TRAFFIC ONLY �y � U ?� DEFLECTION OF L/360. I ; '� y — 1! _ - - / W . O O ' ' : lung STRUCTURAL OBSERVATION REQUIREMENTS; . .. � . "9R so It" r, A 23‹ . h 1. THE OWNER SHALL EMPLOY THE ENGINEER OF RECORD OR AN ALTERNATE OREGON LICENSED ' 4 " J..: ,� - �� ' r 1 1 • -I • �` .. PROFESSIONAL ENGINEER, APPROVED BY THE ENGINEER OF RECORD, TO PERFORM STRUCTURAL T I' , J OBSERVATIONS IN ACCORDANCE WITH SECTION 1 702 OF THE INTERNATIONAL BUILDING CODE. _ ' � r ' a < CD 2. STRUCTURAL OBSERVATION IS THE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM BY A REGISTERED r♦ i t A 4 ♦ - • _ _ k ` c3 . Q DESIGN PROFESSIONAL FOR GENERAL CONFORMANCE TO THE APPROVED CONSTRUCTION DOCUMENTS AT i► { ♦•nt► ,r ;� �� � ' 4 : � • r� , i SIGNIFICANT CONSTRUCTION STAGES AND AT COMPLETION OF THE STRUCTURAL SYSTEM. STRUCTURAL • se s � - ` i - ' ! . •tr•� .N. .. "a � . > I - '(^ � / - o o >-- OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR ANY OTHER INSPECTION CRITERIA, 1 + �. -..- INCLUDING SPECIAL INSPECTION, AS REQUIRED BY THE BUILDING OFFICIAL OR AS INDICATED WITHIN THE , ,. • - ohs - L F — Ct INTERNATIONAL BUILDING CODE. t : • a I ms A - 4. • 0 i 1 Z 3. DEFICIENCIES SHALL BE REPORTED IN WRITING TO THE OWNER AND THE BUILDING OFFICIAL (AND THE V / , ..+• I s S 1 N — (/) ENGINEER OF RECORD IF AN ALTERNATE ENGINEER IS USED FOR STRUCTURAL OBSERVATION). AT THE I. - * ) z J CONCLUSION OF THE STRUCTURAL SYSTEMS, INCLUDED WITHIN THE PERMIT, THE STRUCTURAL OBSERVER - .i - - ?�, - s' 4. N j r : Q Q SHALL SUBMIT TO THE BUILDING OFFICIAL AND THE OWNER (AND THE ENGINEER OF RECORD IF AN a +. c , , d' 8 (Jim ALTERNATE ENGINEER IS USED FOR STRUCTURAL OBSERVATION) A WRITTEN STATEMENT THAT THE SITE >A* ' �' �' - _ R LL-1 W VISITS HAVE BEEN MADE AND IDENTIFY ANY REPORTED DEFICIENCIES WHICH, TO THE BEST OF THE a - 44 : ' � , • d •+. tr y° \ r'' STRUCTURAL OBSERVER'S KNOWLEDGE, HAVE NOT BEEN RESOLVED. _. 11ra ( < I s �, ? . T '� - f m. W da. s � ' 4. THE CONTRACTOR SHALL MAKE AVAILABLE ALL MEANS AND METHODS NECESSARY FOR THE STRUCTURAL � � L S 1 tt 1 + F - i s°' -- ' . o . 0 Z V) OBSERVER TO PERFORM THE REQUIRED STRUCTURAL OBSERVATIONS- IN ADDITION, THE CONTRACTOR . ;Alt t` 1 •� JOB No. SHALL NOTIFY THE OWNER AND STRUCTURAL OBSERVER A. MINIMUM OF 48 HOURS BEFORE THE TIME AT * 1.•;.- f :�- 3 .. 1 { ` tt ° - ROAD C ' (L VE ,,EA, PASSAGE) WHICH THE SPECIFIED STRUCTURAL OBSERVATIONS MAY BE PERFORMED. IN ADDITION THE CONTRACTOR •` y .: ; o. . -� � 7,4s s . J '- •+'fig 08-01 1 SHALL UPDATE THE STRUCTURAL OBSERVER OF THE CONSTRUCTION PROGRESS. L ,' 0. '► w 1R , ,-' 0' t q 1 N. _ ; '' 4; • c DRAWN. CHECKED 5. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED FOR THE FOLLOWING AREAS OF WORK: '� 1 - • - - Al ` ti e MPS EWBP FF 5.1. FOLLOWING THE INSTALLATION OF THE CHANNEL STRUTS AND COMPLETION OF WALL STRAIGHTENING : , 'I t> -; . ? `' . •., *� = - • CITY OF TI GA - p DATE 7/1 8 /08 SUBMITTALS: I •4. • . '. - , .. . . �... Ap `I-STAGING ARE. � Conditionally REVISIONS N THE CONTRACTOR SHALL PROVIDE THE ENGINEER OF RECORD AND THE BUILDING OFFICIAL SUBMITTALS FOR `_y ^MY, oved 1 A 9/10/08 . I APPROVAL , PRIOR TO CONSTRUCTION, FOR THE FOLLOWING ITEMS: For only the w R D rk as described in: - . 1. STEEL FABRICATION SHOP DRAWINGS SITE MAPS PERMIT NO. ou% i f '> 00 - rri s SHEET NTS See Letter to: Follow Attach ( ' ' S 1 OF 2 k OFFICE COPY By: LIMdr _____ Date: 0 4 H ' • • d i 4 4 a a "mE i g `ll _ 3. @f / e /_1 , EXISTING GRATING r Tres DSS DOES NOT I _ -- 3'-fJ° /1 .- +�1.E.__ ._ -._._ _. __ 14=4' MEASURE i' ISSN MM. EXISTING UTILITY PIPING - i NOT TO svaE � I 8" 12" \ - +- THESE DRAWINGS HAVE • EL 165.00 - - BEEN SUBMITTED ELECTRONICALLY �_ \ -\ RECORD COPIES ARE ON FILE 'caws 12/31/081 _® I ' r111��� \ - 2• -6 1 - WITH THE ENGINEER OF RECORD 1 • I I Cx- �j�"�/ 's /1c•' WED i : _ i 1- �r3 ►- \ - 10° ti C N 1 1/2 7" 1 1 /2" = S ao` C4x5.4 A316 SS ® 6 -0" (TYP) I \� o� y 4 • 1 I 3' -0 " . 1 5- 1 A . \ ,/r,`71 /_ R7 "x10 "x$" A316 SS `i"%: N u=a .="""------ .="""------ _ _ I _ —T I SEE SECTION° �� LAB/1 , 1/2" � v W •rn / O O ,,.. ■Y! ` 7" 4" i, / TOM I Al '� J M0. CEL 0. I ■ ° 10 I 6 1/2" I I , 1 - n 1 ._. EL 155.00 _ .�■ a IA i� = I I I ® i II -0 C4x5.4 A316 SS � 1�6i 6° � VERIFY REQUIRED 7HROUGHABDLTSS t Sze 01.akoN' LENGTH AND WELD -' R 7o P7 HMV FI/RK.S/IfzE 7)1. STRUTS T TO HE FA I I ! I= CHANNEL STRUT PLATE ® — N I M1 fY I 1 EXISTING STRUCTURE CELL NO. 7 RIR CELL F. 5 CELL N4 2 I AND REINFORCING ^ 1 I l lai l LJ- I� 1 1 WAII STRAIGHTENING NOTES I ° ® II ® I' ® II 1 4 1. TH EXISTING 8" W ALL ADJACENT TO CELL 7 IS 2Y�" (MAX) OUT 1 j I.; l a OF PLUMB AND TIPPED TOWARD THE BASIN. THE CONTRACTOR N S TO USE THE PREFABRICATED STRUTS AND GONNECT BOLTS J I TO PULL THE WALL PLUMB AND ALLOW THE EXISTING GRATING J SECTIONS TO HAVE SUFFICIENT BEARING AREA t 1 2. IN ORDER TO STRAIGHTEN WALLS USE 12" (MIN) LONG % "b 1 BOLTS- THESE BOLTS SHOULD EXTEND APPROXIMATELY 3" PAST i EL VARIES FROM �THE INTERIOR BASEPLATE ONCE THE WALL STRAIGHTENING IS 142.00 TO 1 41.33 t ���' _ {{{... COMPLETE. T 1 2 -0" 3. TACK WELD HEAD OF BOLTS TO BASEPLATE SO DURING THE I == CELL NO 4 CELL N0. 3 TIGHTENING SEQUENCE THE BOLT HEADS WILL NOT ROTATE. 4. TIGHTEN BOLTS AND STRUT SETS IN A LOGICAL AND SEQUENTIAL EL 139.00 — PATTERN IN SUCH A WAY AS TO NOT OVERSTRESS THE WALLS. co I ZS-/O _ - 1 1 :4c - J/ =p� (TYP T l ) 2 5. DUR TIGHIN NERKER EVIDENCE OF •"1:1.)- DAMAGE ING OR OVERSTRES S DCCUR, STOP THE PROCESS ANO I I I ( I II o MMED ATELY CONTACT TEN IF ENG INEER CAC OF S RECORD OR OTH N ■. , t "l I ® 1 ( ® 1, ® I I I = w (/I I, J - I _. //�� 6. FILL SPALLS AND GROUT PLATES WITH 5,000 PSI (MIN) ( , I-- L 'U 00 N _ -= I T NON- SHRINK GROUT 0 (n O " MAX. �, �.' p " 2 . 6 , . era 1 - O �, = Q M Lo = o0 —` - ��� • u I _ THOUGH BOLTS 0 E �p OS — WO A316 SS CO O o i O p x 91 'Il "F �.��� I' N1 91!! 6! 1G�����mm�1 i � I CHANNEL STRUT SECTION e , AND PLATES < a v o i < I I - --"- __ _ - .... - -.._. -- ■ iiiiiii - 3 / = 1•-0" PER DETAIL° / / 0 CHANNEL SUPPORT J / o STRUT SETS V / / o f -- - - INSTALL STRUT ASSEMBLIES ALONG EAST CHANNEL ONLY - - - - -- ° Z 0 ,� L , C 4x5 . 4 A3 SS Z AERATION BASIN No. 3 PLAN / i��� /�f��� a ® z w y / a NTS / % / d TACK WELD / 6 -6 "t - -- f BOLT HEADS 6 � _ __ - __. _._ - - t _. MAX. ~6 -0" Ni �- T Ji Q F- r. 45' CRACK TO INJECT � 1 , 45' CRACK TO INJECT - . J /L / / / /� /// JOB No. 08-011 i -•- STRUT SETS / rA DRAWN CHECKED Q D^ / PER DETAILS / MPS EWBP S.S. WASHERS AND A LOCK NUTS DATE 7/ 18/08 ® ® ® ® ® Q ® /1-- SEAL THROUGH BOLT j HOLES WITH CAULKING. / REVISIONS 1 ° 'is MAX. HOLE SIZE 1 ° 0. �, \_ EXI OR Gil" A ] 9/1 0 08 • . a ` ' • • ° CONCRETE WALL STRUT PLATE SECTION 8" CHANNEL WALL ELEV. (FACING WEST) I HALF SIZE el SHEET k ___BEGENED____ 0`, 1 O ll 1t"t� CDi'NG 1 Ng4,i; Project: CWS Durham A133 Channe TIQARD ' • -- ' DIVISIO iA ii∎ C Clean Water Services gull DI HQ OREGON ( LIAM 2 Durham Facilities �� i� �cr 9. 16060 SW 85th Ave. BECEI\ �� p`' Tigard, Oregon 97224 , , SE? ' 0 7 - I EXPIRES 12/31/08 I CITY OF TIGARD EEN ELECTRONICALLY. ON FI COPIES Structural Calculations Si11LpING DIVIS T TIHE O E ENGINEER OF ARE ECORD.� WITH To provide structural calculations for a set of st to sup port the existing wall located at the Durham Aeration Basin. All elements not specifically detailed are outside the purview of these calculations and are designed and detailed by others. References: 1. 2007 Oregon Structural Specialty Code (OSSC) 2. 2006 International Building Code (IBC) 3. 2005 National Design Specification (NDS) For Wood Construction, ANSUAF &PA NDS -2005 4. Steel Construction Manual, 13th Edition, American Institute of Steel Construction Inc. 5. ACI 318 -05, Building Code Requirements for Structural Concrete, American Concrete Institute. Contents: Scope & References 1 Design Criteria 1 Calculations 2 Design Criteria: Existing Concrete: f c = 4,000 psi Stainless Steel (A316): F = 30 ksi F =75 Design Loads: Water: y = 62.4 pcf Concrete: Yc = 150 pcf File: 08- 011- 04.doc 1 )51E Peterson Structural Engineers, inc date ///7]] 5919 S -W. Westgate ores, Suite 215 project _ ; .,t ; �// /0/ Portland, Oregon 97221-2411 (, / Phone (503) 272-1635 designer /� % ,, , sheet of - - -..= Fes: (503) 292-9846 , I' v r I Rp- PAIR wA L!, R Y 14/514 I. t l.A//- 3' T/RV7 - S /N 777 A ./q 7'G e4s14r 6/1/1-&ATI To A/icP S144-p er 7 1--L.. L/ tt /5 t (/AREAL Y 4PPR®Xl_ Z6 0V7 ®r PL.OM B 1) Of) L A4 /N5 H 2, //v i9L G'> 57 myG YET f f/V 1).9 /yes ,or 57' VT5 _ 1 .' b . TRY g ' oG =_ S R NG "r1/ or K,oft/tK'n g r, \\ i /No x9 M� If U 5 5 % � � t 71 .1e4 °I ,-17.7i / �Thv1 s r f fl,DOD PS ,pISTA eve E 6E7t.fF1•o/ 44 4 T'f`✓3 e 4 R+ email k 5 ± -! ,6 / = ( ?_55(5) , oPJ /N I 76$ 9=1 5751N -G8' - _I__ - . _ , r AG F G / / L UNG/P E7I_' w= 62- P6 6/ ®37 i1 --VFr /14,= Z = 37Y pLF (921- , 72 f7-L? oR 34 .35.E /N- GR (/f/1rvyr t profit 1 jf(F L ni% S GANG T i✓AU- /s ok 72! 9 C HoRtion/rA✓, ,o n, v . 7 1 I I & i I 1 f i i 5319 S.W. Structural Westgate 13rIve en, Ina �� 9 //0/0$ i 5319 S. Ddve, ulte 215 S project ,� v. + 1 date '.. Porllend, Oregon 7 221.2 41 1 Phone (503 292 - 1635 designer / ._5 sheet ;. of Fax:(503) 292.9946 /14 2) psl6N 57RV 3 5mcM/6 I FIND FOkcE.. e, 3.7 g' 3 7 S' FROM /50 770A4 of cy4-10/4 145F 1 - C/1A/V/E/FI, F1/1-1 &45'/,v EMPTY 51 RI/7- /A/ T E/1/5/&',v GAS L 2 - 3,4 spiv Fiat , 61M,01/Et - 4'?P TY STRUT by GO, 1f, SS /Oh' re/26E of 1-✓4 rER (, .; f4EE8o4RD = I' -a I6 ik, R) "It' = zyw (6'I= 37 Pt F/F T b' tit., = 37Y It pL f (9 3,370 19/Fr 4'3' 13 2- M R =/0 L/ 3 -3% R = 9,00 1J3 f/l/F,ec ALL 5 " # C K R 3 ; 3,500 L5 3 ,370 1 :r. INci,V0f WY OJT OF 1 - 04 1-1- GOMPaAJE - Mrs - To RF4e »Oivs- � 9 � WP,Prs = 24w (G) / 7 (°i + 2 (2) (j7.) 2 j It Y X (0' ig IU () = C000 1-/3 W�GL IS 2.6 /, 0V7 O F PL i/ /14 5 T= 9 1i2 fi g)A2. -r 00a (2.5/17.) _ 2 `l 9 U g_25' CONS [RV�T / Vf1Y 4op T" TO RF4 7 1 OM 5 /?,= 26/O1 - g59 P/3 i R2 906042V/ % 9/309 tg R3 3 50#2v9 = 3,79 Fetenon Struelonl: Ine. /1 / /O 6319 S.W. Weelgete Odw, SWta 2t8 project /y % -, D lI ::et er M P 5 3 of Fes: (803)292 -9948 1 S sr V-r- 1,?Y G t )r 5- tt I= 3' = 30 k / F . 7 k5l 4 /_.5 /N r= L56 //v - 1 7»3 5 I>v' - rfw ' 10 /✓ P= 9,309 0-Y) /3.: k/PS 1000 'Pr,- if 1 A = 0.9 (30)0_6%) '12.7 1(1P5 — Y /Ft p 'Pc) = .0 0-75 Fvr9 =0_75075)(79040 = 66_ 7 k /Pp gv u,v,R r CHECK (Dm P,ff 5 /tW P _ 9309 (. L) _ 13 k/ P5 1000 r 1.56 (1 (29000 536 k /P5 >0.Y1 / V `°� 52 O Ej ( k.t / ,- ) y 231 I 1 I E(= 0.677 (o x/)(30) - I L 6 ksl opri =, 0.9 (1 1_ 6)(M)- 14,5 k /P5_ ii51 G't x s - Y A s s. STRUTS � { Pslanon 5lruetural Englneen, Ine. ::er D ::et / / Q D F 12a11 n , 5 1 3 J Pr6IGA/ _ 1 - ATr 10 ri ,_._ / REAR /No Pb_ 171 7 (sip) 7 4 r Fy = 36 k5/ - A ?16 5.5. 1 O O p= 9309 . = 9.3 mos � , r 'AM/ . 1000 4 0 FN FR MU, F 46-To O O 1-04D5 ieivr 4r1 471AP -L Y /D X7' r %s' 4316 s..s pL41. or Z 5 /4 7 L E/v6 TH a . L/it j ' P= 309 ()- (A) _ 13 kif s 100 D =)Y 1 fikx - 701S1 < ,G = W : i 0 f ' 1 , 7 0 -75 ( 6 - (7O) V2 )6 () A - t 22. 3 c 2 ) (- &f Y P Di, .6 - en >P 0 N F G k - Bot ts — K I ' 43./ 6 5 01_ r r i309 (') = 13 k-/P 100 0 r o - i n -1 0- 751L/A , = ( ) (f? 75 )(0./5 ) (7o)c- 3C P g kip 5 , ..7 3 1 5. 5 gat- at ✓ V5f JO X7' °X 5 M/gEP rE 05 s #ot'r' /I v L✓/ (�) 5/1 5_6, gods Pale roon SweWnl En In ff) 5310 S.W. We:: Drive, SWro 21e. 5 project O _ oil date SAO /O Pofllend, progon 9')221 -2411 6 Phone (503) 202 -1835 designer �P 5 sheet 5 of Fea: (503) 292.9878 :J �( r Peterson Structural Engineers, Inc. Title : CWS Durham AB3 Channel Repair Job # 08 -011 5319 _7- P hon e: 5 : 5 03.292.1635 Westgate Drive, Suite 215 Dsgnr: MPS y Portland, Oregon 97221 Phon Project Desc.: Provide Structural Calculations for Channel Repair PBIB■BOB Structural ,BIBBBrB, "° C� Project Notes : Fax: 503.292.9846 www.psengineers.com Printed: 10SEP2006, 1:56PM F6e :GIPro)ectFSes12008108.001 to 08-025106-0111Enmca1c108-011.ec6 , Concrete Beam Design ENERCALC, INC. 1983.2008, Ver.. 6.0.19 tic. # :, KW 06002408 , ' License Owner : PETERSONAT UJURAL ENGINEERS Description : Reactions (unfactored loads) Material Properties Calculations per IBC 2006, CBC 2007, ACI 318 - 05 Pc = 4.0 ksi di Phi Values Flexure : 0.90 fr = Pc * 7.50 = 474.342 psi Shear : 0.750 NJ Density = 145.0 pcf R = 0.850 j Elastic Modulus = 3,122.0 ksi Load Combination 2006 IBC & ASCE 7 -05 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 ----- -- ill. - v -i - - - - i- �� t t t I i J. J 3.250 ft 4.250 ft 2.50 ft Cross Section & Reinforcing Details Rectangular Section, Width = 10.0 in, Height = 18.0 in Span #1 Reinforcing.... 146 at 3.0 in from Bottom, from 0.0 to 3.250 ft in this span Span #2 Reinforcing.... 246 at 3.0 in from Bottom, from 0.0 to 0.0 ft in this span Span #3 Reinforcing.... 246 at 3.0 in from Bottom, from 0.0 to 0.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Varying Uniform Load : D(S,E) = 3.370 - >2.1530 k/ft, Extent = 0.0 -» 3.250 ft, Tributary Width = 1.0 f Load for Span Number 2 Varying Uniform Load : D(S,E) = 2.1530 - >0.5620 k/ft, Extent = 0.0 -» 4.250 ft, Tributary Width =1.01 Load for Span Number 3 Varying Uniform Load : D(S,E) = 0.5620 - >0.0 k/ft, Extent = 0.0 -» 1.50 ft, Tributary Width = 1.0 f DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.861 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Live Load Deflection 0.000 in Mu : Applied - 4.4508 k -ft Max Upward Live Load Deflection 0.000 in Mn * Phi : Allowable 5.1713k-ft Live Load Deflection Ratio 0 <360 Load Combination +1.40D Max Downward Total Deflection 0.000 in Location of maximum on span 3.241 ft Max Upward Total Deflection 0.000 in Span # where maximum occurs Span # 1 Total Deflection Ratio 999 b ■ y • Peterson Structural Engineers, Inc. Title : CWS Durham AB3 Channel Repair Job # 08 -011 5319 Portland, 503.292.1635 Westgate Drive, Suite 215 Dsgnr: MPS �sc Portland, Oregon 97221 Project Desc.: Provide Structural Calculations for Channel Repair Peterson Structural uc Engineers Inc Phone: 503.292.1635 Project Notes : Fax: 503.292.9846 www.psengineers.com Printed: 10 SEP 2008, 1:50PM �+ Ater G:IProlecl Flles12 0 0 8108-001 to 08-025108.0111Enercdlc108- 011.ec8 Steel Base Plate Design ENERCALC , INC. 1983- 2008,Ver.8.0.19 Lic_# „71CW 06002408 . _ License Owner: PETERSON STRUCTURAL ENGINEERS } Description : Base Plate General Information Calculations per 13th AISC & AISC Design Guide No. 1, 1990 by DeWolf & Ricker Material Properties AISC Design Method Load Resistance Factor Design cp c : LRFD Resistance Factor 0.60 Steel Plate Fy = 30.0 ksi Concrete Support fc = 4.0 ksi Assumed Bearing Area : Full Bearing Allowable Bearing Fp per J8 6.80 ksi Column & Plate Column Properties j Steel Section : C4X5.4 . , Depth 4 in Area 1.58 inA2 ' Width 1.58 in lxx inA4 Flange Thickness 0296 in lyy inA4 Web Thickness 0.184 in Plate Dimensions Support Dimensions .. N : Length 10.0 in Support width along "X" 24.0 In B : Width 7.0 in Length along "Z' 24.0 in Thickness in to base Column assumed welded to base plate. • Applied Loads P•Y V -Z M-X f r - � :, D : Dead Load 9.30 k 0.0 k 0.0 k -ft 4 414 4:4 L:Live 0.0k 0.0k 0.0k -ft r '' s ,,- - ir k t 4 j Lr: Roof Live 0.0 k 0.0 k 0.0 k -ft 4, - - 1� �x S: Snow 0.0 k 0.0 k 0.0 k -ft 2 �� - A 4-414::, j , W: Wind 0.01 0.01 0.0kft , p r . v , < E : Earthquake 0.0 k 0.0 k 0.0 k -ft �` , � H : Lateral Earth 0.0 k 0.0 k 0.0 k -ft " it " P ° = Gravity load, ' +' sign is downward. •. " +" Moments create higher soil pressure at +Z edge. n D - • ' +" Shears push plate towards +Z edge. 4-� : . GOVERNING DESIGN LOAD CASE SUMMARY mu. Max. Moment 0.894 k-in Plate Design Summary lb : Max. Bending Stress 14.300 ksi Design Method Load Resistance Factor Design Fb : Allowable : 27.000 ksi Governing Load Combination +1.40D 0.75' Fy • Phi Governing Load Case Type Axial Load Only Stress Ratio 0.530 Design Plate Size 10" x 7" x 0.112" Bending Stress OK Pu : Axial 13.020 k Mu : Moment 0.000 k-ft fu : Max. Plate Bearing Stress .... 0.186 ksi Fp : Allowable : 4.080 ksi N : Actual 0.000 ksi min( 0.85"fc'sgrt(A2/A1),1.7' fc)'Phi Fv : Allowable = 0.60' Fy '0 90 (per G2) 27.000 ksi Stress Ratio 0.046 Stress Ratio 0.000 Bearing Stress OK Shear Stress OK . I i r Xi 11 BuPg,000- 00333 /658 sw gs A VM ti, Y_ L 20 Assemblies Complete I 3 N ,' Web — 316 SS C4 x 5.4 Iq' Flange -_ End Plate Material- ' PL 316SS _-_ _ -_ Quantity- 160pcs 08 -309 - 316 SS Channel and Plates - — 3 � - o i• Assemble as Shown, �{ 1 i ___. I I R�• 21i" O O n , ' Web t�' � O O I Iq' Flange 0 0 0 0 20 Assemblies One End Plate Not Attached, i.0• 2' -11i' N ii' Web 316 SS C4 x 5.4 i' Flange .. e( Field Weld Ib Web - i' Flange DRAWN BROCK INMAN ,XXX ±0,02 mm X ±0,001' CHECKED ,XX ±0,1 mm rim 05' APPROVED ,X ±0 ,XX ±0,015 I mm .X±0.05' MATERIAL 316 Ss FINISH r NOV 2 0 2008 Note: mance ofloUSUbmo cumentsonly. general conformance to contract are for the ontrac Comments TITLE - REVIEWED AS NOTED and corrections noted are mr tna contractors C lean Water Services �� considemlbn only and in no way supplant or alter the Peterson Structural Engineers requtromentsoftn.approved contract documents. use 5319 SW Westgate Dr. Suite 2l5 of shop dmwngs mialdocumensisatNe FILE N AME D62 WG NUMBER Portland, OR 97221 (503)292 -1635 Co I Contractors rEngnreersreview is not a G.H. McCulloch, Inc, 18200 SW PnclFlc Hwy, Tualatin, OR 970 PAGE REV. f , d`'F ' OUPpZOog © 0 33 3 i to g0 5 00 AV MSC consulting structural engineers Charles Gary Peterson, P.E. Erik W.B. Peterson, P.E. Travis G. McFeron, P.E. Peterson Structural Engineers, Inc. 5319 sw westgate drive, suite 215 portland, oregon 97221 503/292 -1635 fax: 503/292 -9846 Joel Borchers Clean Water Services 16060 SW 85th Avenue Tigard, Oregon 97224 File: Pse \08- 011 -05 Re: CWS Durham AB3 Channel Wall Repair — Strut Shop Drawing Submittal SUBMITTAL REVIEW ACTION REVIEW IS FOR GENERAL COMPLIANCE WITH CONTRACT DOCUMENTS. NO RESPONSIBILITY IS ASSUMED FOR CORRECTNESS OF DIMENSIONS OR DETAILS. THE CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR DEVIATIONS FROM CONTRACT REQUIREMENTS NOT SPECIFICALLY INDICATED ON THIS SUBMITTAL. X NO EXCEPTIONS TAKEN _ MAKE CORRECTIONS NOTED AMEND AND RESUBMIT REJECTED - SEE REMARKS AS NOTED BELOW 2 Date: 11/20/08 By: Peterson Structural Engineers, Inc. Comments: Our review assumes the contractor has field verified the required strut lengths prior to fabrication. Submitted via e -mail: BorchersJ @CleanWaterServices.org