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Plans (262) Ft" BLACK &VEATCH Building a world of difference: WATER DIVISION 5885 MEADOWS ROAD,SUITE 700 LAKE OSWEGO,OREGON 97035 USA +1503.443.4400 I WWW.BV.COM November 4,2014 Rob Murchison City of Lake Oswego Lake Oswego Tigard Water Partnership Design Engineering Services for Package 3 City of Lake Oswego-West End Building Bonita Pump Station 4101 Kruse Way Construction Phase Services Lake Oswego, OR 97034 Work Order#209 B&V Project No. 175069 B&V File 80.1600 P - c� Reference is made to the listed submittals pertaining to the specifications Review Status listed below. City of Tigard -t, A •rived Plans , slen . as �. Datez2 -K 14-.a44AA z - o a � � C CI) OFFICE COPY x 0 cc c Spec. o Y ami °' •-• Section/ Z 2 Q QE Drawing a C Sub.No. No. Manuf. Description V 087 15500 HVAC Structural Anchorage Calculations Record Copy Engineer's review of drawings and data submitted by Contractor covers only general conformity to the Drawings and Specifications, external connections and dimensions which affect the layout. Engineer's review does not indicate a thorough review of all dimensions, quantities, and details of the material equipment, devices, or item shown. Engineer's review shall not relieve Contractor of Contractor's responsibility for errors, omissions, or deviations in the drawings and data, nor of the Contractor's sole responsibility for compliance with the Contract Documents. REMARKS This submittal is being returned as"Record Copy". Review Comments are as follows: 1. Please see attached review letter from OBEC dated 11/4/14 for comments.As noted by the engineer of record,if equipment of greater weight than that noted is used,a revised submittal shall be supplied. 2. As a deferred submittal,please note that this response and submittal are being transmitted under separate cover to the City of Tigard Building Division for review relative to the building permit for this project.We will alert you when review by the Building Division is complete. Sincerely, BLACK&VEATCH Vc0741--Ai Taylor Stockton,P.E. CC: B&V File Ho-ping Wei,Black&Veatch toe OHECCONSULTING ENGINEERS 111* -EUGENE,OR November 4, 2014 Corporate Office 541 683 6090 LAKE OSWEGO,OR 503.620.6103 Taylor Stockton SALEM,OR Black & Veatch 503,589.4100 5885 Meadows Road, Suite 700 MEDFORD,OR Lake Oswego, OR 97035 541.774.5590 VANCOUVER,WA Re: LO-Tigard Water Partnership BPS (Bonita Pump Station) 360 314 2391 OBEC Job No. 560-20.3 www.obec.com Dear Taylor: Subject: HVAC Structural/Seismic Deferred Submittal Submittal No. 087 OBEC Consulting Engineers has reviewed the seismic calculations and structural support drawings for the pump station HVAC and find them in conformance to the project structural design criteria, plans, and specifications. We have made some clarification comments on the support drawings for the Contractor/Contractor's Engineer to review prior to construction. OBEC will also plan to perform a visual structural observation after the HVAC equipment is installed. Sincerely, Gary R.yor, PE, SE Sr Project Engineer GER:dsm Enclosures 4 Lake Oswego Tigard lirWater Partnership ,,'.,r.connettittq cemmm rrr'S Submittal - 0087 - Project: 209-Bonita Pump Station (BPS) Description: HVAC Structural Anchorage Calculations Category: 'l 1 ��r . , � m � ....�_ � i, F„_--�� .� - � r ,m,. � ,s.i k � lli�� 1 Submitted By: William Chisholm- Pacific Excavation Inc. Date Submitted: 10/09/2014 Directed To: Brown&Caldwell Answered Date: CSI Code 15500 Returned Date: Revision 0 Closed Date: Current Status: CSI Code Item# 07 z" � De�' m 1, � Notes -s 7`" 5 , I Description l "' ==I a s r� 7 - � l�lliii E�., � m�i�' I ' Submittal 87.00-HVAC Structural Calcs Submittal 87.00-HVAC Structural Calcs Package.pdf °% IIIIIIIIII�� r _ ire ol�'a�l Nates ; il� .. ..,.. �, k.-� 1 oft Printed on 10/15/2014 6:44:34 PM PMWeb SUBMITTAL FOR APPROVAL Page 1 ■ ■ Pacific Excavation, Inc. DATE: 10/09/2014 Pacific SPEC REV#00 Excavation 1410. -Bonita Pump Station ''` .iert'y li To: Rob Murchison From: Bill Chisholm City of Tigard Pacific Excavation, Inc. 79 N Danebo Ave Eugene, OR 97402 We are transmitting the following Submittal Package ` 87 - HVAC Structural Calculations; Rev 0 item(s) for your review in accordance with the contract specification # 15500. CONTRACTOR hereby certifies that(i)CONTRACTOR has complied with the requirements of Contract Documents in preparation, review, and submission of designated Submittal and (ii)the Submittal is complete and in accordance with the Contract Documents and requirements of laws and regulations and governing agencies. Please review and respond to Bill Chisholm by 10/23/2014 in accordance with the contract documents. Additional Notes: Submittal Item Status Activity Date Copies Remarks Sincerely, Bill Chisholm William Chisholm . " CONTRACTOR (Authorized Signature) ReSUBMITTAL #3 BONITA PUMP STATION TIGARD, OREGON Submittal Information for Applicable Equipment and Materials Specification Section: Division 15 +400 fi Robert Lloyd Sheet Metal, Inc. P.O. Box 307 / 4485 Independence Hwy. Independence, OR 97351 Ph. (503) 838-3863 Fx. (503) 838-3964 HVAC SUBMITTALS BONITA PUMP STATION TIGARD, OREGON SEISMIC CALCULATIONS & DRAWINGS 10175 SW Barbur Blvd. Suite200B Portland, OR 97219 C.'nrr.+ulrnr Engineers 503.892.9700 Fax: 503.892.9797 STRUCTURAL. CALCULATION Project: Bonita Pump Station .0e1), Re: HVAC Seismic Client: Erick Nyquist ,,. RLSM �s< V 4485 Independence Hwy • Independence, OR 97351 Job No.: 14-1051 Date: October 08,2014 Pages 1 thru 32 and SK-1 thru SK-7 contain the calculations and details for HVAC duct and equipment wind and seismic design at Bonita Pump Station located in Lake Oswego, OR. This set of calculations is based on the loads and assumptions stated within the set. If these loads and assumptions are not correct, this set should be revised. \�<cit�,p PR()Fessi v ENp I NEF-9 f;f,9 71266PE 'V4 • 10+ �P� q g K 0,0, EXPIRES: 6/30/15 Srructural C'onstrurtiun Management tt inecrirtg nrgiting -------, 2-_ .,.!. _,, = imi 1 1 —.— f 1 I I I I I I H H MAX Wi,=255 L55 H H H g4. I i voee rt f/*we%4IN H I I —! I 1 i I , ? A 1 ILANCHOR TI-IRU SLOTTED HOLE CI 1 TYP Or- 4 1 /if YP 'Ni DCU PLAN VIEW a 1 1/2" --=. 1'-0" NOTES: PERIODIC 5F'ECIAL INSPECTION] , 0ANCHOR;INSTALLATION 15 REQUIRED PER,-7.5R-I9 I 7. (ff.) M . 3.000 FSI • UNIT CC NCRETf: SLAB (13Y CeirERS) 34" 0 5.5. 3 ' ‘..(,' .111_TI K.5-TZ \ , i WI 2" EfF-ECTV: EM5ED. AINOINIIIIRT, 1 -,--- .1---- , 1 1 C1A UNIT TO (E) STRUCTURE ANCHORAGE 1 1/2" = I ,\cys ) PROA-ess,s, 4' .\G I NE4 /g1/ 71266PE ' (X......A, I ',. — STRUCTURAL DRAWINGS DRAWING INFORMATION joB Na .A.-Q13:13.(36/N c.j BONITA PUMPST.A.TION RAWIN, FILE: "A --C°7 19. ., DRAWN BY TLC 14-1051 14, . 1 0, A\N^ LAKE OSWEGO.OR 1.4 CC(EEa BY: A 8 K ojkl., _ Krt 1o/09/2014 SHEET Na ATE' REVISON I rt/75 SI&slur Red Sic IOU EXPIRES: 6/30/15 Frtanuf. OR MIS i ATE REVISION 2 Pk.Stit1PILS706 lx.$01044117 .2CALE G'-2' MAX i. (ff) STEEL q. (El STEEL 3A (N) P I 00 i FOR BRACE 1 ,-,... / CONNECTION / Etam".0.14 P I 000 5RACE, c. 3/e. 0 ROD W/ TYP. 57FFENER, TYF'. , 1 I `.... 1 •.--, -r- t(No)uPirm,./0tNITryFi , . 1 , 1 . , MAX VVT. = i Fr) ! LD 54 L55 ! zooids p , 1 ! . 01 , . . n 2 .7 5' ir...,, ...... ............ SUSPENDED FAN COIL PLAN VIEW /F 3/4" = 1'4r Oi..p P Rat--, <17 i 1 NE4 04, ''.• 71265PE r- it ...., 0 N STRUCTURAL DRAWINGS DRAWING INFORMATION joB No, '-' r\/ C.:, t (NC5 ,, t• ,'.., 4,'''''''''''A !t ,4. BOINUTA PUMP sTAnoN I DRAWING FL F.': I DRAWN DY: ilk' 1.4-1051 'gp . I ti, 4r , .f , ,,,,4 LAKE OSWEGO.OR K 8 PkI°‘ . , CHECKEI)ATEBY: : D - 10/09,'2014 SHEET Na onothior;Lwint e, VIS,ON 1: EXPIRES: 6/30/15inn,ff Pastor DIstt Sla Me Portland. OR 97119 , DA7: REVSION 2: 8K- 2 h.14184If100 I=501,31,131 i SCALE: I 5T,t.. ; ra.',' :„.1T1 .:.-7,- t $ _ ... , FF275G- TYF. . 1 e ,,!- -- "---- .. — — _ _ — et•—•—. 1,... , 4 1 .....L ....._ _j.... \> rri ini F 1000 5R.ACE WI F 54G EA. END dr ii/ 34" 0 ROD W/ I I! 111 STIFFENER fl•)/ \11 1[1 "' UN IT 1 ® SUPPORT SECTION VIEW 3/4" = 1..0" rr7D -..\ LAM 1 \ F';000 RAC W/ I \ F:54G A. END , \ A \ \ ... P R OFtsj., (-3 BRACE CONNEC i ION 3A 3" = 1-0" &k" 7I266PE s — 41 STRUCTURAL DRAWINGS DRAWING INFORMATION JOB No!*N ,r>, 44!; 4. DRAW NG ElLE: 4 iifr DRAWN EEr: Ilk :4-105:• 10, A\N" •" ' CHECKED BY: S 9 K AO. ,i,„whim:Litt:ino t, BOLNAIKETAPoUMPESiION sw (oSTATION ...._ DATE: 10/09/2014 HEET Nol REVISION 1: HIM ST Swine lihmi SU.MA EXPIRES: 6/30/15 Portland. OR 97Z f 9 DA-E.' REVISION :- SK- Th.SOS.891.97M tz SOL0949197 SEX_E • CE) FULLY GROUTED CMU WALL (8Y OTHERS) 5 I/2' (2) ye," 0 r.b-3 C o" D.C. W/ 2/" EFFECTI'✓I= EMBED TYG. J fi ALMA ii.1 AIM" nwn 3 P!000 5ACKING STRUT x 12' LONG, j DRACr,ET 1YP. / (BYOTHtKS) c.^ 0140 V Y.,3" 0 BOLT 5, / `� D 311k) MAX �r7. — fl-bt/~ //t U N r / 40 o f c,.v►/se,- tk lc am Li € o I 4 UNIT HEATER SUPPORT PLAN VIEW 1-1/2" = 1,-Q" PR '`�,'�pOFESS 71266PE l ,--- �...,"k' 1 } N ry STRUCTURAL DRAWINGS DRAWING INFORMATION JOB Na 4 1,.' 0 BON[TA PUMP STATION DRAmN ��_: 9 �T• 1�? �� LAKE PUMP SO.OR DRAWN 8�: ]LC 14-11051 CHECKED 9:`: 4 B K AO' C„n.r.Tri r f rr:•inr.•r, DATE 10/09/2014 SHEET Na st/13 St sesta Med.Su MO DATE: REVISION is EXPIRES: 6/30/15 Portland. OR 91219 I DA-E. REVSION 2 SK- 4 1x s{V.m.ma Is$n.nasnr { SCALE: NOTES; ALL STRUT AND STRUT 7ITTINGS TO 57 'UN'STRUT OR EQUAL. ALL STRLF DOLTS TO BEI/Z 0 ---I UNLESS NOTED OTHERWISE. 30" ------- .. ! r r ---w- ,----- ____ -;.... //1 17/ DUCT • • :" / #! 2 SMS @ 0'0.0. 6 ./;/' 4 // U -51-2TXpfuX/T >- / /1 -.D\.01\17 LT(35), 7")'7° ;- 11 I l'_0000loce/o_i ---1 y . --7 1 000. TY.F. • I \--F 1 Ogb \ 1 , --, , • . i t 71000 VW 7 I 5/-G EA. END : . 0 i . , .. , 1 , u i / 1\4, r coo ' E • _>_.:--- / /\4 -------------F;000 w,/ P' 54o A. END 44 0 1-1!LT K5-3 VO c\i"' '/45\ ------7 'COO, TYF. 2Y2." EMBED. AT GROUTED CELLS\ TY?---/ 1 k - • \j"."-------- ',PRINIC.; ISOLATOR ......,....,..., (BY al-NEP:3; -, --------•—%,:' 0 TNREADED ROD 24 (1 2" MAX TOTAL DROP) 1 ! FAN , _HI ; II DUCT/FAN RISER SUPPORT ELEVATION VIEW I ac,D PROFt, '6cp c,141 NE4-4, >04, 112" = Ica" 44 '57, (-: 71266PE ' .,.... OZ 0N STRUCTURAL DRAWINGS DRAWING INFORMATION . t (:>, No: JOB , Pi. (1.1` •.., BONITA PUMP STAI1ON DRAVIANC DRAWN By: i 5 -14, • 104 se. , LAKE OSWEG),OR JLC 4-1 0 ' CHECKED' Elv: 4B K AO* SHEET No'.. ... DA-1.: 10/09,(20:4 t eninhoo:Login:en TE . - fAl76.T1 ADA : REVISION 1 rks AUL Sk.OM EXPIRES: 6/30/15 Pernorod. OR P7Z DATE, RIVISIOY 2 SK- 5 rt.misaropo A MIAMI SCALrl• i (Li ruLLY C.;F',OUT,.%) CMU WALL YA" 0 IIILTI rF.,-3 0,/,' .24' / (bY OT11ffR5) . EFFECTIV1f EMBED.. TYP. / / / / . .....,. ... 4,, .,. Y 111.141111111111111111111 Ii Ill P1000. TYF'. , ,,:. / P1065, TYP. / I // .S, [ \---P1000 15RACf.. 34" 0 5TP,UT 50:15. . TYP. DUCT, .. e 1 .-------.1 . L2X2X1 14 > ‘..1., 0 \. 0 •i / \r.....-- ', l' I 0 F1000 I \ 0 \ ill \--P2324 .1 \---#j 2 5M5 @ G' 0.C. TYP 6 DUCT SUPPORT OVERHEAD SECTION VIEW 3/4" = i c...0 PROF-4- 1NE6- /0, c: 71266PE .' a......Az, Nst ( 07 :•N cv ..... STRUCTURAL DRAWINGS DRAWING INFORMATION dos No! . 0 9.S' BONITA PUMP STATION DRAMINZ' rIC: l'ifr • 10, A,.\\'' L.AKF,OSWEGO.OR DRAWN W: JI,C )4-1051 48 K to,) , , . CHFCKF) 8T: DATE: 10/0912014 SHEET No' c VII tlititm!tdrUfftfer, DATE: REmsio N41: EXPIRES: 6/30/151MS 8 1 r Bette Bkri Mc WU Portland, OR 07ZIP DATE. Ri'VlSION 2• SK- 6 : PA MUM h.$01832.9797 SCA-E (E) FULLY GROL.°TDD CMI, 26' 0 rilLT r -3 WI 24" "ctv' j WALL EED., T`'F.--- ;BY CT FRS) / 1 F 1000. TYF. "\\\...._,-P F!0G5. TVP. 068 r_ — ._ _ _ r _— 1Pl000 e e 5RACE FAN MAX WT. = 260 L55 1 se4..9 7%7 /0'404 1 / e oil / 45' _ 5 III — . _ __-- _..-11 . \ F 1000, T"P. ll \---F7 324 \---y," 0 T-IREADED ROD WI SPR.;NG h1ANGER (SPP NG h-ANGER C5Y OThi 'P5) 0 FAN SUPPORT OVERHEAD SECTION VIEW 3/4" = 1'-0" c. .o P ROppS,S wcl S4114E4-/P /°49 4 71266PE r ,..,4� I ' __ a,.__,__ `, " O r �•N n STRUCTURAL DRAWINGS DRAWING INFORMATION JOS,� r14O BONITA PUMP STTION DRAWING F "E: '9ifr • 10.• Ne.• L.AK.EOSWEGO.OR DRAWN Err: ILC )U51 4 8 K 10,0' •`• . CHECKED R f rmwLi»C 1 n,invar, WE.: 10/9•'2014 SHEAT No torn ST Boil.Rind Ste 160E CATE' REVISION ': EX=IRES: 6/30/15 Portland. OR MIR oA1 : REvsION 2: `SK- 7 1'A 5084MM is 305.M.9797 SCALE: I ,iOB:elBONITA PUMP STAT/ON 0 i 75 5W Sar:-;-5,/d. sHEE No.: OF 5sse 2CC5(7") 'r.,d^d.CR,a7_'' CALCULATED BY: DS DATE /0/5/14 Fr.,5^C3.532.'700 Pax:503.5?2.5757 C 1 C�CED BY: DATE Consulting Engineers FZCJLCT NO.: /4-1051 PROJECT INFORMATION SEISMIC AND GRAVITY DESIGN OI HVAC EQUIPMENT AT BONITA PUMP STATION LOCATED IN LAKE OSWEGO, OREGON. Budding Code: 2009 IBC/ 2010 OSSC 2 '') C . A 1 . ,,, , . JOB f:Z,,e,V••••J t : r PUr4,1 -.1 aril 1 ar.-3 0 , , , ,, . , .• , : , AZH CONSULTING ENGINEERS sHEET NO. OF . . 10175 SW BARBUR BLVD. „ SUITE 200B 0 . CALCULATED BY A-e, DATE . PORTLAND, OR 97219 ' PH: 503.992.9700 FAX: 503.892.9797 CHECKED BY DATE - CONSULTING ENGINEERS PRO.'F.CT NO. /li-- lo 5! I) SPI-t 7° r.:x-7m\ ,i, 1 23 c/F HY " dr 1 1.- /.... ..-,, 3 7 -3/1 r.-------"--Dt cA) /9"ic, I M sy v, 0 , ,. ') 41, ;21,04-44-1,12.; 1:30,r.:, -rth,lte'RIN,;NIMI141 3 JOB: BONTITA PUMP STATION OA) 0;75 5'm 5arbur 5:vd. ShEET NO.: OF 5ote 2008 ?oc*.lsnd.QR 972''9 CALCULATED BY: D5 DATE /0/7/14 Ph:5Q8.892.97iA Pax:508.892.9797 CHECKED BY: DATE Consulting Engineers FRalECT NO.: /4-/05/ LATERAL ANALYSIS (WIND LOADS) - LRFD E6iuipment Data DCU- 101 ThRU 1 OG Wp: 255 lbs L: 35 in w: 14 in h: 54 in hcp: 27.0 in (height to center of wind pressure) .---"s- i,,_)//,. :.s;• S'e aS rte t c Design wind pressure, F/Af = 24.2 psf # Fwind = F/Af * h " L/ 144 = 345 lbs >"% -= =d "�°` �' ' -� �e# 3k-I, `, LRFD load combo, 0.9D + 1 .GW /<'>" ,`'"!"" ``A.)h � Mot = I .6Fwind*hcg = 14595 in-lbs MR = (0.9Wp) `w/ 2 = 1 625 in-lbs Maximum Reactions per side Tmax = (Mot - MR) / w = 945 lbs Vmax = Fwind / 2 = 172 lbs Maximum Reactions per anchor a n = No. of restraints / side = 2 "P'"' Tanchor = Tmax / n = 474 lbs =_> tension Vanchor = Vmax /n = 5G Ibs =_> shear - — 5—.. ,-? 7:_; 0 rP c)7 4 +Sr• epi AY+T X�ai! N www.hilti.us Profis Anchor 2.4.8 Company: AZH Consulting Engineers Page: 1 Specifier: AB Project: Bonita Pump Station • Address: 10175 SW Barbur BLVD Suite 2003 Portland.OR Sub-Project I Pos.No.: TYP.DCU ANCHOR Phone I Fax: 503-892-9700 1503-892-9797 Date: 10/7/2014 E-Mail: Specifiers comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ-SS 316 3/8(2) yds{ Effective embedment depth: he;=2.000 in..h„,.,=2.313 in. Material: AISI 316 Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2013 15/1/2015 Proof: design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off):t=0.250 in. Anchor plate: Ix x ly x t=3.000 in.x 3.000 in.x 0.250 in.; (Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000.f'=3000 psi;h=6.000 in. Reinforcement: tension:condition B.shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D.E,or F) yes(D.3.3.6) Geometry[in.]&Loading[Ib,in.lb] 2: ; Ci�O N �- .,, -- 1:1 \7:4414,-, 64( 0 1 G' R � Z5 3 --' y\ � Input data andresults must be checked for agreement with the existing conditions and for olausibitity' PROFIS Anchor(c)2003.2009-i/ti AG FL•9494 Schaan Hilt is a registered Trademark of Hitti AG,Schaan 5 L . i ....e S Wd AMK�•p b Y o.L.e` www.hitti.us Profis Anchor 2.4.8 Company: AZH Consulting Engineers Page: 2 Specifier: AB Project: Bonita Pump Station Address: 10175 SW Barbur BLVD Suite 200B Portland,OR Sub-Project I Pos.No.: TYP.DCU ANCHOR Phone I Fax: 503-892-9700 1503-892-9797 Date: 10/7/2014 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads I .,,Y Anchor reactions[Ib] I Tension force:(+Tension,-Compression) I Anchor Tension force Shear force Shear force x Shear force y I i 1 474 172 0 172 ,'" max.concrete compressive strain: -[%a] 1 Dx max.concrete compressive stress: -[psi] Tin resulting tension force in(x/y)=(0.000/0.000): 474[Ib] resulting compression force in(x/y)=(0.000/0.000):0[1b] 1 1 3 Tension load Load N„a[ib] Capacity 4Nn[Ib] Utilization =Nua/¢Nn Status Steel Strength* 474 4476 11 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** 474 1284 37 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength N53 =ESR value refer to ICC-ES ESR-1917 0 Nsteel>Nua ACI 318-08 Eq.(D-1) Variables n Ase.N Un 2] futa[Psi] 1 0.05 115000 Calculations N.[ib] 5968 Results N.[ib] 4steei ¢Nsa[Ib] Nua[Ib] 5968 0.750 4476 474 Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hild AG.Scnaan 6 JOB /7, N\-\ v• Utn 5-r-A-1-1',"-I AZH CONSULTING ENGINEERS 10175 SW EIARBUR BLVD. SUITE 2008 PORTLAND, OR 97219 SHEET NO. OF CALCULATED BY A ce A DATE PH: 503.392.9700 FAX: 503.392.9797 CHECKED BY DATE CONSULTING ENGINEERS PROJECT NO. 1 kl - 2) (N f:›c:fra?:.k, ‘,..)1\1 vTT,-.. 6...2\\_ /414 w-E"...- 61-t . • im v.,. Piaq I_ 6 3 -...\ 2 , .7/4 -,.......,......4/1111MINIIIIIIIIIIIIIIM 7.. h = C\ \/‘\ ' i tp..1 <--- ........................ _ ...-- 1 / L tit t t Illh, --I-T, t--I-t+ t.-,• I T 'MANI-FM GIPATTIfet 7 JOB: Bonus Pump 5tat�o 75 St=Sarb;;r S'.vd' SHEET NO.: OF Suds-200? a-!ia-a..P, 572' CALCULATEDT=D BY: AB DAnTE(RLSM) /0/4//4 -,:5C3.892.97C., Fax:503.392.9797 CHECKED BY: DATE Consulting Engineers PROJECT NO.: /4-/05/ • LATERAL ANALYSIS FC x.13 D c r1 THE LATERAL LOADS DUE TO SEISMIC FORCES ARE DETERMINED USING THE REQUIREMENTS OF THE 2009 INTERNATIONAL BUILDING CODE (2009 IBC) Fp* = 0.4ap * Ip * Sds / Rp * [ 1 + 2 ' {z/h} ] ~ Wp 0.7 Fp = 0.3 * Sds ' Ip " Wp * 0.7 Fp max = I .6 " Sds * Ip * Wp * 0.7 0.7 factor for 3UUowabe stress design Fv = 0.2 " Sds * Wp * 0.7 INPUT DATA ap: m-structure component amplification factor = I .0 Sds: seismic coefficient = 0.7 Ip: Importance factor = I .5 Rp: component response modification factor = 2.5 2: component attachment elevation from grade = h: structure roof elevation from grade = z/h = l CALCULATIONS Fp* = 0.358 Wp Fp min = 0.224 Wp Fp max= 1 . 193 Wp Fph = 0.36 Wp controlling Fp (ASD) Fpv = O. I 0 Wp (ASD) e. JOB r210 N) 1 rfar ?0 n fsml---ri i A : t AZH CONSULTING ENGINEERS SHEET NO. OF 1 o 1 75 SW BARBUR BLVD. SUITE 20013 9 CALCULATED BY 4 1 DATE PORTLAND. OR 9721 PH: 503.892.9700 FAX: 503.892.9797 CIIECKED BY DATE CONSULTING ENGINEERS PROJECT NO. /1-/,...-J0 c 1 Ai -.7 : 0 10 f,,,p At AM I \\ .:..- a•1 4: pc, t?t_f r ? w?04, f' / \ / j6 341\ i OP .....,- 4 reA.(c,- 1 siN 45- 1-'1 gol)s 1, R A raoriA c. = 3 i_e, ( 2 VACc:3 67je 44'''''' 2 7 r4 --„4 ....- .... '44..? •-•,..t 1 1 ; yr FSRAt.c- F-. _____,,, 1 •11.9_5-a /./'I , fe zr p-1 ..t. 9 ________ LI _,.... _ C12 • ,.......,.. / .., .c"5 it? P4...1-1 aLr es, ..., , I ' . I TF CTI IF/ f 1,01t4r.PilA,DRAMA JOB RC) r\?11—ft- Fv rI iP s-n --�1 16,3 le, AZH CONSULTING ENGINEERS SHEET NO. OF 10175 SW BARBUR BLVD. .` ; ,0 UITE 2005 A, PORTLAND, OR 97219 CALCULATED BY ft. DATE PH: 503.592.9700 FAX: 5o3.892.9797 CHECKED BY DATE CONSULT/NG ENGINEERS PROJECT NO. ( •-I.-- I(d'c. / s-r-rt, i it-pa/4 (.1):3 crq P1-_____>, 1___ nix 1 ,. . .. ;k Li 10 a _ . L� _ ria•G. vMe AN USa t100L I ' Fr 1 k. r� o.y (0.5. 3 i t_tr 1 SEGT(atU ;-ie. 4. ,, C2 . 1-1Nf3d Ce , Lai6A-13 j'6I?,L•C t o cikc `c,,. 9 ok 1 51ci rr ' 6r.1- c 1 ,r') _ :,`.is, 1\ 'In rues... 1 r,-m a r.;��c^ta. ...rl. .1 :14:1. • FI8'iIIIY_FR1NI'i OFT • , 10 P1000 & P1001 Channels UNISTRUT P1000 BEAM-LOADING P1001 -BEAM LOADING * DefI'at 113:4,04 s a Uniform Loading at Deflection Defl.at Uniform Loading at Defiettlifn`A��, may# H Max.Allowable Uniform Max.Allowable Uniform Spur?-'r-Uniform Load Load Span/180 Span1240 Span/360 Span Uniform Load Load Span/180 Span1240 Span1360 r -- In Lbs In Lbs Lbs Lbs In Lbs In Lbs Lbs 24 1,690 0.06 1.690 1,690 1,690 24 3,500" 0.02 3,500* 3,500* 3,5099'_ E 36 1,130 0.13 1,130 1,130 900 36 3,190 0.07 3,190 3,190 3,190 A2.: W VJ 48 850 0.22 850 760 500 48 2.390 0.13 2,390 2.390 2,390 60 680 0.35 650 480 320 60 1,910 0.20 1,910 1,910 1,620 72 560 0.50 450 340 220 72 1,600 0.28 1,600 1,600 1,130 41 A' 84 480 0.68 330 250 160 84 1,370 0.39 1,370 1,240 830 96 420 0.89 250 190 130 96 1,200 0.51 1,200 950 630 = 108 380 1.14 200 150 100 108 1,060 0.64 1,000 750 500 _.:Vi 120 340 1.40 160 120 80 120 960 0.79 810 610 410 ;: 144 280 2.00 110 80 60 144 800 1.14 560 420 280 uau. ---------240 2.72 80 -- 168 60 40 168 680 1.53 410 310 210 192 210 3.55 60 50 NR 192 600 2.02 320 240 160 =. 216 190 4.58 50 40 NR 216 530 2.54 250 190 130 0 244 170 5.62 40 NR NR 240 480 3.16 200 150 100 40 a a. S P1000•COLUMN LOADING _ - P1001 -COLUMN LOADING _ - -u- w ' '.Max.Allowable Max.Allowable Maximum Column Load.A Maximum Column Load Applied at C.G. p Unbraced Load at Unbraced Load Height; Slot Face K=0.65 K=0.80 • K=1.0 K=1.2 Height at Slot Face K=0.65 K=0.80 K;=10 *� ' ags y ;;1t►, Lbs Lbs Lbs Lbs Lbs In Lbs Lbs Lbs Lbs , g c 4.3 F4 3,550 10.740 9,890 8,770 7.740 24 6,430 24.280 23,610 22.700 21,820 36 3,190 8.910 7.740 6.390 5,310 36 6.290 22,810 21.820 20,650 19.670 G, 48 2,770 7,260 6,010 4,690 3.800 48 6,160 21,410 25300 18,670 16,160 F=E; 60 2,380 5,910 4,690 3.630 2,960 60 6,000 20.210 18.670 15,520 12,390 M 72 2,080 4,840 3,800 2.960 2,400 72 5.620 18,970 16,155---12,390 8.950 '` __ 84 -_ 1,860 4,040 3,200 _ 2,480 1,980 84 5.170 16,950 13,630 9,470 6,580_ ;:,s. 96 1,670 3,480 2,750 2,110 1.660 96 4,690 14.890 11,190 7,250 5.040 108 1,510 3,050 2,400 1,810 '" 108 4.170 12,850 8,950 5,730 3,980 120 1,380 2,700 2,110 `" -' 120 3,690 10,900 7,250 4,640 F7E 144 1,150 2,180 1,660 "' `- 144 • 2,930 7,630 5.040 "` "" cis _00 -.._._.__C Nooad limited by spot weld shear. FE P1000/P1001 -ELEMENTS OF SECTION - - ___ ____ 84 Parameter P1000 P10{' 01 "KIlt>200 .SA- a: NR=Not Recommended. Area of Section 0.555 n` 1.111"In' 1.Beam loads are given in IQLQ(uniform load(W Lbs)not uniform load(w Ibsift or Axis 1-1 w lbsiin). l'-z:7„' Moment of Inertia(I) 0.185 In' 0.928 In' 2.Beam loads are based on a simple span and assumed to be adequately laterally Section Modulus(S) 0.202 In' 0.571 In braced.Unbraced spans can reduce beam load carrying capacity.Refer to Page 56 • Radius of Gyration(r) 0.577 In 0.914 In for reduction factors for unbraced lengths. Q, Axis 2-2 3.For pierced channel,multiply beam loads by the following factor: ( L c Moment of Inertia(I) 0.236 In' 0.471 In' "1(0"Series 95% "T"Series 85% v Le Section Modulus 4S) 0.290 In' 0.580 In3 "HS"Series 90% "SL"Series 85% z^z Radius of Gyration(r) 0.651 In 0.651 to "H3"Series 90% "DS"Series 70% 4.Deduct channel weight from the beam loads. 5.For concentrated midspan point loads,multiply beam loads by 50%and the ,,; corresponding deflection by 80%.For other load conditions refer to page 18. a W 6.All beam loads are for bending about Axis 1-1. &"'"''' 15/8" Framing System'._( r', . , `tf ,. 111 I H v UNISTRUT 7- Lateral Bracing Load Reduction & Bearing Loads LATERAL BRACING LOAD REDUCTION CHARTS ......._ Span Single Channel Double Channel ' ,•,-,-t-,-c,y ,,',•:-,-;,..,,, L tfA,40Li1,n.(cm) P1000 P1100 P2000 P3000 P3300 P4000 P4100 P5000 P5500 P1001 P1101 P2001 P3001 P3301 P4001 P4101 P5001 2(0.61) 24(61) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.99 1.00 1.00 1.00 100 1.00 1.00 1.00 1.00 1.00 3(0.91) 36(91) 0.94 0.89 0.88 0.96 1.00 0.94 0.98 0.85 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 .7.... Ra Vs - -.-a - 4(1,22) 48(122) 0.88 0.78 0.75 0.91 1.00 0.88 0.94 0.70 0.77 1.00 0.98 0.98 1.00 1.00 0.98 1.00 027 028 5(1.52) 60(152) 0.82 0.68 0.61 0.88 0.98 0.83 0.91 0.55 0.67 0.97 0.93 0.92 0.98 1.00 0.93 0.96 0.90 0.93 CL7 '''...-... '"i 70 tti 6(1.83) 72(183) 0.78 0.59 0.48 0.84 0.97 0.79 0.89 0.44 0.58 --(?...!„;0.87 0.85 0.95 0.97 0.88 0.92 0.83 0.87 g co 7(2.13) 84(213) 0.75 0.52 0.41 0.82 0.96 0.75 0.86 0.38 0.51 0.89 0.82 0.78 0.92 0.95 0.83 0.89 0.76 0.81 8(2.44) 96(244) 0.71 0.47 0.35 0.79 0.94 0.72 0.84 0.33 0.46 0.85 0.76 0.71 0.88 0.92 0.79 0.85 0.68 0.76 "c; , 9(2.74) 108(274) 0.69 0.43 0.32 0.77 0.93 0.69 0.82 0.30 0.42 0.81 0.70 0.64 0.85 0.90 0.74 0.81 0.61 0.70 ,..- a.)= rz...-:.• to ir,- 10(3.05) 120(305) 0.66 0.40 0.29 0.75 0.92 0.66 0.80 0.28 0.40 0.78 0.65 0.57 0.82 0.87 0.69 0.78 0.54 0.64 c...."L.4- 12(3.66) 144(366) 0.61 0.36 0.25 0.70 0.89 0.60 0.76 0.24 0.36 0.70 0.54 0.45 0.76 0.82 0.60 0.71 0.43 0.53 14(4.27) 168(427) 0.55 0.32 0.23 0.66 0.86 0.55 0.73 0.22 0.32 0.63 0.45 0.38 0.70 0.78 0.51 0.64 0.35 0.45 1 6(4.88) 192(488,1 0.51 0.30 0.21 0.62 0.84 0.50 0.69 021 0.30 0.56 029 022 0.64 073 0A4 0.57 0.30 0.39 ,-.• t. - - o.i= 18(5.49) 216(54w 0.47 0.28 0.19 0.58 0.81 0.47 0.65 0.19 028 0.49 0.34 0.28 0.58 0.68 0.39 0.50 0.27 0.34 c.l.r.4 b.. 20(6.l0) 240(610) 0.44 0.26 0.13 0.54 0.78 0.43 0.61 0.18 0.26 0.44 0.31 0.25 0.52 0.63 0.35 0.45 0.24 0.30 - • 7, W U:. '== r, 7,7•- LL1 BEARING LOADS ON UNISTRUT CHANNEL .z..;. LOAD LOAD LOAD 0 a: r...) Loads are calculated based on "ri ---> =, 2001 Specification = i 1 ',I i I 1 For The Design Of 4.,,,, , ---, „..- Fi a; Cold Formed Steel !ra 1 ;.,ei,75i.,-,1 \.. 7-o. '541.,.....- u.46 Structural Members -<> , ^. published by AISI ._ Bearing Length 1%"(41 mm) Bearing Length 15e(41 mm) Bearing Length 31/4"(82 mm) iro 1- Maximum Allowable Loads Maximum Allowable Loads Maximum Allowable Loads Channel Lbs(.V4 Lbs. .', Lbs vi,I,I P1000 6,700 3.100 7.700 ;.- 29 14 92 v, P1100 3,500 1.700 4.000 - 137 18 0..,.,,,.. P2000 2.500 1,200 3,000 11 5 13 P3000 6,700 3.200 7,700 i S4.„In 1 29 14 34 7.J.:17:5 , P3300 6,800 3.200 7,800 v..,e... 29 14 34 P4000 2.600 1.200 3.000 -a- I 9 5 13 ot a? i P4100 3.500 1.800 4,100 16 3 . 18 (r. ............. -- _____ .__ P5000 5.500 3.000 7,500 - 28 13 33 ,-,, ___._____ ___ ___ - ---- - == P5500 6.600 3.100 7.600 1:2= p 7: 29 14 33 Framing System T - I2 UNISTRU SLOT ADAPTER Kw WAt mt' as _.,c T s. Overhead installation with one hand. ie • ati °` ,� �; t Available in zinc plated and hot dip galvanized ' � e . v n -a" `-"" 4 Bolt Wt/100 pcs: ,,1-0°2 "--,Part No. Size Lbs(kg) ., • ,1 2 � l `�� co HOCW025 %< (6)° 1(0.5) __-- Oa .y.�ts- HOCW037 %"'10) 1.5;0.7) P2486 -SEISMIC ROD STIFFENER_ Site Load Wt/100 pes 0 c _ Part No. in(mm) Lbs(kN) Lbs(kg)', cam^,ia: • K1062 %a")6) 250 1.1) 1.2(0.5) '716,0K1063 %"(101 610(2.7) _ 2.6(1.2) , , '` S K1064 W 3t _..__.1,130(5.01 9.3(4.2) __ F, i P2486--- _'.":"/."...• r ? u r3^ • Threaded Rod P2485 - �- - CRADLE GI.12 O lip tl ) P2485 P1000 Rod ,'" '1p Cradle Clip Stiffener 1 %4" - ?2t +a" ---P1000T iv= Threaded Rod =CZ: Wt/100 pcs:16 Lbs(7.3 kg) ' 343."_h" Cradle clip only.order P3008 Nut 40 w n _ -_- _ _ -._ other items se eratel. al 3/i3"x 1"Hex Head P2485K �- SeisMIc CRADLE CLIP ASSEMBLY- p y Cap Screw =w .,. �•___J ��g P10001 P1000 Channel "„ / ( Cradle Channel `Lateral Brace w / �� Stifrener z u / ;� P1000 Channel , Transverse Brace , L 4+ „rte �� ,,;� `,1� � .�J ,, 11�fy�1 '� 3/8'x1'mics T 1 -- I P 8 Nut t' I �' ` -_ ; i P1546 v� f �� 44. 1 ,..2,f/3 P10001 Au.Thread Roo (a'Shorter dtan Rod) 'J Puascaa�aa Wt/100 pcs:3.0 Lbs(1.4 kg) is P2485&P2486-SPACING CHART al 44, Rod Stiffener Clip Spacing(L) Notes: � �1iz"W)s,r 1� 1.Minimum Tensile Stress is 50.0002.7)vs `Rod Stress Rod Stress Rod Stress Rod Stress (345tv1Pa) Radius of Design @100% @75% @5010 @35% 2 Working Stress is 10,700 psi(73.9 MPa) i 4 Area' Gyration Load 10,700 PSI 8,025 PSI 5,350 PSI 3,745 PSI _Same as for Tension i 1 . r ' In2(mm2) In(mm) LbsfirN) In(mm) In(mm) In(mm) In(mm) % 0.068 0.074 .,,� 730 9 11 F 13 15 3.Compression Will Only Occur During a Seismic Event 10 49.5 1.99_ 3.6 229 279 330_ 38 1 w' , - - __- _ _�._ __ ----. 4.Compression Requires the Use of Rod 0.126 0.100 1,350 �12 14 17 21 Stiffeners . _ 12 72.4- 2.40 5.3 345 356. .. 432... 533 �_.. 5.KL'r=200 When Rod Stress is at 35% 3/4 0.202 0.127 --2,160 15 18 22 26 16 138.3 3.32 10.2 381 457 559 660 z.. Refer to seismic bracing systems Et catalog for more detailed information. ci"" 70 '6 ` PE,' ' Nuts&Hardware I 3 , JOB 701 (FA- po rl p 1 AZH CONSULTING ENGINEERS SHEET NO. OF BLE- 1 0 1 75 SW BARBUR BLVD. SUITE ZOOB , PORTLAND, OR 97279 CALCULATED BY A e.. ' ‘...... DATE PH: 503.892.9700 . FAX: 503.892.9797 CIIECKED BY DATE CONSUL TING ENGINEERS PROJECT NO. i 14, 1 oS 1 6 irt/ie /4., 1,-) A L v *- -11 . a Li, „pc (45 - 22- ..(1, R, y."... t riAe L 0 M &44- , -( - .0 ‘15 - / FC i N ir6 ,)t4 c ...4, , , L__, ...,.........„.„... ......._ US 6 P2-7450 f404.,,,-4 6. ..... ..............,............,.............. 1 . . , f ..A- 1.4>4b-ST _______--------- qq, -44. . . .,1111111111111111111111MINI ...k 5 I I AL4.44,1 .....41 5{ip -.7 -i-r_yrti I ......................_..........„........_ L. ,.. A . ..wito.mwcwAnu:- 14 Unistrut International 16100 S.Lathrop Ave. Harvey,IL 60426 4� �P a a Phone:708-339-1610 DESIGN LOAD REPORT 800-882-5543 Fax: 708-339-7814 atkore www.unistrut.com I; €ERPB T UiAL Part Description: P2785 Beam Clamps Report Date: May 14, 2008 7 3/4 a, (Rey#1) ce vl t„/. Q .o Slip Along (Longitudinal) Slip Thru (Transverse) Pullout (Vertical) Average Ultimate Loads(lbs) Allowed Loads (lbs) Pullout Slip Slip Pullout Slip Slip Along Thru Along Thru 11,300 2,900 6,300 2,000 500 1,200 NOTES 1. Ultimate Loads from Test Book#16, Page 34&Test Report C-121A 2. Average Minimum Safety Factor of 5 3. Allowed Loads are for a 2 clamp installation 4. Must Use Clamps in Pairs Unistrut Engineering �I d 1,>J 3 CoJan�bia�l�BP t`st: °%��i��;:'�� eaqar r �� f�rl+� .. ... ...�., . '"": - 15 V N I STR UT" •.,, Nuts Hardware Pictorial Index and Channel Nut Loads ~- , 0 Channel Nuts With Spring P1006-P1010 P1012S-P1024S P4006-P4010 P4012S-P4023S P5506-P5510 P2378-P2382 Pg 67 Pg 67 Pg 67 Pg 67 Pg 67 Pg 68 .ai a"' Channel Nuts Without Spring Aleraw , t A a P3016 ?3036-P3013 P1012-PP1024 P4012-P4023 P1006T-P1010T.P4010T P4908 P1016 Z`c Pg 67 Pg 667 Pg 57 Pg 67 Pg 67 Pg 67 Pg 67 S Hardware ,,,,,,,„.. T %aid HHCS HF?1S HRMS HSHS HCSS HSON HHXN HFLW a•' Pg68 Pg68 Pg68 Pg68 Pg68 Pg 69 Pg69 Pg69 CW H "lb ft) .% *, ITT 01 = HLKW HOCW HTHR HRCN 72406 P2485 P24851( K1062-K1064 Pg 69 Pg 70 Pg 69 Pg 69 ?g 70 Pg 70 Pg 70 Pg 70 .:ii u.., MAXIMUM ALLOWABLE PUL--our AND SUP LOADS - 'V'' Channel Allowable Channel Allowable _ Nut Pull-Out Resistance TorqueNut • Pull-Out Resistance Tort . • Size- Strength to Slip Ft-Lbs Size- Strength to Slip j c 'Charm& Thread Gauge Lbs(kN) Lbs (kN) (Nem) Channel Thread Gauge Lbs(kN) Lbs (kW) ' E. 2,500 1,700 *125 1,400 1,000 50 W-9 12 W-13 14 u..y 11.12 7.56 170 6.23 4.45 70 ";-- 'A*-10 12 2,500 1,700 *125 3/�"-16 14 1,000 750 19 11,12 7.56 170 P1100 4.45 3.34 25 g ____-_--_.--.._-800 4�__--__11-_. 2,500 1,500 *100 P4100 W-11 12 11.12 _ 6.67 135 �/+6" 18 14 3.56 1.78 15 ca co �" 2.000 ,CL, �_. .._. -_-___.--_ 600 .---- --_.._._.300 6 P1000 r ( %"-20 14 2.67 1.33 P3000 ../,".i 13 12 8.90 - 6.67 70 P5000 7 - _..-... 1,400 ti 1,000 �_- 35 h"-13 16 1,000 1,000 50 P5500 /16"-14 12 4.45 4.54 70 i4 6.23 4.45 50co E al 1,000 800 19 W_16 16 1,000 750 19 '�6"-16 12 4,45 3.56 25 P2000 4.45 3.34 25 h2 en ur. 5/s"- 18 12 800 500 11 P4000 'Y6"-18 16 800 400 11 3.56 2.22 1 3.56 1.78 15 . '/4"-20 12 600 300 6 /"-20 16 600 300 6 ( 2.671.33 8 2.67 1,33 8 W-13 12 1,500 1,500 50 *May require%"or h"thick fitting. I 6.67 6.67 70 Nut design loads include a minimum safety factor of 3. 1,000 800 19 Note:Refer to the Channel Nut Selection Chart on the following two pages for - W.-16 12 __._. 4.45 V 3.56-_.-. 25 _ the part number. rs. P3� } 6/6"-18 12 356 2.22 15. 20 12 600 300 6 %" -..Li= 2.67 1.33 8 a. 66 ' ""'fA I %Nuts&Hardware 16 Unistrut International 16100 S.Lathrop Ave. Harvey,IL 60426 V DESIGN LOAD REPORT Phone:708-339-1610 800-882-5543 Fax: 708-339-7814 • atkore www.unistrut.com NT€RNATIM, Part Description: Hinge Fittings—P1843. P1843W, P1354& P1354W Report Date: December 29. 2005 Tension ' Tension ANGLE ??843 3: 01843:, P1354 & P1354/, P/N Angle Ave. Ultimate Tension (lbs) Design Tension Load (lbs) 1 ' -0' 4,700 1,500 843 4,300 1,400 • P1354 0° 4,800 1,600 45° 4,400 1,400 00 10,000 1.500 P1843W 45° 7,000 1,500 P1354W 0° 11,600 3,000 45' 7,100 2,300 NOTES 1. Average Ultimate Loads from Tests T-001 thru T-004 2. Testing Based on 1/2"-13 Channel Nut& Cap Screw Torqued to 50 ft-lbs 3. Deflection Readings Not Taken 4. Design Loads Limited to Lesser of: A. Average Ultimate Load/3 SF, or B. Total Slip Capacity of 1/2"-13 Channel Nuts(1,500 lbs each) Unistrut Engineering ()allied Calumki.,�-,V3i'F .""'Z-(14 I,a`°C S�'` 1::�:.i�"✓ `�.. I 7 JOB ' C..4\J 1 k A-. N rt It S-riek-ri`o J AZH CONSULTING ENGINEERS SHEET NO. OF , 1 a 175 SW SARBUR BLVD. SUITE 200B .' PORTLAND, OR 97219 CALCULATED BY (,, DATE , .. PH: 503.292.9700 FAX: 503.592.9797 CHECKED BY DATE CONSULTING ENGINEERS PROJECT NO. I ‘11.- !(.0 5f ...N . 3) EU? UNITS', 16 ,0-1" 37 3 /r 4 4 . \eN) 0 •,:,, MIN „,/..........r NA, /I F-4 -15 \\.-,-- 44 N 4 1 IA) --/- / 7 / L.,- R )1:- 16 TFI;(71,P.A - "Cil.`3Tr.;;cTro.•.•AtV.::',.M.T• -M,It4 "P.It1:,DPI row.• 18 JOB: <s«9 a-1114, rrvc1 S` . )7( 60/?arvr.i�•d. SHEET NO.: or 5mc�2w 3 �' 972,9 CALCULATED BY: DS DATE /D/6//4 503.992.9700 5G3.592?7.7 CHECKED BY: DATE Consulting Engineers PROJECT NO.: /L{ — ?, " - LATERAL ANALYSIS E THE LATERAL LOADS DUE TO SEISMIC FORCES ARE DETERMINED USING THE REQUIREMENTS OF THE 2009 INTERNATIONAL BUILDING CODE (2009 IBC) fp* = 0.4ap * Ip * Sas / Rp * ( I + 2 * {z/n} ] * h/p " 0.7 Fp min = 0.3 * Sas " 1p * Wp * 0.7 Fp max = I .G Sds * Ip * Wp * 0.7 0.7 factor for allowable stress design Fv = 0.2 * Sas * Wp * 0.7 INPUT DATA ap: in-structure component amplification factor = I .0 Sds: sesmic coefficient = 0.7 I Ip: importance factor = I .5 Rp: component response modification factor = 2.5 z: component attachment elevation from grade = h: structure roof elevation from grade = 7/11 = l CALCULATIONS Fp* = 0.358 Wp Fp min = 0.224 Wp Fp max= J . 193 Wp Fph = 0.3G Wp controlling Fp (ASD) Fpv = O. I 0 Wp (ASD) '9 JOB 13;;;;V://1 1 Li 0 7--/i fl rvt.) 5--nden" ,3 A :' ; AZH CONSULTING ENGINEERS SIIEET NO. OF PORTLAND, OR 9721 1 0 175 SW BARBUR BLVD. SUITE 200I5 CALCULATED BY A I..7 DATE 9 PH: 503.992.9700 • ,,, FAX: 503.392.9797 CHECKED BY DATE CONSULTING ENGINEERS PROJECT NO. )14 ,-;0 5) LA 1 A L 1 i -4- ,-- r- F : 1-1. ( . ,,z IA Lik_s ymf, To wiAll A , , ,‘ /I r RP 4 - ( LAJP-t r,/ ) st — ,- ). 4, - 3 1 ie i / 1 ' 11111111111.11 I ._• ,„ er.pi J.I. -...; 1 . I e.... $ j,,11d1/ 11 * Lc'14-0. piti-4-111_ t 0 14-A 11 ./ ---- / Vvp 6 /' x •*. i --- f ------,---- ...„, 1 if 5 •':11',ff'Tif I, .rt.,fife'7rmo CW.11114.; • 20 JOB 0 i AZH CONSULTING ENGINEERS SHEET NO. OF 1 a 175 SW BARSUR BLVD. ,, „ SUITE 2008 PORTLAND. OR 97219 CALCULATED BY A 15 DATE , PH: 503.892.9700 • FAX: 503.892.9797 CHECKED BY DATE CONSULTING ENGINEERS PROJECT NO. I LI ,- I . . \1 -- q° -f-L( Th.., 17. /il• 5 2) S----( in-" I .r,'::./:,4 i /7 -.44:--i-i- A.)) / ...1.... „.....______ 641— .4+- I SS— r I/E',:es-:: 1/f , ...,„..„....._ / P 4_ 44 A `'........' ..1...'"'i,.... :4' t a f< 71 ( \I 4. -/-17..74::5, I vs, ,---=7, ± '..: ------------ \.,, ygo'!..s i \ za.1 u 14 r ....; 4,4 Vv vR [ ..------- ; ,. --___. / ----- 4 4. 1/ 1 /+ 4 .rt4,1VT114,,OPArTft.ii; 21 JOB 1- (31‘111—h" , ,. , , ,. A21-I CONSULTING ENGINEERS SHEET NO. OF , . . 1 01 7 5 SW BARBUR BLVD. . * SUITE 2009 PORTLAND. OR 97219 CALCULATED BY A 17; DATE t• .“. PH: 503.592.9700 FAX: 503.992.9797 CHECKED BY . DATE CONSULTING ENGINEERS PROJECT NO. f f1: - I. 3) AmiPorc) /?6,,,-.64-r7a•-,,, .....____ /..--', .1..• ........._.......„,_.......--...----- +. ''''''." -","7'...., e 4- - ..._-.___ , .:-_- 4.-:, 5- !,,, I ,1 ___....---- 7.: ___....-- -,-- 0 ' -L'1• 7 "-- (i 47.-&-- C C5PATR&C., em........M....... 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OF 1 0 175 SW BARBUR BLVD. SUITE ZOOB PORTLAND. OR 97219 CALCULATED BY So,6 DATE PH: 503.892.9700 FAX: 503.892.9797 • CHECKED BY DATE CONSULTING ENGINEERS PROJECT NO. /C./— /0•,C-- * -3:$v c T I/ .• . I,. use 1) 1q00 wiC2) '.1/7:/th. 14,'Lri we -3 wl 2, d--,N 0.1:4 , i ( 2,8 i ) IT i°11611 V), 446-4' 5f cii2,-0 Fv, ....2:14 CA'S (71:6 ,--- loci' If Vfrii.,,Act4c,,fig,x_ :..- F"t5 ty S6 16 ( r11 7)c ) t ( - -A: .--) v ..V e-,./.. , ,i e'l f,„2....? .... 45)1,a 7 < i , ,.., ' ezp f•4 t .tterrit,.'r':MIA: KINETICSTM Pipe & Duct Seismic Application Manual 28 Table A3.1-7; SMACNA1 — Maximum Weight for Rectangular Duct Duct Duct Duct Duct Width Height Area Weight (in) (in) (ft2) (lb/ft) 30 30 6.3 17 42 42 12.3 290y 'WIC,i Poi-F-5 54 54 20.3 46 �v.)c`c N`' ,c ; 1--E"'+'''`)\` 60 60 25.0 54 �z ", ,Sc- = 3`- LhfFi- 84 84 49.0 103 96 96 64.0 129 54 28 10.5 34 60 30 12.5 39 84 42 24.5 74 96 48 32.0 97 108 54 40.5 110 120 60 50.0 121 1 SMACNA, Seismic Restraint Manual — Guidelines for Mechanical Systems with Addendum No. 1 2nd Edition; Sheet Metal and Air Conditioning Contractors' National Association, Inc., 4201 Lafayette Center Drive, Chantilly, Virginia 20151-1209, 1998. RECTANGULAR DUCT DATA PAGE7of7 SECTION - A3.1 • Toll Free(USA Only): 800-959-1229 RELEASED ON:07/07/2008 ANI#K1 N Ell 'C International: 614-889-0480 Control 614-889-0540 V Noise ntrol World Wide Web: v,rww.kineticsnoise.com v evAistirefin E-mail: sales ,,kineticsnoise.com •' a• ter: u.m v a-< Dublin,Ohio,USA•Mississauga,Ontario, Canada Member 29 1EZ ICC EVALUATION SERVICE Y ICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-1385 Reissued February 1, 2010 This report is subject to re-examination in two years. www.icc-es.orq I (800)423-6587 I (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 04—MASONRY 3 has a thread length equal to or less than three bolt Section:04081—Masonry Anchorage diameters, while the Long Thread Kwik Bolt 3 has a thread length greater than three bolt diameters. The tapered REPORT HOLDER: mandrel has an increasing diameter toward the anchor base, and is enclosed by a three-section wedge that freely HILTI,INC. moves around the mandrel. In the vertical direction, the 5400 SOUTH 122ND EAST AVENUE wedge movement is restrained by the mandrel taper at the TULSA,OKLAHOMA 74146 bottom and by a collar at the top of the mandrel.When the (800)879-8000 anchor nut is tightened, the wedge is forced against the www.us.hilti.com wall of the predrilled hole to provide anchorage. HiltiTechEnatus.hilti.com 3.2 Grout-filled Concrete Masonry: EVALUATION SUBJECT: The masonry prism strength must be at least 1,500 psi (10.3 MPa) at the time of anchor installation. Grout-filled KWIK BOLT 3 MASONRY ANCHORS masonry must be constructed from the following materials: 3.2.1 Grout-filled Masonry Units: Grout-filled concrete 1.0 EVALUATION SCOPE masonry walls must be constructed from minimum Type I, Compliance with the following codes: Grade N, lightweight, medium-weight or normal-weight ■ 2009 International Building Code®(2009 IBC) concrete masonry units (CMUs) conforming to ASTM C 90 (IBC). ■ 2009 International Residential Code''(2009 IRC) 3.2.2 Grout: The masonry units must be fully grouted • 2006 International Building Code!(2006 IBC) with grout complying with Section 2103.12 of the IBC or • 2006 International Residential Code®(2006 IRC) Section R609.1.1 of the IRC, and having a minimum compressive strength as indicated in the tables at 28 days. Property evaluated: 3.2.3 Mortar: Mortar must be Type N, S or M, prepared Structural in accordance with Section 2103.8 of the IBC or Section 2.0 USES R607 of the IRC. The Kwik Bolt 3 (KB3) Masonry Anchor is used to resist 4.0 DESIGN AND INSTALLATION static and transient seismic and wind tension and shear 4.1 Design: loads in uncracked, grout-filled concrete masonry. The Minimum embedment depth, edge distance, and spacing anchor system is an alternative to cast-in-place anchors requirements are set forth in Table 2. Allowable stress described in Section 2107 (TMS 402/ACI 530/ASCE 5) of design tension and shear loads are as noted in Tables 2 the IBC. The anchor systems may also be used where an and 3.Allowable loads for Kwik Bolt 3 anchors subjected to engineered design is submitted in accordance with Section combined shear and tension forces are determined by the R301.1.3 of the IRC. following equation: 3.0 DESCRIPTION 5 s Sts (P5/P;) +(V0'Vr) <1 3.1 Kwik Bolt 3: where: The Kwik Bolt 3 expansion anchors consist of a stud, Ps = Applied service tension load(lbf or N). wedge, nut, and washer. The stud is manufactured from carbon material. The carbon steel Kwik Bolt 3 anchors Pt = Allowable service tension load (lbf or N). have a 5 pm (0.0002 inch) zinc plating. The anchor is V5 = Applied service shear load (lbf or N). illustrated in Figure 1 of this report. V. = Allowable service shear load(lbf or N). The wedges for the carbon steel anchors are made from 4.2 Installation Requirements: carbon steel, except for all 1/4-inch(6.4 mm)lengths, which have AISI 316 stainless steel wedges. All carbon steel Kwik Bolt 3 must be installed in holes drilled into the base components are zinc-plated.The stud consists of a high- material using carbide-tipped masonry drill bits complying strength rod threaded at one end. The standard Kwik Bolt with ANSI B212.15-1994. The nominal drill bit diameter ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specrficallr addressed.nor are the,'to be construed pM$� as an endorsement of the subject of the report or a recommendation for its use.There to no warranty by ICC Evaluation Service.Inc..express or implied.as 354 to any frnding or other matter in this report.or as to any product covered by the report. -.,.,n„-... Copyright.v 2010 Page 1 of 4 30 ESR-1385 I Most Widely Accepted and Trusted Page 2 of 4 must be equal to that of the anchor. The drilled hole must 5.6 When using the basic load combinations in exceed the depth of anchor embedment by at least one accordance with IBC Section 1605.3.1, allowable anchor diameter to permit over-driving of anchors and to loads are not permitted to be increased for wind or provide a dust collection area. The anchor must be earthquake loading. When using the alternative basic hammered into the predrilled hole until at least six threads load combinations in IBC Section 1605.3.2 that are below the fixture surface. The nut must be tightened include wind or seismic loads, the allowable shear • against the washer until the torque values specified in and tension loads for anchors are permitted to be Table 1 are attained. increased by 33 /3 percent. Alternatively, the basic 4.3 Special Inspection: load combinations may be reduced by a factor of 0.75 when using IBC Section 1605.3.2. Special inspection must be provided in accordance with 5.7 Where not otherwise prohibited in the applicable Section 1704 of the IBC when design loads are based on code, anchors are permitted for use with fire- special inspections being provided during anchor resistance-rated construction provided that at least installation, as set forth in Tables 2 and 3. Special one of the following conditions is fulfilled: inspection in accordance with Section 1704 of the IBC must be provided under the IRC when special inspection is • Anchors are used to resist wind or seismic forces specified in Tables 2 and 3. Under the IBC, additional only. requirements as set forth in Sections 1705 and 1706 must • Anchors that support fire-resistance-rated be observed, where applicable. The code official must construction or gravity load—bearing structural receive a report, from an approved special inspector, that elements are within a fire-resistance-rated envelope includes the following details: or a fire-resistance-rated membrane, are protected 1. Anchor description, including the anchor product name, by approved fire-resistance-rated materials, or have nominal anchor and bolt diameters,and anchor length. been evaluated for resistance to fire exposure in 2. Hole description, including verification of drill bit accordance with recognized standards. compliance with ANSI B212.15-1994. • Anchors are used to support nonstructural 3. Installation description, including verification of elements. masonry compressive strength and verification of 5.8 Use of carbon steel Kwik Bolt 3 anchors must be anchor installation and location (spacing and edge limited to dry; interior locations. distance) in accordance with Hilti's published 5.9 Special inspection must be provided in accordance installation instructions and this report. with Section 4.3 of this report when required by 5.0 CONDITIONS OF USE Tables 2 and 3. The Kwik Bolt 3 Masonry Anchors described in this report 5.10 Anchors are manufactured by Hilti, Inc., comply with, or are suitable alternatives to what is Feldkircherstrasse 100, Schaan, Liechtenstein; and specified in,those codes listed in Section 1.0 of this report. Hilti Operaciones de Mexico S.A., Matamoros, subject to the following conditions: Tamaulipas. Mexico, under a quality control program with inspections conducted by Underwriters 5.1 Anchor sizes, dimensions, and installation must Laboratories Inc. (AA-668). comply with this report and Hilti's published installation instructions. 6.0 EVIDENCE SUBMITTED 5.2 Allowable tension and shear loads must be as noted Data in accordance with the ICC ES Acceptance Criteria in Tables 2 and 3 of this report. for Expansion Anchors in Masonry Elements(AC01),dated December 2009, including seismic tests, reduced spacing 5.3 Calculations and details demonstrating compliance tests and reduced edge distance tests. with this report must be submitted to the code official 7.0 IDENTIFICATION for approval. • 5.4 The use of anchors must be limited to installation in The anchors must be identified in the field by dimensional untracked grout filled concrete masonry. Cracking characteristics and packaging. The packaging label occurs when f > fr due to service loads or indicates the manufacturer's name(Hilti, Inc.)and address, deformations. the size and type of anchor, the name of the inspection agency (Underwriters Laboratories Inc.), and the ICC-ES 5.5 Design of Kwik Bolt 3 Masonry Anchors installed in report number (ESR-1385). A length identification code grout-filled concrete masonry to resist dead, live,wind letter is stamped on the threaded end of the bolt. The and earthquake load applications must be in length identification system is described in Table 4. accordance with Section 4.1. r Aionimmemini 31 ESR-1385 I Most Widely Accepted and Trusted Page 3 of 4 TABLE 1—INSTALLATION SPECIFICATIONS' SETTING DETAILS ANCHOR SIZE 1/4 inch 3/6 inch 1/2 inch 518 inch 3/4 inch Drill bit size=anchor diameter(inches) 1/4 3/3 1/2 5/3 3/4 Wedge clearance hole(inches) Sls 7/.5 9/1e 11/16 13/18 Anchor length(min./max.)(inches) 11/4 41/3 21/= 7 2314 7 31/2 10 6 12 Thread length std./long thread length(inches) 3/4 3 7/6 55/3 11/4 43/4 111/2 7 1'/2 6 Installation: . Torque guide values Carbon steel:Min.Embedment 4 15 25 65 120 (ft-Ib)in Carbon steel:Std.Embedment 4 15 25 65 120 concrete masonry Min.base material thickness(inches) 3 inches or 1.5 x embedment depth,whichever is greater For SI: 1 inch=25.4 mm, 1 ft-Ibf=1.356 N-m. 'Installation torques are applicable for all anchors installations unless noted otherwise in this report. TABLE 2—ALLOWABLE TENSION AND SHEAR VALUES FOR HILT!KWIK BOLT 3 CARBON STEEL ANCHORS INSTALLED IN THE FACE SHELLS OF GROUT-FILLED CONCRETE MASONRY WALLS(in pounds)12.3,4 ANCHOR EMBEDMENT MINIMUM TENSION SHEAR DIAMETER DEPTHS DISTANCE (inch) (inches) FROM EDGE OF WALL6 IBC/IRC IBC/IRC (inches) 4 121 304 174, 12 121 304 '/4 4 432 342 2 12 432 342 4 257 589 15/6 12 273 751 /' 4 626 764 272 12 626 1,054 4 502 664 274 12 533 1,171 /Z 4 724 840 3/2 12 724 1,853 4 651 710 2'/4 12 692 1,732 54 4 994 743 4 12 1,035 2,123 4 829 627 3'/4 12 829 2,508 3/4 4 1,316 657 43/3 12 1,368 2,627 For SI:1 inch=25.4 mm. 1 lb=4.45 N. 'Values valid for anchors installed in face shells of Type 1,Grade N,lightweight,medium-weight,or normal-weight concrete masonry units conforming to ASTM C 90.The masonry units must be fully grouted with coarse grout conforming to IBC 2103.12.Mortar must comply with IBC Section 2103.8.Masonry prism strength must be at least 1,500 psi at the time of anchor installation when tested in accordance with IBC Section 2105.2.2.2. `Anchors must be installed a minimum of 13/3 inches from any vertical mortar joint in accordance with Figure 2. 'Anchor locations are limited to one per masonry cell with a minimum spacing of 8 inches on center. °Allowable loads or applied loads may be modified in accordance with Section 5.6 of this report due to short-term wind or seismic loads. • !Embedment depth must be measured from the outside face of the concrete masonry unit. 'For intermediate edge distances,allowable loads may be determined by linearly interpolating between the allowable loads at the two tabulated edge distances. 'These tension values are only applicable when anchors are installed with special inspection in accordance with Section 4.3 of this report. FOR OFFICE USE ONLY—SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. :41t_, ; City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT t Transmittal Letter I 'T I G A R ID 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: Dan Nelson DATE RECEIVEDREY%rED DEPT: BUILDING DIVISION NOV 1'7 2014 / FROM: Taylor Stockton, P.E. CITY OFTIGARD' COMPANY: Black&Veatch BUILDING DIVISION PHONE: 503.443.4470 l I / i3Y` tgo RE: 14344 SW Milton Ct., Tigard OR BUP20l 3-00237 (Site Address) (pegit Number) LOTWP Bonita Pump Station 't ' (Project name or subdivision name and lot number) \1C1/4 ATTACHED ARE THE FOLLOWING ITEMS: i,'' c 14 Copies: Description: Cope' Description: Additional set(s) of plans. 11 Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. 2 Other(explain): Deferred submit al including Engineer's calculations REMARKS: The attached submittal (SUB 087)has been reviewed and approved by the structural engineer of record as indicated in the attached letter from OBEC dated 11/04/14. Please review and provide any coma ents from the City of Tigard Building Division. Please contact Rob Murchison regarding fee payment. Please contact me with any questions. Thank you. FOR OFFICE U E ONLY Routed to Permit Technician Date: l ( !.z..'- ( /4 Initials: 1'- i Fees Due: ❑ Yes o Fee Description: Amount l ue: / $ $ Special Instructions: Reprint.permit (per PE): ❑ Yes ❑ No ❑ Done Alicant Notified: Date: Initials: ,,- I:\Building\Forms\TransmittalL etter-Revisions.doc ,%I:\Building\Forms\TransmittalLetter-Revisions.doc 05/25/2012 I 4