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Report (4) Elf 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 December 16, 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 Reference is made to the listed submittals pertaining to the specifications Review Status listed below. C <IP2© -On23 City of Tigard I tY Aptroved Plans By..c ' Date c o 0 M CU CD al y m x 0 -o v a a� Spec. OFFICE COPY Lu ° ° _ ° w Section/ Z 2 Q ' Q Drawing a co o Sub.No. No. Manuf. Description C1 094-R1 11910 Structural Edge Generator Anchorage Calcs Record Copy Engineering 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 retained as a"Record Copy". Review Comments are as follows: 1. Please refer to the attached letter from OBEC dated 12/12/14 for review status. 2. As a deferred submittal,please note that this submittal is 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 *4/41--)4; Taylor Stockton,P.E. CC: B&V File Ho-ping Wei, Black&Veatch O SECENGINEE NG gib EUGENE,OR December 12, 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: Generator Anchorage Calculations Submittal No. 94.1 part 2 The generator anchorage calculations submittal consisting of generator anchorage to the generator pad shown in the plan, generator enclosure and internal supports, and related generator structural shop drawings have been reviewed and are in conformance with the project structural design criteria, and approved plans and specifications. Please call me if you have any questions. Sincerely, `1 4! Gary Ray• , PE, SE Sr Project Engineer GER:dsm Enclosure cc: Nick Robertson, OBEC Andy Howe, OBEC Lake Oswego •Tigard Water Partnership shoring water•corm,0;m?com•' • Submittal - 0094 - 1 Project: 209- Bonita Pump Station (BPS) Description: Generator Anchorage Calcs Category: Submittal Data Submitted By: William Chisholm- Pacific Excavation Inc. Date Submitted: 12/08/2014 Directed To: Brown &Caldwell Answered Date: CSI Code 11910 Returned Date: Revision 1 Closed Date: Current Status: CSI Code Item# Description Notes Description File Name Submittal 94.01 -Generator Structural Calcs Revision 1 Submittal 94.01 -Generator Structural Calcs Revision 1.pdf Notes This submittal has the required Oregon Stamp as well as the requested pages from the generator submittal for use in review. 1 oft Printed on 12/9/2014 4:51:22 PM PMWeb SUBMITTAL FOR APPROVAL Page 1 DATE: 12/08/2014 Pacific Pacific Excavation, Inc. SPEC#: 11910 Excavation 1410. - Bonita Pump Station REV#: 1 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 ' 94 - Generator - Structural calcs and Anchorage; Rev 1 item(s) for your review in accordance with the contract specification # 11910. 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 12/12/2014 in accordance with the contract documents. Additional Notes: Submittal Item Status Activity Date Copies Remarks Sincerely, Bill Chisholm William Chisholm L"? ..:-...-7.S7,7--- CONTRACTOR (Authorized Signature) Re' 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 30,2014 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 Re .nce is made to the listed submittals pertaining to the specifications listed Review Status below. o N O 0 m C v Z a aa) o av'i _ E C m E m (%) -o m t I N aj w '_ X V -o cb D! a W Cam' C h U E Spec. z m E . C c Section/ Q a Drawing E Sub.No. No. Man Description 094 11910 NA Generator Anchorage Calcs X Engineer's review o - :wings and data submitted by Contractor covers only general conformity to the Drawings and Specifications,external connections a •imensions which affect the layout.Engineer's review does not indicate a thorough review of all dimensions,quantities,and details of : material equipment,devices,or item shown.Engineer's review shall not relieve Contractor of Contractor's responsibility for e ••=,omissions,or deviations in the drawings and data,nor of the Contractor's sole responsibility for compliance with the Contract •ocuments. REMARKS This submittal is being returned as"Amend and Resubmit-Complete Resubmittal Required". Review Comments are as follows: 1. See the attached letter from OBEC dated 11/24/14 for comments. 2. Note the following: a. Attached to the end of the original submittal are pages from the shop drawings (Submittal 054-R2)that we referenced against the calculations provided in this submittal. b. To facilitate processing,please do the following when resubmitting: Included I > 1) Include the same reference sheets that were included in this response and confirm that they are the appropriate reference material. 2) Beyond the asked for engineer's sign/seal,declare whether anything else has changed in the resubmitted calculations.If there are no changes we will be able to provide a faster response and forward to the Tigard Building Division. Sincerely, No Changes to BLACK&VEATCH Calculations other than stamp Tay or Stockton,P.E. CC: B&V File Ho-ping Wei,Black&Veatch OBECCONSULTING ENGINEERS 14100■ EUGENE,OR November 24 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: Deferred Engineering Submittal — Generator Anchorage Calculations Submittal No. 094 The deferred generator anchorage calculation submittal consisting of generator anchorage to the generator pad shown in the plans, generator enclosure and internal supports, and related generator structural shop drawings have been reviewed and are in conformance with the project structural design criteria, plans, and revised specifications. One area where we note the submittal to be deficient is that an Oregon Registered Engineer's Stamp that is required by the Project Specifications is missing from the Structural Calculations cover sheet. Please call me if you have any questions. Sincerely, Gar Rayor, PE, E Sr Project Engineer GER:dsm Enclosure cc: Nick Robertson, OBEC Andy Howe, OBEC gJEREINV D. PARRISH Registered Prolessional I ngineer - --- — r in Manners%%ith c STRIUCTURAL EDGE ENGINEERING.PLL( hi La• E N G I N t E R i k [+ STRUCTURAL EDGE ENGINEERING, PLLC BONITA LIFT STATION - GENERATOR ENCLOSURE TIGARD, OREGON SE PROJECT NO: SE 14-164 r. `,�' z�1fslkr,r e w ems, )4366P REGON '1r D. PAR°' 11/14/2014- EXP. 12/31/16 eQ l2 1 a`' J VOe 69'45 PREPARED FOR: KOONTZ-WAGNER CODE: 2010 OSSC DATE: NOVEMBER 14,2014 ,stud lute! Project Name: Bonita Lift Station Date: 11/14/2014 in lir ma SE Project No.: SE14-164 By: JDP E µ 1 I N E C R I ., r. GENERAL STRUCTURAL NOTES 1. GOVERNING CODES AND STANDARDS A. OREGON STRUCTURAL SPECIALTY CODE, OSSC 2010 B. MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, ASCE 7-05 C. STEEL CONSTRUCTION MANUAL(14th EDITION), AISC 325-11 D. NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS, AISI S100 2. DESIGN CRITERA A. FLOOR: DL= 150 PSF INCLUDES EQUIPMENT LL= 100 PSF B. ROOF: DL= 15 PSF LL= 30 PSF C. SNOW: GROUND SNOW LOAD, Pg= 20.0 PSF FLAT ROOF SNOW LOAD, Pf= (Minimum Roof Snow Load) EXPOSURE FACTOR, Ce= 1.0 IMPORTANCE FACTOR, Is= 1.2 THERMAL FACTOR, C,= 1.0 D. WIND: BASIC WIND SPEED= 120 MPH IMPORTANCE FACTOR, Iw= 1.00 EXPSOURE = B INTERNAL PRESSURE COEFFICIENT, GCp; = +/- 0.18 COMPONENT & CLADDING PRESSURES= -43.5 PSF ROOF, ZONE 2 -34.7 PSF WALL, ZONE 5 E. SEISMIC: IMPORTANCE FACTOR, IE= 1.5 MAPPED SPECTRAL RESPONSE ACCEL.: Ss= S1 = SITE CLASS= D ASSUMED SPECTRAL RESPONSE COEFFICIENTS : Sips = 71.0% Sim = 39.0% SEISMIC DESIGN CATEGORY= D BASIC SEISMIC LOAD RESISTING SYSTEM = LIGHT-FRAMED WALLS SHEATHED W/STEEL SHEETS ORDINARY STEEL CONCENTRICALLY BRACED FRAMES DESIGN BASE SHEAR, V= ULTIMATE SEISMIC RESPONSE COEFFICIENT,C,= 0.5..177 ULTIMATE RESPONSE MODIFICATION FACTOR, R = 3.7 rz ANALYSIS PROCEDURE USED= EQUIVALENT LATERAL FORCE Project Name: Bonita Lift Station Date: 11/14/2014 SE Project No 5E14-164 By JDP ROOF FRAMING ROOF DECK(12" STRIP) SPAN = 16.0 in ROOF DEAD LOAD= 15 PSF ROOF LIVE/SNOW LOAD= 30 PSF NET WIND UPLIFT: 5' ' ASD TRIBUTARY WIDTH = 12.00 in GRAVITY UNIFORM LOAD= 45 PLF MOMENT= 0.010 k-ft MOMENT CAPACITY= 0.019 k-ft STRESS RATIO= 0.533 OK UPLIFT UNIFORM LOAD = 53 PLF MOMENT= 0.012 k-ft MOMENT CAPACITY= 0.019 k-ft STRESS RATIO= 0.621 OK TYPICAL JOIST(AT MID-SPAN) SPAN = 121.0 in ROOF DEAD LOAD = 1s ROOF LIVE/SNOW LOAD= 30 PSF TRIBUTARY WIDTH = 16.00 in UNIFORM LOAD = E 'IF MOMENT= C 3 k MOMENT CAPACITY= 1.323 k-ft STRESS RATIO= 0.577 OK > COMPOSITE ACTION NOT REQ'D MUFFLER SUPPORT CHANNELS SPAN = 121.0 in MUFFLER WEIGHT(TOTAL) = 715 lb NOTE: (2) SUPPORT CHANNELS MUFFLER POINT LOAD= 358 lb NOTE: APPLIED AT MID-SPAN MOMENT= 0.90 k-ft MOMENT CAPACITY= 1.54 k-ft STRESS RATIO= 0.584 istructural Project Name: Bonita Lift Station _ Date: 11/14/2014 g SE Project No.: SE14-164 By: JDP ENGIREEEIMG ROOF FRAMING ROOF DECK(12" STRIP) 16.0000 MAX SPAN FULL SECTION PROPERTIES AREA 0.8556 in2 WT. 0.002909 k/ft Ix 0.000 in4 rx 0.0206 in Sx(t) 0.0102 in3 y(t) 0.0356 in Sx(b) 0.0102 in3 y (b) 0.0356 in HT. 0.0713 in ly 10.267 in4 ry 3.4641 in Sy(I) 1.7112 in3 x (I) 6.0000 in Sy(r) 1.7112 in3 x (r) 6.0000 in WIDTH 12.000 in FULLY BRACED STRENGTH -2012 NORTH AMERICAN SPECIFICATION - US (ASD) MATERIAL TYPE: A653 SS GRADE 37, Fy=37 ksi POSITIVE MOMENT POSITIVE MOMENT Max 0.018772 k-ft May 0.003407 k-ft NEGATIVE MOMENT NEGATIVE MOMENT Max 0.018772 k-ft May 0.003406 k-ft L truGtur Project Name: Bonita Lift Station _ Date: 11/14/2014 , '' OD SE Project No.: SE14-164 By: JDP rIfG , N rraIN G ROOF FRAMING TYPICAL JOISTS(AT MID-SPAN) 1.1250 5.4688 1 14ga FULL SECTION PROPERTIES AREA 0.53145 in2 WT. 0.001807 k/ft Ix 2.001 in4 rx 1.9406 in Sx(t) 0.73194 in3 y(t) 2.7344 in Sx(b) 0.73194 in3 y(b) 2.7344 in HT. 5.4688 in ly 0.0481 in4 rY 0.3008 in Sy(I) 0.24649 in3 x(I) 0.1951 in Sy (r) 0.05172 in3 x (r) 0.9299 in WIDTH 1.125 in FULLY BRACED STRENGTH -2012 NORTH AMERICAN SPECIFICATION - US (ASD) MATERIAL TYPE: A653 SS GRADE 37, Fy=37 ksi POSITIVE MOMENT POSITIVE MOMENT Max 1.3226 k-ft May 0.0955 k-ft NEGATIVE MOMENT NEGATIVE MOMENT Max 1.3226 k-ft May 0.0955 k-ft It� �� Project Name: Bonita Lift Station Date: 11/14/2014 1-----'Pin ri'rs SE Project No.: SE14-164 By: JDP F U S I N La la E F allots ROOF FRAMING MUFFLER SUPPORT CHANNELS r 1 2.0000 5.4688 �14ga FULL SECTION PROPERTIES AREA 0.65623 in2 WT. 0.002231 k/ft Ix 2.910 in4 rx 2.1059 in Sx (t) 1.0643 in3 y(t) 2.7344 in Sx(b) 1.0643 in3 y (b) 2.7344 in HT. 5.4688 in ly 0.245 in4 ry 0.611 in Sy (I) 0.5383 in3 x (I) 0.4551 in Sy(r) 0.1586 in3 x (r) 1.5449 in WIDTH 2.000 in 2011 STEEL CONSTRUCTION MANUAL- US (ASD) MATERIAL TYPE:ASTM A36, Fy=36 ksi POSITIVE MOMENT POSITIVE MOMENT Max 1.5426 k-ft May 0.1036 k-ft NEGATIVE MOMENT NEGATIVE MOMENT Max 1.5426 k-ft May 0.2921 k-ft rj _.5 -tit:fur, t Project Name: Bonita Lift Station Date: 11/14/2014 SE Project No.: 5E14-164 By: JDP E N U I N E E R I N G WALL FRAMING TYPICAL WALL PANEL PANEL HEIGHT= 97.6 in PANEL WIDTH = 23.5 in ROOF DEAD LOAD= 15 PSF ROOF LIVE/SNOW LOAD= 30 PSF ROOF TRIBUTARY WIDTH = 63.00 in UNIFORM LOAD= 236 PLF AXIAL LOAD= 0.463 k AXIAL CAPACITY= 0.878 k AXIAL STRESS RATIO= 0.527 OK WIND LOAD 34.7 PSF MOMENT= 0.562 k-ft MOMENT CAPACITY= 1.196 k-ft BENDING STRESS RATIO= 0.470 OK COMBINED STRESS RATIO= 0.792 10K LC= D+0.75L+0.75W HEADER WALL HEIGHT= 97.6 in HEADER HEIGHT= 19.4 in OPENING HEIGHT= OPENING WIDTH = 72.0 in ROOF DEAD LOAD = ROOF LIVE/SNOW LOAD= ROOF TRIBUTARY WIDTH = 63.00 in UNIFORM LOAD= . PLF MOMENT= 1.063 k-ft MOMENT CAPACITY= 15.50 k-ft BENDING STRESS RATIO= 0.069 OK REACTION AT JAMB = 0.709 k WIND LOAD 34.7 PSF MOMENT(OUT OF PLANE) = 0.635 k-ft MOMENT CAPACITY= 1.238 k-ft BENDING STRESS RATIO = 0.513 OK REACTION AT JAMB= 0.169 k , otr Project Name: Bonita Lift Station Date: 11/14/2014 1' 1 a .aria SE Project No.: 5E14-164 By: JDP �i E N 5 9 N E E R Y k G WALL FRAMING TYPICAL WALL PANEL(FOR WIND LOADING) 4.0000 - r--1.5000 f14ga fri 1.3750 -23.5000- FULL SECTION PROPERTIES AREA 2.1374 in2 WT. 0.007267 k/ft Ix 2.570 in4 rx 1.096 in Sx(t) 0.735 in3 y (t) 3.493 in Sx(b) 5.066 in3 y (b) 0.507 in HT. 4 in ly 133.8 in4 ry 7.912 in Sy(I) 13.085 in3 x (I) 10.2260 in Sy(r) 10.079 in3 x (r) 13.2740 in WIDTH 23.500 in FULLY BRACED STRENGTH - 2012 NORTH AMERICAN SPECIFICATION - US (ASD) MATERIAL TYPE:A653 SS GRADE 37, Fy= 37 ksi POSITIVE MOMENT POSITIVE MOMENT Max 1.196 k-ft May 8.589 k-ft NEGATIVE MOMENT NEGATIVE MOMENT Max 1.242 k-ft May 16.037 k-ft t ,, t cturat fD SE ProProject Name:No.: Bonita SE14-164 Lift Station Date:By: JDP 11/14/2014 aject r i s i N r. E R I N G WALL FRAMING TYPICAL WALL PANEL- RIBS ONLY(FOR AXIAL LOADING) 1.5000 4.0000 j � -14ga FULL SECTION PROPERTIES AREA 0.48021 in2 WT. 0.001633 k/ft Ix 1.132 in4 rx 1.5353 in Sx(t) 0.56595 in3 y(t) 2 in Sx(b) 0.56595 in3 y(b) 2 in HT. 4 in Iy 0.1006 in4 ry 0.4577 in Sy(I) 0.28394 in3 x(I) 0.3543 in Sy(r) 0.08782 in3 x (r) 1.1457 in WIDTH 1.500 in FULLY BRACED STRENGTH -2012 NORTH AMERICAN SPECIFICATION - US (ASD) MATERIAL TYPE: A653 SS GRADE 37, Fy= 37 ksi COMPRESSION POSITIVE MOMENT POSITIVE MOMENT Pa 0.8779 k Max 0.91366 k-ft May 0.12146 k-ft Ae 0.38334 in2 TENSION NEGATIVE MOMENT NEGATIVE MOMENT Ta 10.639 k Max 0.91366 k-ft May 0.16214 k-ft ' `s structural _ Project Name: Bonita Lift Station Date: 11/14/2014 ' e SE Project No.: SE14-164 By: JDP r K s 7 N r j R 1 N U WALL FRAMING HEADER 19.4375 12ga 1.0000 FULL SECTION PROPERTIES AREA 2.4469 in2 WT. 0.008319 k/ft Ix 97.040 in4 rx 6.297 in Sx(t) 8.396 in3 y (t) 11.557 in Sx (b) 12.314 in3 y (b) 7.88 in HT. 19.438 in ly 2.83 in4 ry 1.076 in Sy (I) 5.595 in3 x (I) 0.5060 in Sy(r) 0.811 in3 x (r) 3.4940 in WIDTH 4.000 in FULLY BRACED STRENGTH - 2012 NORTH AMERICAN SPECIFICATION - US (ASD) MATERIAL TYPE:A653 SS GRADE 37, Fy= 37 ksi POSITIVE MOMENT POSITIVE MOMENT Max 0.027 k-ft May 1.497 k-ft NEGATIVE MOMENT NEGATIVE MOMENT Max 15.502 k-ft May 1.238 k-ft r i__st>ttnt:turat Project Name: Bonita Lift Station Date: 11/14/2014 ` - no SE Project No.: SE14-164 By: JDP E N Q I N E E R I M O ENCLOSURE LATERAL ANALYSIS-SEISMIC SEISMIC CRITERIA Sps= 71.0%, IE= 1.50 R (LONGITUDINAL) = 6.5 LIGHT-FRAMED WALLS SHEATHED W/STEEL SHEETS CS (LONGITUDINAL) = 0. . R (TRANSVERSE) = 3.25 ORDINARY STEEL CONCENTRICALLY BRACED FRAMES CS (TRANSVERSE) = 0.3277 = 1.3 MUFFLER WEIGHT= 1600 lb PENTHOUSE 5053 lb ROOF DEAD LOAD= 15 SNOW LOAD = 25.0 PSF NOT CONSIDERED IN EFFECTIVE SEISMIC WEIGHT WALL DEAD LOAD= 10 PSF BUILDING HEIGHT= 108.0 in BUILDING LENGTH = 302.0 in BUILDING WIDTH = 126.0 in SEISMIC LOADS EFFECTIVE SEISMIC WEIGHT= 17037 r.. V (LONGITUDINAL) = 3629Ib ULTIMATE V (TRANSVERSE) = 7258 lb ULTIMATE ROOF DIAPHRAGM LOADS FpX(LONGITUDINAL) = 3629 lb FpX (TRANSVERSE) = 7258 lb FpX(MAX)= 94351b ULTIMATE FpX(MIN)= 47171b ULTIMATE v (LONGITUDINAL)= 66 PLF ASD v (TRANSVERSE) = 242 PLF ASD • stru to/Zip Project Name: Bonita Lift Station Date: 11/14/2014 13 d g L] SE Project No.: SE14-164 By: JDP E N G I N E E R I N G ENCLOSURE LATERAL ANALYSIS-WIND WIND CRITERIA BASIC WIND SPEED= 120 MPH Iw= 1.00 EXPOSURE = B 1 PENTHOUSE HEIGHT= 95.6 in PENTHOUSE LENGTH = 108.6 in PENTHOUSE WIDTH = 126.0 in BUILDING HEIGHT= 108.0 in BUILDING LENGTH = 302.0 in BUILDING WIDTH = 126.0 in a (SMALLER OF) = 1.1 ft <OR> a (NOT LESS THAN) = 0.4 ft <OR> 3.0 ft 2a = 6.0 ft HORIZONTAL PRESSURES ZONE P530 P530 * ZONE Ps3o P53o* A A= 22.8 PSF 22.8 PS. E = -27.4 PSF -27A PSF B = -11.9 PSF 11.9 PSF F = -15.6 PSF -15.6 PSF C= 15.1 PSF 15.1 PSF G = -19.1 PSF -19.1 PSF - D= -7.0 PSF -7.0 PSF H = -12.1 PSF -12.1 PSF WIND LOADS V (LONGITUDINAL) = 40621b ASD V(TRANSVERSE) = 5896 lb ASD ROOF DIAPHRAGM LOADS v (LONGITUDINAL) = 81 PLF ASD v (TRANSVERSE) = 281 PLF ASD 3it„CtUV& Project Name: Bonita Lift Station Date: 11/14/2014 ‘4. cacao SE Project No.: SE14-164 By: JDP ENSIl4E ¢ RIPD ENCLOSURE LATERAL DESIGN - ROOF DIAPHRAGM LONGITUDINAL DIRECTION SEISMIC = 66 PLF WIND = 81 PLF WIND GOVERNS TRANSVERSE DIRECTION SEISMIC= 242 PLF WIND= 281 PLF WIND GOVERNS ROOF DECK THICKENSS 't' = 0.0713 in = 14 ga ROOF FRAMING FRAMING = 0.0713 in = 14 ga #8 SCREW SHEAR CAPACITY= 568 lb EDGE SCREW SPACING REQ'D = EDGE SCREW SPACING PROVIDED= � �strticaurel Project Name: Bonita Lift Station Date: 11/14/2014 '�� in Project No.: SE14-164 By: JDP ENCLOSURE LATERAL DESIGN -SHEARWALLS SHEARWALL CAPACITIES(0.027" STEEL SHEET) 0 SEISMIC= 2.5 S2 WIND= 2.0 EDGE FASTENER SPACING (in.) 4 3 2 #8 SCREW CAPACITY(PLF) 288 384 576 NOMINAL STRENGTH (PLF) 1000 1085 1170 SEISMIC STRENGTH (PLF) ) 434 <8 WIND STRENGTH (PLF) 500 543 585 NOTE: 14ga MATERIAL WI 0.0713" FILLET WELD HAS CAPACITY OF 1155 lb/in. 2-24 PATTERN PROVIDES 1155 PLF WHICH IS GREATER THAN#8 SCREWS AT 2" OC SIDE "A" LATERAL LOADS SEISMIC= 1270 lb (ASD) WIND = 2031 lb (ASD) SIDE "A" SHEARWALL DESIGN PANEL HEIGHT WIDTH h/w 2w/h EFF. WALL v SEISMIC v WIND NO. (in.) (in.) WIDTHS (in.) (PLF) (PLF) 1 97.63 20.00 4.88 0.00 0 0 2 97.63 210.00 0.46 .._ _ 210.00 73 116 3 0.00 0.00 0.00 0.00 0.00 0 _ 0 SHEARWALLS= 210.00 SIDE "C" LATERAL LOADS SEISMIC = (ASD) WIND = 2031 lb (ASD) SIDE "C" SHEARWALL DESIGN PANEL HEIGHT WIDTH h/w 2w/h EFF. WALL v SEISMIC v WIND NO. (in.) (in.) WIDTHS (in.) (PLF) (PLF) 1 97.63 20.00 4.88 0.00 0.00 0 0 2 97.63 210.00 0.46 1.00 10.00 73 116 3 0.00 0.00 0.00 0.00 0.00 0 _ 0 SHEARWALLS= 210.00 v SEISMIC MAX= 73 PLF OK v WIND MAX= 116 PLF OK structural Project Name: Bonita Lift Station Date: 11/14/2014 .4'‘, ` `"D1flD SE Project No.: SE14-164 By: JDP e N g i N r r r a 6 ENCLOSURE LATERAL DESIGN -SHEARWALLS SHEARWALL CAPACITIES (0.027" STEEL SHEET) O SEISMIC= 2.5 O WIND= 2.0 EDGE FASTENER SPACING (in.) 4 3 2 #8 SCREW CAPACITY(PLF) 288 384 576 NOMINAL STRENGTH (PLF) 1000 1085 1170 SEISMIC STRENGTH (PLF) WIND STRENGTH (PLF) NOTE: 14ga MATERIAL W/0.0713" FILLET WELD HAS CAPACITY OF 1155 Ib/in. 2-24 PATTERN PROVIDES 1155 PLF WHICH IS GREATER THAN #8 SCREWS AT 2" OC SIDE "B" LATERAL LOADS SEISMIC= 2540 lb (ASD) WIND = 2 (ASD) SIDE "A" SHEARWALL DESIGN PANEL HEIGHT WIDTH h/w 2w/h EFF. WALL v SEISMIC v WIND NO. (in.) (in.) WIDTHS (in.) (PLF) (PLF) 1 97.63 118.00 0. 118.00 2 0.00 0.00 0.00 0.00 0.00 0 3 0.00 0.00 0.00 0.00 0. 0 Y SHEARWALLS = v SEISMIC MAX= OK v WIND MAX= 300 PLF OK Project Name: Bonita Lift Station Date: 11/14/2014 SE Project No.: SE14-164 By: JDP ENCLOSURE LATERAL ANALYSIS- ORDINARY STEEL CONCENTRICALLY BRACE FRAMES SIDE "B" LATERAL LOADS SEISMIC= 3629 lb ULT WIND = 4717 lb ULT FRAME HEIGHT= 108.0 in FRAME WIDTH = 126.0 in BRACE LENGTH = 1''`.0 in CABLE BRACE DESIGN (TENSION ONLY MEMBER) BRACE ANGLE = 0.71 40.6 deg BRACE TENSION FORCE = € a lb WIRE ROPE SIZE = 3/8" (7x19) ASTM A475 MIN BREAKING STRENGTH = 14400 lb FITTING REDUCTION FACTOR N1= 0.9 DEFL. REDUCTION FACTOR Nd= 1.0 WIRE ROPE DESIGN STRENGTH = 11664 lb STRESS RATIO= 0533 Oi CABLE BRACE CONNECTION FITTINGS DESIGNS SEISMIC= 2.0 CONNECTION FORCE = TURNBUCKLE SIZE = 5/8"x 6" ASTM F1145,TYPE 1, GRADE 1 TURNBUCKLE DESIGN STRENGTH = 8750 lb AISI TABLE 15-5 STRESS RATIO = CLEVIS NO. = 2 ASTM A668 CLEVIS DESIGN STRENGTH 8750 lb AISI TABLE 15-3 STRESS RATIO= Project Name: Bonita Lift Station Date: 11/14/2014 • SE Project No.: 5E14-164 By: JDP ENCLOSURE LATERAL ANALYSIS- ORDINARY STEEL CONCENTRICALLY BRACE FRAMES CABLE BRACE CONNECTION PLATE DESIGN CONNECTION FORCE = 15583 lb PLATE F„= 58000 PSI ASTM A36 PLATE THICKNESS 't' = 0.375 in HOLE DIAMETER 'd' = 1.000 in HOLE EDGE DISTANCE 'Le' = 2.750 in FROM CENTER OF HOLE HOLE CLEAR DISTANCE 'Lc' = 2.2511 in CABLE DIAMETER= 0.375 in BEARING STRENGTH AT CABLE= Ib LOWER LIMIT 14681 lb UPPER LIMIT STRESS RATIO= 0.000 OK PIN DIAMETER = 0.500 in BEARING STRENGTH AT CABLE = Ib LOWER LIMIT 19575 lb UPPER LIMIT STRESS RATIO= 0.285 OK PLATE TO FRAME WELD SIZE= 0.250 in LENGTH OF WELD REQUIRED= LENGTH OF WELD PROVIDED = 6. in OK COLUMN /HEADER DESIGNS COLUMN HEADER COMPRESSIVE FORCE = 4043 lb 4717 lb SIZE = HSS 4x4x3/16 HSS 4x4x3/16 A= 2.58 inA2 2.58 inA2 r= 1.56 in 1.56 in 108.00 in 126.00 in = 69.1 Fe= 188b, 13876 PSI Fir= 16564 PSI 12169 PSI COLUMN DESIGN STRENGTH = 38461 lb 28257 lb STRESS RATIO= 0.105 0.167 OK • /T l structural Project Name: Bonita Lift Station Date: 11/14/2014 i`�.�-•D d g e SE Project No.: SE14-164 By: JDP i R s i N ! E R 1 N G TANK DESIGN GENERATOR SUPPORT BEAMS GENERATOR WEIGHT= 14372 lb NO. SUPPORT BEAMS= 4 NO. SUPPORTS PER BEAM = 2 (SUPPORTS UNSYMMETRICALLY PLACED) SUPPORT 1 DISTANCE = 41.3 in (RELATIVE TO CLOSEST END) SUPPORT 2 DISTANCE = 41.3 in (RELATIVE TO CLOSEST END) BEAM SPAN (TANK WIDTH) = 128.0 in MAXIMUM SUPPORT LOAD= 6, MOMENT= " ? r- Zx= 10.80 in^3 (W6x15) MOMENT CAPACITY= 26.9 k-ft STRESS RATIO= 0.306 OK TANK SIDE CHANNELS MUFFLER WEIGHT= 1600 lb PENTHOUSE WEIGHT= 5053 lb PENTHOUSE LENGTH = 108.6 in PENTHOUSE WIDTH = 126.0 in ENCLOSURE WEIGHT= 17264 lb ENCLOSURE LENGTH = 370.0 in ENCLOSURE WIDTH = 126.0 in ENCLOSURE LOAD = 391.6 GENERATOR WEIGHT= "' `'? !' GENERATOR LENGTH = 132.0 in GENERATOR WIDTH = 44.0 in GENERATOR LOAD = 653.3 PLF TANK WEIGHT= 39000 lb (EMPTY TANK) TANK LENGTH = 370.0 in TANK WIDTH = 126.0 in TANK LOAD= 220'' I'SF 632.4 MOMENT= 12.7 k-ft (SEE ENERCALC OUTPUT) Sx= 27.53 in^3 (SEE ENERCALC OUTPUT) Fb= 5525 PS! Fy= 21557 PSI STRESS RATIO = 0.256 OK Project Title: Ai ' Structural Engineer: Project ID: r_ I Ei w Project Descr. E N G I N E E R I N G Title Block Line 6 Printed:14 NOV 2014,11:22AM General Beam Analysis File=S:�-SEProjects1KoontzWagner12014Projeds\SE14-164 Bonita Lift Station\Calcs\Bonita Lift Station.ec6 Y ENERCALC,INC.1983-2014,Build:6.14.9.4,Ver:6.14.9.4 Lic.#:KW-06009774 Licensee:Structural Edge Engineering,PLLC Description: PERIMETER CHANNELS General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 2.667 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in"4 Span#2 Span Length = 9.375 ft Area= 10.0 in92 Moment of Inertia = 100.0 in"4 Span#3 Span Length = 8.625 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 Span#4 Span Length = 8.0 ft Area= 10.0 in92 Moment of Inertia = 100.0 in94 Span#5 Span Length = 1.833 ft Area= 10.0 in52 Moment of Inertia = 100.0 in94 a,. • D 0.6533 D 0.6533 a,. 4 • ♦ • w • • • • • rI • •• • • 0(0 6324) D(0-6324) D(0-6324) • • • • • • • • • ••••• D(0.3916) D(0-3916) D(0-3916) D(0.3916) D(0-3916) • • • • • • • • • • • • + • • • ••••• . 1_ Span=2.667 ft • Span=9.375 5 Span=8.625 ft Span=8.0 6 an=1.833 ft C15x33.9 C1543.9 C15x33.9 C15x33.9 C15x33 9 Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.3916 k/ft, Tributary Width=1.0 ft,(Enclosure) Uniform Load: D=0.6324 k/ft, Tributary Width=1.0 ft,(Tank) Load for Span Number 2 Uniform Load: D=0.3916 k/ft, Tributary Width=1.0 ft,(Enclosure) Uniform Load: D=0.6533 k/ft,Extent=2.984->>9.375 ft, Tributary Width=1.0 ft,(Generator; Uniform Load: D=0.6324 k/ft, Tributary Width=1.0 ft,(Tank) Load for Span Number 3 Uniform Load: D=0.3916 k/ft, Tributary Width=1.0 ft,(Enclosure) Uniform Load: D=0.6533 k/ft,Extent=0.0-->>4.625 ft, Tributary Width=1.0 ft,(Generator; Uniform Load: D=0.6324 k/ft, Tributary Width=1.0 ft,(Tank) Load for Span Number 4 Uniform Load: D=0.3916 k/ft, Tributary Width=1.0 ft,(Enclosure) Uniform Load: D=0.6324 k/ft, Tributary Width=1.0 ft,(Tank) Load for Span Number 5 Uniform Load: D=0.3916 k/ft, Tributary Width=1.0 ft,(Enclosure) Uniform Load: D=0.6324 k/ft, Tributary Width=1.0 ft,(Tank) DESIGN SUMMARY Maximum Bending = 12.673 k-ft Maximum Shear= 8.516 k Load Combination +D+H Load Combination +0+1-1 Location of maximum on span 9.375ft Location of maximum on span 9.375 ft Span#where maximum occurs Span#2 Span#where maximum occurs Span#2 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in 0 Max Upward L+Lr+S Deflection 0.000 in 0 Max Downward Total Deflection 0.040 in 2839 Max Upward Total Deflection -0.028 in 2298 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 2.67 ft 1 -3.64 3.64 5.26 Dsgn.L= 9.38 ft 2 8.94 -12.67 12.67 8.52 Dsgn.L= 8.63 ft 3 3.28 -12.67 12.67 7.32 Dsgn.L= 8.00 ft 4 4.16 -6.73 6.73 4.72 Dsgn.L= 1.83 ft 5 -1.72 1.72 1.88 +D+H Dsgn.L= 2.67 ft 1 -3.64 3.64 5.26 Dsgn.L= 9.38 ft 2 8.94 -12.67 12.67 8.52 Dsgn.L= 8.63 ft 3 3.28 -12.67 12.67 7.32 Dsgn.L= 8.00 ft 4 4.16 -6.73 6.73 4.72 Dsgn.L= 1.83 ft 5 -1.72 1.72 1.88 M Project Title: Structural Engineer: Project ID: I 114 r Project Descr: `a IiJ 0 0 E N © I N E E R I N C Title Block Line 6 Printed:14 NOV 2014,11:22AM General Beam Analysis He=S:1 SE ProjectstKoontz Wagner120 14 Projects1SE14-164 Bonita lift Station\Calcs\Bonita Lift Station.ec6 Y ENERCALC,INC.1983-2014,Build:6.14.9.4,Vers.14.6.4 Lic.#:KW-06009774 Licensee:Structural Edge Engineering,PLLC Description: PERIMETER CHANNELS Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega +D+L+H Dsgn.L= 2.67 ft 1 -3.64 3.64 5.26 Dsgn.L= 9.38 ft 2 8.94 -12.67 12.67 8.52 Dsgn.L= 8.63 ft 3 3.28 -12.67 12.67 7.32 Dsgn.L= 8.00 ft 4 4.16 -6.73 6.73 4.72 Dsgn.L= 1.83 ft 5 -1.72 1.72 1.88 +D+Lr+H Dsgn.L= 2.67 ft 1 -3.64 3.64 5.26 Dsgn.L= 9.38 ft 2 8.94 -12.67 12.67 8.52 Dsgn.L= 8.63 ft 3 3.28 -12.67 12.67 7.32 Dsgn.L= 8.00 ft 4 4.16 -6.73 6.73 4.72 Dsgn.L= 1.83 ft 5 -1.72 1.72 1.88 +D+S+H Dsgn.L= 2.67 ft 1 -3.64 3.64 5.26 Dsgn.L= 9.38 ft 2 8.94 -12.67 12.67 8.52 Dsgn.L= 8.63 ft 3 3.28 -12.67 12.67 7.32 Dsgn.L= 8.00 ft 4 4.16 -6.73 6.73 4.72 Dsgn.L= 1.83 ft 5 -1.72 1.72 1.88 +D+0.750Lr+0.750L+H Dsgn.L= 2.67 ft 1 -3.64 3.64 5.26 Dsgn.L= 9.38 ft 2 8.94 -12.67 12.67 8.52 Dsgn.L= 8.63 ft 3 3.28 -12.67 12.67 7.32 Dsgn.L= 8.00 ft 4 4.16 -6.73 6.73 4.72 Dsgn.L= 1.83 ft 5 -1.72 1.72 1.88 +D+0.750L+0.7505+H Dsgn.L= 2.67 ft 1 -3.64 3.64 5.26 Dsgn.L= 9.38 ft 2 8.94 -12.67 12.67 8.52 Dsgn.L= 8.63 ft 3 3.28 -12.67 12.67 7.32 Dsgn.L= 8.00 ft 4 4.16 -6.73 6.73 4.72 Dsgn.L= 1.83 ft 5 -1.72 1.72 1.88 +D+0.60W+H Dsgn.L= 2.67 ft 1 -3.64 3.64 5.26 Dsgn.L= 9.38 ft 2 8.94 -12.67 12.67 8.52 Dsgn.L= 8.63 ft 3 3.28 -12.67 12.67 7.32 Dsgn.L= 8.00 ft 4 4.16 -6.73 6.73 4.72 Dsgn.L= 1.83 ft 5 -1.72 1.72 1.88 +D+0.70E+H Dsgn.L= 2.67 ft 1 -3.64 3.64 5.26 Dsgn.L= 9.38 ft 2 8.94 -12.67 12.67 8.52 Dsgn.L= 8.63 ft 3 3.28 -12.67 12.67 7.32 Dsgn.L= 8.00 ft 4 4.16 -6.73 6.73 4.72 Dsgn.L= 1.83 ft 5 -1.72 1.72 1.88 +D+0.750Lr+0.750L+0.450 W+H Dsgn.L= 2.67 ft 1 -3.64 3.64 5.26 Dsgn.L= 9.38 ft 2 8.94 -12.67 12.67 8.52 Dsgn.L= 8.63 ft 3 3.28 -12.67 12.67 7.32 Dsgn.L= 8.00 ft 4 4.16 -6.73 6.73 4.72 Dsgn.L= 1.83 ft 5 -1.72 1.72 1.88 +D+0.750 L+0.7505+0.450 W+H Dsgn.L= 2.67 ft 1 -3.64 3.64 5.26 Dsgn.L= 9.38 ft 2 8.94 -12.67 12.67 8.52 Dsgn.L= 8.63 ft 3 3.28 -12.67 12.67 7.32 Dsgn.L= 8.00 ft 4 4.16 -6.73 6.73 4.72 Dsgn.L= 1.83 ft 5 -1.72 1.72 1.88 +D+0.750L+0.7505+0.5250E+H Dsgn.L= 2.67 ft 1 -3.64 3.64 5.26 Dsgn.L= 9.38 ft 2 8.94 -12.67 12.67 8.52 Dsgn.L= 8.63 ft 3 3.28 -12.67 12.67 7.32 Dsgn.L= 8.00 ft 4 4.16 -6.73 6.73 4.72 Dsgn.L= 1.83 ft 5 -1.72 1.72 1.88 +0.60D+0.60W+0.60H Dsgn.L= 2.67 ft 1 -2.18 2.18 3.16 Dsgn.L= 9.38 ft 2 5.36 -7.60 7.60 5.11 Dsgn.L= 8.63 ft 3 1.97 -7.60 7.60 4.39 Dsgn.L= 8.00 ft 4 2.49 -4.04 4.04 2.83 Dsgn.L= 1.83 ft 5 -1.03 1.03 1.13 +0.60D+0.70E+O.60H Dsgn.L= 2.67 ft 1 -2.18 2.18 3.16 Dsgn.L= 9.38 ft 2 5.36 -7.60 7.60 5.11 Project Title: i'.ris ctu r h Engineer: Project ID: +" Il �.� Project Descr: I lid IJ ILA E N C 1 N E E R I N C Title Block Line 6 Printed:14 NOV 2014,11:22AM General Beam Analysis File=SASE Projects Koontz Wagner\2014 Projects\SE14-164 Bonita Lift Station\Calcs\Bonita Lift Station.ec6 Y ENERCALC,INC.1983-2014,Build:6.14.9.4,Ver:6.14.9.4 Lic.#:KW-06009774 Licensee:Structural Edge Engineering,PLLC Description: PERIMETER CHANNELS Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 8,63 ft 3 1.97 -7.60 7.60 4.39 Dsgn.L= 8.00 ft 4 2.49 -4.04 4.04 2.83 Dsgn.L= 1.83 ft 5 -1.03 1.03 1.13 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 D Only -0.0278 0.000 D Only 2 0.0396 4.401 0.0000 0.000 D Only 3 0.0055 4.753 D Only -0.0022 0.880 D Only 4 0.0127 4.571 0.0000 0.880 5 0.0000 4.571 D Only -0.0082 1.833 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Overall MAXimum 7.990 15.832 9.260 5.347 Overall MINimum 4.794 9.499 5.556 3.208 +D+H 7.990 15.832 9.260 5.347 +D+L+H 7.990 15.832 9.260 5.347 +D+Lr+H 7.990 15.832 9.260 5.347 +D+S+H 7.990 15.832 9.260 5.347 +D+0.750Lr+0.750L+H 7.990 15.832 9.260 5.347 +D+0.750L+0.7505+H 7.990 15.832 9.260 5.347 +D+0.60W+H 7.990 15.832 9.260 5.347 +D+0.70E+H 7.990 15.832 9.260 5.347 +D+0.750L+0.750Lr+0.450W+H 7.990 15.832 9.260 5.347 +D+0.750L+0.7505+0.450W+H 7.990 15.832 9.260 5.347 +D+0.750L+0.750S+0.525E+H 7.990 15.832 9.260 5.347 +0.60D+0.60W+0.60H 4.794 9.499 5.556 3.208 +0.600+0.70E+0.60H 4.794 9.499 5.556 3.208 D Only 7.990 15.832 9.260 5.347 Lr Only L Only S Only W Only E Only H Only Project Title: A s 'structural Engineer: Project ID: II p Lai % Is j w7 Project Descr: E N 0 I N E E R I N ct Title Block Line 6 Printed:14 NOV 2014,11.36AM General Section Propel'/ Calculator File=S:L SEPrjects\K oontzWagner12014Projects1SE14-164 Bonita Lift Station\Calcs\Bonita Lift Station.ec6 ENERCALC,INC.1983-2014,Build:6.14.9.4,Ver:6.14.9.4 Lic.#:KW-06009774 Licensee:Structural Edge Engineering,PLLC Description: PERIMETER CHANNELS Final Section • • .., es Daum Total Area 8.50102 Calculated final C.G.distance from Datum: X cg Dist. 0.2647 in YcgDist. 0.0 in C Edge Distances from CG.: +X 2.735 in -X -0.3897 in +Y 14.0 in _ _ _ Datum_ _ _Cc -Y -14.0 in box= 746.11104 lyy= 3.941 inA4 Sxx: Y • 53.294 inA3 Sxx:+Y 53.294 inn Syy:-X 10.112 in"3 Syy:+X 1.441 in"3 r)(x : 9.369 in r Yy 0.6809 in General Shapes Rect:1 Height= 0.250 in Width= 3.000 in Rotation= 0 dec CCW Area= 0.750 inA2 Xcg= 1.500 in box= 0.004 in"4 Sxx= 0.031 inA3 R)ox= 0.072 in Ycg= -13.875 in lyy= 0.563 inA4 Syy= 0.375 inA3 Ryy= 0.866 in Rect:2 Height= 0.250 in Width= 28.000 in Rotation= 90 dec CCW Area= 7.000 inA2 Xcg= 0.000 in lxx= 457.333 in"4 Sxx= 32.667 inA3 Rxx= 8.083 in Ycg= 0.000 in lyy= 0.036 inA4 Syy= 0.292 inA3 Ryy= 0.072 in Rect:3 Height= 0.250 in Width= 3.000 in Rotation= 0 dec CCW Area= 0.750 inA2 Xcg= 1.500 in Ixx= 0.004 inA4 Sxx= 0.031 in"3 Rxx= 0.072 in Ycg= 13.875 in lyy= 0.563104 Syy= 0.375 inA3 Ryy= 0.866 in • ri } structural Project Name: Bonita Lift Station Date: 11/14/2014 1-4 'cOriD SE Project No.: SE14-164 By: JDP F N u 1 N F F R 1 N p TANK DESIGN LIFTING LUGS MAXIMUM LIFTING LOAD = 15830 lb (SEE ENERCALC OUTPUT) PLATE F„= 58000 PSI (ASTM A36) PLATE THICKNESS 't' = 0.750 in HOLE DIAMETER 'd' = 1.50 in HOLE EDGE DISTANCE 'Le' = 2.50 in (FROM CENTER OF HOLE) HOLE CLEAR DISTANCE 'LC' _ PIN DIAMETER = 1.00 in BEARING STRENGTH AT CABLE = (LOWER LIMIT) (UPPER LIMIT) STRESS RATIO = LIFTING LUG TO STIFFENER PLATE CONNECTION LIFTING LUG LENGTH = 8.00 in AVAILABLE WELD LENGTH = 3/16" (EFFECTIVE) WELD CAPACITY= 2780 lb/in TOTAL WELD CAPACITY= ENCLOSURE ANCHORAGE TO TANK BUILDING HEIGHT= 113.0 in BUILDING LENGTH = 370.0 in BUILDING WIDTH = 126.0 in V SEISMIC (TRANSVERSE) = 5080 lb (ASD) V WIND (TRANSVERSE) = 5896 lb (ASD) T= 5288 lb ALLOWABLE BOLT SHEAR= 4420 lb ALLOWABLE BOLT TENSION = 2360 lb (1/2" DIAMETER A307) NO. BOLTS PROVIDED (EACH SIDE) 9 UNITY CHECK= Project Name: Bonita Lift Station Date: 11/14/2014 SE Project No SE14-164 By JDP TANK DESIGN (UL-142) TANK DIMENSIONS AND FUEL WEIGHT TANK LENGTH = 370.0 in TANK WIDTH = 126.0 in TANK DEPTH = 12.0 in FUEL CAPACITY= 2415 gal FUEL WEIGHT= 7.49 lb/gal TANK PRIMARY SIDES PLATE THICKNESS't' = 0.135 in FUEL FILL HEIGHT'b'= `1MAX= UNBRACED LENGTH 'al' = 36.0 in (ALONG TANK LENGTH) UNBRACED LENGTH 'a2' = 126.0 in (ALONG TANK WIDTH) Q = 1.52 PSI (ALL SIDES FIXED) QALLOWABLE= 23.20 PSI (API 650 TABLE 5-2b) STRESS RATIO = TANK PRIMARY BOTTOM PLATE THICKNESS 't' = 0.135 in AMAX= LENGTH 'a' = 126.0 in (LONG SIDE) LENGTH 'b' = 36.0 in (SHORT SIDE) = (ALL SIDES PINNED) c'ALLOWABLE= 23.20 PSI (API 650 TABLE 5-2b) STRESS RATIO= TANK PRIMARY TOP PLATE THICKNESS 't' = 0.188 in QMAX= 15!..' LENGTH 'a' = 126.0 in (LONG SIDE) LENGTH 'b' = 36.0 in (SHORT SIDE) O = x.9.19 PS': (ALL SIDES FIXED) ()ALLOWABLE = 23.20 PSI (API 650 TABLE 5-2b) STRESS RATIO = 0.827 OK • 'Structural Project Name: Bonita Lift Station Date: 11/14/2014 �. curio SE Project No.: 5E14-164 By: JDP r s r. # u r i e ! M TANK ANCHORAGE SEISMIC COMPONENT WEIGHT V H MOT ENCLOSURE &COMPONENTS 17037 lb 7258 lb GENERATOR 14372 lb 47101b TANK 39000 lb 12780 lb 14 in - FUEL 18088 lb 5927 lb 14 in 6915.3 lb-ft = 88497 lb 30675 lb 114149.2 lb-ft MOT 114149.2 lb-ft MRES 418148.8 lb-ft T/C= lb V= 30675 lb NO. ANCHORS= 18 T/C= V= 1704 lb I1■.III6TI www.hlltl.us Profis Anchor 2.4.8 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/14/2014 E-Mail: Specifier's comments: 1 Input data t,. Anchor type and diameter: HIT-HY 200+HIT-Z-R 3/4 ..=— . Effective embedment depth: her,00,i=4.000 in.(her.i;rr,x=4.000 in.) "^"'"" Material: A4 Evaluation Service Report: ESR-3187 Issued I Valid: 5/1/2014 I 3/1/2016 Proof: design method ACI 318/AC308 Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x ly x t=90.000 in.x 3.000 in.x 0.250 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,fc'=2500 psi;h=8.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,installation condition:dry 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) no Geometry[in.]&Loading[Ib,in.Ib] z of Cp' 12 ao Y ,,i,;:ii- ' : - , N A 12......------ K.. ''''',V..:-''':'' , ,,,, ‘''''',,'l ' ' '' ''14,,,Ite,„„,.::.,„ �0, Noz 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 Hilti AG,Schaan • 1141`T1 www.hilti.us Profis Anchor 2.4.8 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 11/14/2014 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity DN/pv[%] Status Tension - - - -/- - Shear Concrete edge failure in direction y+ 1704 8218 -/21 OK Loading ON Pv Utilization(tN,V['i6] Status Combined tension and shear loads - - - - - 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. 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 Hilt]AG,Schaan Power G``% Generates July 2, 2014 SUBMITTALS BONITA ROAD PUMP STATION CUMMINS GENERATOR SET Model: 800 DQCC Approximate Generator Package Weight: 83,000 Lbs. Project # 36687 Contact: Dennis Tarr Office Phone: (425) 235-3400 ext. 3334 Mobile Phone: (206) 450-2383 Fax: (425) 235-8202 Email: dennis.tarr @cummins.com http://www.cumminsnorthwest.com <C4•41. Power ___ Generation THE VMC GROUP The Power of Together'" CERTIFICATE OF COMPLIANCE SEISMIC DESIGN OF NONSTRUCTURAL COMPONENTS AND SYSTEMS Certification No. Y c VMA-44898-C C S (REvIsioN 8) Expiration Date: 12/31/2016 Certification Parameters: The nonstructural products (mechanical and/or electrical components)listed on this certificate are CERTIFIED' FOR SEISMIC APPLICATIONS in accordance with the following building code2 releases. IBC 2000, IBC 2003, IBC 2006, IBC 2009, IBC 2012 The following model designations, options, and accessories are included in this certification. Reference report number VMA-44898-1, -2, -3 as issued by The VMC Group for a complete list of certified models,included accessories/options,and certified installation methods. Cummins Power Generation Standard Engine Generator Set Packages The above referenced equipment is APPROVED for seismic application when properly installed,' used as intended, and contains a Seismic Certification Label referencing this Certificate of Compliance'.As limited by the tabulated values, below grade,grade,and roof-level installations, installations in essential facilities, for life safety applications, and/or of equipment containing hazardous contents are permitted and included in this certification with an Equipment Importance Factor assigned as Ip 1.5. Certified Seismic Design Levels SDS <= 1.94 Sips <= 0.64 z/h <= 0.0 z/h <= 1.0 (Equipment at Grade) (Equipment on Roof) Soil Classes A,B,C, D,Seismic Risk Category I,II, III, IV,and Seismic Design Categories A, B,C,D,E,and F are all covered under this certification,limited by the Sips value stated above. Certified Seismic Installation Methods Rigid mounting from unit base to rigid structure I External isolation mounting from unit base to rigid structure Shake Test of Active and Energized Components, Non-Active Components,and Equipment Structure: Qualified by successful seismic shake table testing at the nationally recognized University of Califomia Berkeley Pacific Earthquake Engineering Research Center under the witness of the Certified Seismic Qualification Agency, The VMC Group. Testing was conducted in accordance with ICC-ES AC-156 to envelope the required response spectrum (RRS) of maximum flexible region acceleration (AFLEx) of 1.94 g and a zero period acceleration (ARD) of 0.78 g. This test level corresponds to an SDS= 1.94 g with a z/h of 0.0.Functionality was verified before and after the shake test. Basis of Design for Supports and Attachments to the Building: For calculations and analysis of the equipment attachment to the building structure,the equivalent static force method was applied using the Seismic Design Acceleration, FP1W ,5 for Load Resistance Factored Design (LRFD) methods. This includes but is not limited to the unit anchoring requirements and external isolation calculations. Seismic Design Acceleration Equation Fp/VVp=0.4 x(SDS=1.94)x(Ip=1.5)x(ap/RP=1.25)x(1+2(z/h=0.0))= 1.46 g ap/Rp is representative of the worst-case shake tested condition,as determined from Table 13.6-1 in ASCE7-10 Chapter 13. F-5610 the Vtv1C Group•113 Main Street,Bloomingdale,NJ 07403•Tel.973-838-1780•Fax:973-492-8130•www.thevmcgroup.com Page 1 of 3 bar c `�'���' Power Generation C THE VMC GROUP The Power of Together CERTIFICATE OF COMPLIANCE SEISMIC DESIGN OF NONSTRUCTURAL COMPONENTS AND SYSTEMS Certified Product Table: Steel Enclosure Options Aluminum Enclosure Options Fuel Tank Options Open Open Genset Genset Sound Sound Sound Sound Genset Model Rating EPA with with Weather Level Level Weather Level Level Standard Type Designation (kW) Rating Packaged Remote Protective 1 2 Protective 1 2 Sub-base Radiator Radiator DQFAH 1000 • • N/A N/A N/A N/A N/A N/A N/A Diesel DQFAG 900 N/A N/A N/A N/A N/A N/A N/A 60 Hz ECO DQFAF 800 Tier 4 • • N/A N/A N/A N/A N/A N/A N/A DQFAE 750 • • N/A N/A N/A N/A N/A N/A N/A DQFAD 1000 52400 Gallons DQFAC 900 <-2400 Gallons DQFAB 800 52400 Gallons _ DQFAA 750 <-2400 Gallons Diesel 52400 [ rxcc 800 Tier 2 60 Hz Gallons _ DQCB 750 52400 Gallons DQCA 600 5_-2400 Gallons DQPAB 650 • • • • • 52400 Gallons DQPAA 600 • • • • • 52400 Gallons This certification includes the open generator set and the enclosed generator set when installed with or without the sub-base tank and with or without a package mounted radiator, as limited by the table above. The generator set and included options shall be a catalogue design and factory supplied. The generator set and applicable options shall be installed and attached to the building structure per the manufacturer supplied seismic installation instructions. This certification excludes all non-factory supplied accessories, including but not limited to mufflers, remote radiators,isolation/restraint devices and electrical components. As‘‘ a u u U -_I u Issue Date: November 6, 2009 m Revision: January 30, 2014 T FM V1MC°"° Expiration Date: December 31, 2016 F-5610 The VMC Group•113 Main Street,Bloomingdale,NJ 07403•Tel:973-838-t780•Fax:973-492-8430•www,thevmcgroup.com Page 2 of 3 bar \' Power C." Generation Ci THE VMC GROUP The Power of Together"' CERTIFICATE OF COMPLIANCE SEISMIC DESIGN OF NONSTRUCTURAL COMPONENTS AND SYSTEMS Notes and Comments: 1. All equipment listed herein successfully passed the seismic acceptance criteria for shake testing non-structural components and systems as set forth in the ICC AC-156. The Test Response Spectrum (TRS)enveloped the required response spectrum (RRS)for all units tested. The units cited in this certification were representative sample(s)of a contingent of models and all remained captive and structurally sound after the seismic shake simulation. The units also remained functionally operational after the simulation testing as functional testing was completed by the equipment manufacturer before and after the seismic simulations Although a seismic qualified unit inherently contains some wind resisting capacity, that capacity is undetermined and is excluded from this certification. Snow/Ice loads have been neglected and thus limit the unit to be installed both indoors (covered by an independent protective structure) and out of doors (exposed to accumulating snow/ice)for ground snow loads no greater than 30 psf for all applications. 2. The following building codes are addressed under this certification: IBC 2012–referencing ASCE7-10 and ICC AC-156 IBC 2009–referencing ASCE7-05 and ICC AC-156 IBC 2006–referencing ASCE7-05 and ICC AC-156 IBC 2003–referencing ASCE7-02 and ICC AC-156 IBC 2000–referencing ASCE7-98 and ICC AC-156 3. Refer to the manufacturer supplied installation drawings for anchor requirements and mounting considerations for seismic applications. Required anchor locations, size, style, and load capacities (tension and shear) are specified on the installation drawings. Mounting requirement details such as anchor brand, type, embedment depth, edge spacing, anchor-to-anchor spacing, concrete strength, special inspection,wall design, and attachment to non-building structures must be outlined and approved by the Engineer of Record for the project or building. Structural walls, structural floors, and housekeeping pads must also be seismically designed and approved by the project or building Structural Engineer of Record to withstand the seismic anchor loads as defined on the installation drawings. The installing contractor is responsible for observing the installation detailed in the seismic installation drawings and the proper installation of all anchors and mounting hardware. 4. For this certificate and certification to remain valid, this certificate must correspond to the"Seismic Certification Label"found affixed to the unit by the factory. The label ensures the manufacturer built the unit in conformance to the IBC seismic design criteria set forth by the Certified Seismic Qualification Agency,The VMC Group,and meets the seismic design levels claimed by this certificate. 5. When the site soil properties or final equipment installation location are not known,the soil site coefficient, FA,defaults to the Soil Site Class D coefficient. Soil Classes A, B, C, D, Seismic Risk Category I, II, Ill, IV, and Seismic Design Categories A, B, C, D, E, and F are all covered under this certification,limited by the Sps values on page 1, respective to the applicable building code, Importance factor, and z/h ratio. 6. Mechanical,Electrical, and Plumbing connections to the equipment must be flexibly attached as to not transfer load through the connection. The structural integrity of any conduit,cable trays, piping,ductwork and/or flexible connections is the responsibility of others.This certification does not guarantee the equipment will remain compliant to UL or NEMA standards after a seismic event. / ./d/%Z'-' oil" John P. Giuliano, PE President, The VMC Group .4%*-‘) et Issue Date: November 6, 2009 iii -A Revision: January 30, 2014 Expiration Date: December 31, 2016 m Tw[VW=BROW. F-5610 The VMC Group•I 13 Main Street,Bloomingdale,NJ 07403•TeI.973-838-1780•Fax:973-492-8430•www.thevmcgroup.com Page 3 of 3 t 1 MEC ENGINES SG 4111b EUGENE,OR DATE: December 12, 2014 Corporate Offir 541.683.6090 OBEC Job No. 560-20.3 LAKE OSWEGO,OR 503.620.6103 Submittal No. 94.1 part 1 SALEM,OR 503 589.4100 TO: Taylor Stockton Black & Veatch MEDFORD,OR 5885 Meadows Road, Suite 700 541.774.5590 Lake Oswego, OR 97035 VANCOUVER,WA 360.314.2391 Subject: LO-Tigard Water Partnership BPS (Bonita Pump Station) - Generator Anchorage Drawings www.obec.com Enclosed please find 1 copy each of your shop drawings as follows: No exceptions taken, Dwg. No. Drawings 1-3, Sheet A, Drawings 1-6 Review corrections noted Resubmittal not required, Dwg. No. Revise and resubmit see remarks, Dwg. No. Review is for general compliance with contract documents. No responsibility is assumed for correctness of dimensions or details. By: 4(470'n- Gary Ray. PE, SE Sr Project Engineer GER:dsm Enclosure cc: Nick Robertson, OBEC Andy Howe, OBEC (C,••14.ewer.l e 1 f 1 4 L 3 1 3 1 .I..:IT44 44 :IIf'I'G-ou-u r{ 4cl '='-,[uruJ rl, I. • I GRADE/ROOF MOUNTED GENERATOR SETS I ATTACHMENT 10 STEEL ATTACHMENT TO CORDER e MOB 1 1IAQ C01111011111 SIMC LSCLATCA 307 1SOLATCJA ATTAIWANT MOUE=ATTAME NT AA EN ONLY IEEE MIMICS CONCRETE COINRIESIPAI co KM HOME TO STS IeMANE 10=WE INIEDIENT PION WW1 LOCATION SiONOTN MMM *1)8(341 4 K0 110141030 111 IOlµl 1 PER IHaaf04 11!101411 4 1S'III 10'414. It'VII I r444I44�DOCC Xi•0D0\I(D COa1K IM7SWI[•)400r1 1 111.DIA,nor 4175 4aTS 111TH HIS Oar Ti•CS. 1120+4 414.1 125444 411.1 4,000 PSI III. 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CS.Ofr 10 1 t!'411 10'III 10'III Pa4I MAC MAK.t1,*1 ,MA LI,11K R1X ib 074't 1.13'?Vie 1 254447 1170444 Ilr.l 111144 III I L:+C.SI VII I21444 414.1 1019. DOOM. ,711 II TI 4414 0010 I7 CS.Oft 11 CIS'119 I4'I11 II III Dal,OOC1,MCC 1M! II,IIK UX $i4 s I if•(17$II 754441 IlTr411l,) lil4w nr.1 4000 PSI VII /5144 rU 1 MM.IWO,DOM.DOM J 9 F GRADE/ROOF MOUNITED RE. TANKS wl►1uNtt Ms Pr tA11f man IEN/Ow,IIII max LFVH CONCRETE ANOONS 01011 ME Pima I COPKIETE CONPIESSIVE COICAETE ILAN 111111111111f PIM=SR Maui 14MA1101M• STRENGTH 1}L11J IM I.40,SDS.-1 41 1011 141 0 I4.414 . 244:0.4 01444(90 4K.,I5 1!5044 414.1 *117044141\ 1.000'SI 41% JSS'[w1Mir c7S3 014430410 1444 TAO SOS 4 0 Y.110=4 MI1T1 III-r.4M 1 7!0.50 e SOS. I.N IOi1 111 444'014. I IS'rm. 17.•14 It'414. VI:4.0 (10001101 AK4010 /12044 III I *14.044 III 4.000 PSI 414 101 044 414 11(11 4414 40(1 11•CS ' • 1 00.OS':1.14' KM III 0.t1.314 ill:0 0 M\C4(90 4KROYt 1 Sr nr IV n1 4.000'Ti 414. Wink C23j 414410(0 2444 fIK SOS:0 44. 214:1 111TH 114.0.420 1 750.51 •2344 nr.+ 133.011 r1l iS5.4w nr �44TQ (OTT III Ill.011 505. 1.24 4 IS'n4 12'MIM. 12.411. £14410104 14(9045 1,000 PSI 41%. •_ 44 4. 44. 1.• MI:0.0 I IM44 411.1 144.41 414 IN 114 VII . 11111 H14 MAT 17-05 -4•14.7---__-!_-• 0 011/1.,0 41.9 IOT�M01 44(.,43 4 N•IIr. I4'CI 1,H0 PSI 414 II.Mtr. • 125044 411.1 444 44 M11 JOS.444 41\. CtN *1418711 ISN MO SOS:0.44.Ill 4 I 11101 404-4.4M 4 750.34 .._. C20I 10104710 ION 1014 IL Ill'Ptt. _- SOS.0 N (11,115100 AKIMS 1 1!'MI Y. (7'III 1.000 PSI 414 12'414 IPM:4.0 MIIII 4014 4011 T2.CS 112014 MIN I 144 414 MI% 104 4.44 414 1.10•SD$.4 I.04. 1010 171 0.11.01A. A UM:1.0 444(4(10 4K00R4 4 04'VII 14.MIN 4.000 PSI III 11 414. ♦3� cis" ..451,200 ?M 4144114 SOS:0 41,714:4 11111 108-0,470 1 734•31 IjS♦w WIN I 53!.144 414 133 iw MIM 1 R avieW LS for general compliance SIS r I if i01,q i'01£ICWIS 4 TS.VIM, 11'III 4.4DP.51 Mlr l7•MIN. 2711:0 0 11101 Ana Oar Tlt3 I IMF 411.1 17344 MIN 1 144 444■1r with f_L;.1tr ut C}^cattle- -:> „..2.4,4„,=4, .._^144.1, I TAMP e■Pmi OMEN No respons bility 1`; : f T C�i,S^«^^^Ei^r +9.01140.1 ISST . p ur rJ s'..::. ^•4„ �� ALIA10,,, EASEi COI" ctness of dim (isI i1^I{� •« «+.«.^•.0 iNC411 000 a xlArx 1044My44f P t)i�$ Oi (�' Ir-i ... ♦ 418 in .3^44:�.'�. 'il,u1n 141 ►0F �'I AOe1M03 1.74 T No cxccp;ic•r,s ,�;c�n Review c:"frr tions n�tett resubmittal not - quire.. a Q Revise and r- ibmit see remarks OBE ONSU iNG ENGINEERS� By ate /11' - [Cr.Per...lr,d • I W ] • 4, 3 I 2 I 1 ., XCO*UM 111 • .... • K LOMNLA PAO SEISMIC INSTALLATIONS NOTES: I. THE INSTALLATION GUIDELINES IN THIS DRAWING ARE RECOMMENDATIONS FROM THE ISOLATOR SUPPLIER AND SHOULD BE CONTACTED IF IN DOUBT. 2. THE DESIGN OF POST-INSTALLED ANCHORS IN CONCRETE USED FOR THE COMPONENT ANCHORAGE IS PRE-QUALIFIED FOR SEISMIC APPLICATIONS W IN ACCORDANCE WITH 'ACI 355.2' AND DOCUMENTED IN A REPORT BY A REPUTABLE TESTING AGENCY. (ED. THE EVALUATION SERVICE REPORT ISSUED BY THE INTERNATIONAL CODE COUNCIL) 3. EQUIPMENT ANCHORAGE MUST BE INSTALLED PER THE MANUFACTURER'S INSTRUCTIONS. 4. ANCHORS MUST BE INSTALLED IN MINIMUM 4000 PSI COMPRESSIVE STRENGTH NORMAL WEIGHT CONCRETE EXCEPT WHERE OTHERWISE INDICATED. CONCRETE AGGREGATE MUST COMPLY WITH 'ASTM C33'. INSTALLATION IN STRUCTURAL LIGHTWEIGHT CONCRETE IS NOT PERMITTED UNLESS OTHERWISE APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. _ 5. ANCHORS MUST BE INSTALLED TO THE TOROUE SPECIFICATION AS RECOMMENDED BY THE ANCHOR MANUFACTURER TO OBTAIN MAXIMUM LOADING. 6. ANCHORS MUST BE INSTALLED IN LOCATIONS SPECIFIED ON THIS INSTALLATION DRAWING. 7. WIDE WASHERS MUST BE INSTALLED AT EACH ANCHOR LOCATION BETWEEN THE ANCHOR HEAD AND EQUIPMENT FOR TENSION LOAD DISTRIBUTION. WIDE WASHERS MUST BE SERIES 'W' OF AMERICAN NATIONAL STANDARD TYPE 'A' PLAIN WASHERS (ANSI 818.22.1-1965, RI975) WITH THE NOMINAL WASHER SIIE SELECTED TO MATCH THE SPECIFIED NOMINAL ANCHOR DIAMETER. c 8. CONCRETE FLOOR SLAB AND CONCRETE HOUSEKEEPING PADS MUST BE DESIGNED AND REBAR REINFORCED FOR SEISMIC APPLICATIONS IN ACCORDANCE C WITH 'ACI 318'. 9. ALL HOUSEKEEPING PAD THICKNESSES MUST BE DESIGNED IN ACCORDANCE WITH THE PRE-OUALIFICATION TEST REPORT AS DEFINED IN NOTE I OR A MINIMUM OF I.SX THE ANCHOR EMBEDMENT DEPTH, WHICHEVER IS LARGEST. 10. ALL HOUSEKEEPING PADS MUST BE DOWELLED OR CAST INTO THE BUILDING STRUCTURAL FLOOR SLAB AND DESIGNED FOR SEISMIC APPLICATION PER 'ACI 318' AND AS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. 4 II. FLOOR MOUNTED EQUIPMENT WITH OR WITHOUT A HOUSEKEEPING PAD) MUST BE INSTALLED TO A REBAR REINFORCED STRUCTURAL CONCRETE FLOOR THAT F IS SEISMICALLY DESIGNED AND APPROVED BY THE ENGINEER OF RECORD TO RESIST THE ADDED SEISMIC LOADS FROM COMPONENTS BEING ANCHORED TO THE FLOOR. 12. WHEN INSTALLING TO A FLOOR. REBAR INTERFERENCE MUST BE CONSIDERED. 13. ATTACHING SEISMIC CERTIFIED EQUIPMENT TO ANY FLOOR OR WALL OTHER THAN THOSE CONSTRUCTED OF STRUCTURAL CONCRETE AND DESIGNED TO ACCEPT THE SEISMIC LOADS FROM SAID EQUIPMENT IS NOT PERMITTED BY THIS SPECIFICATION AND BEYOND THE SCOPE OF THIS CERTIFICATION. ■ 14. ATTACHING SEISMIC CERTIFIED EQUIPMENT TO ANY FLOOR CONSTRUCTED OF LIGHT WEIGHT CONCRETE OVER STEEL DECKING IS NOT PERMITTED BY • THIS SPECIFICATION AND BEYOND THE SCOPE OF THIS CERTIFICATION. IS. ATTACHING SEISMIC CERTIFIED EQUIPMENT TO ANY CONCRETE BLOCK WALLS OR CINDER BLOCK WALLS IS NOT PERMITTED BY THIS SPECIFICATION AND BEYOND THE SCOPE OF THIS CERTIFICATION. 16. INSTALLATION UPON ANY STEEL DUNNAGE SHALL BE COORDINATED WITH THE STRUCTURAL ENGINEER OF RECORD. STEEL DUNNAGE MUST BE CERTIFIED BY OTHERS AS IS BEYOND THE SCOPE OF THIS REPORT. _ 17. INSTALLATION UPON ANY ROOFTOP CURB SHALL BE COORDINATED WITH THE CURB MANUFACTURER AND THE STRUCTURAL ENGINEER OF RECORD. — ANY CURB OR CONCRETE PAD THAT SUPPORTS THE GENSET UNIT IS BEYOND THE SCOPE OF THIS CERTIFICATION. 18. ALL ACCESSORY ATTACHMENTS (PIPE, CONDUIT, ETC.) TO THE EQUIPMENT SHALL BE ATTACHED IN A MANNER THAT ALLOWS RELATIVE MOTION (FLEX, SWING, JOIN/ELBOW, ETC.) TO PREVENT FAILURE DUE TO DIFFERENTIAL MOVEMENT BETWEEN THE EQUIPMENT AND ATTACHED ACCESSORY CAUSED BY SEISMIC LOADING ON THE SYSTEM. 19. REFER TO THE MANUFACTURER'S INSTALLATION INSTRUCTIONS FOR ANCHOR REQUIREMENTS AND MOUNTING CONSIDERATIONS FOR SEISMIC APPLICATIONS. MOUNTING REQUIREMENT DETAILS SUCH AS BRAND, TYPE, EMBEDMENT DEPTH, EDGE SPACING, ANCHOR SPACING, CONCRETE STRENGTH, WALL BRACING, AND A SPECIAL INSPECTION MUST BE OUTLINED AND APPROVED BY THE PROJECT STRUCTURAL ENGINEER OF RECORD. THE INSTALLING CONTRACTOR IS RESPONSIBLE A FOR THE PROPER INSTALLATION OF ALL ANCHORS AND MOUNTING HARDWARE, OBSERVING THE MOUNTING REQUIREMENT DETAILS OUTLINED BY THE ENGINEER OF RECORD. CONTACT THE MANUFACTURE'S REPRESENTATIVE IF A DETAILED SEISMIC INSTALLATION CALCULATION PACKAGE IS REQUIRED. , 1.111.8.001.111•II .IM I a Y."PTA +.r 1001M AU INSTALLATION,GENSET• .��. n.. ,, ®e r..M 'N.N..... .I ..SCrE•,I Oo N.l NIM.0 NO.NtMTI r IA. III.•I,i"2.' ., ~�DOFAA PGF ill A045K403 '+7"' r • I W I • T 3 r I ! I I • • 4 (C,<•P.<•m.no<I $ I 5 1 4 4, 2 1 2 I 1 1 u• oa ..,n. . PI w P. (Cl-,N.11 0 2 10(IC.1 40 GOUT 1012lS MN AI-. H KA.CN16A I.MO! 0 0 C C REQUIREMENTS FOR GENSETS DOPAA, DOPAB, DOCA,44410.DOCC DOFAA, DOFAB, DOFAC, OFAD DOFAE, DOFAF, DOFAG, DOFAH IBC 2000, 2003, 2006, 2009, 2012 E- 54s,=0.647 Sds<=1.94 PARAMETERS Ip<=1.5 Ip<=1.5 ap/Rp<:I.25 ap/Rp<=1.25 I/1=1.0 IOW) I/1=0 1GRADEI ■ ■ Fp/M0=1.46 LRFD Fp/110=1.46 LIED A A .v.: ..v�il.n . ..,- . N.10N16CN ea.Poo Imam 'wW".. G.'UP" `I if 04A ..G 00011IALA � INSTALLATI0N,GENSET k ••20EEG1s tin cm SIMIC IEOYIKI[GIS p ...• 1.r'..2.„,1'II "T�•• „ ,1DOFAA PG( ti 1049403 II7�I p Waft' • 1 ■ J 4 1' 2 1 2 I I • 4 I 3 1 2 I 1 REV DATE REVISION BY - 104.75 - D D VIEW A 4.375 — - 96 4.375 90° — 028 ° c� a C FLOW ° _ ° A C 10, ■ o c ' a a a o --- / issia 4 >- ,75' DRAIN — 13 78.75 13 -- 10' A.S.A. FLG 2-PLACES 16' O.D. B 14.25' B.C. B WITH 12-10 HOLES THRU EQUALLY SPACED ENGINE, CFM, FPM KW, WT, PRESSURE DROP T 40 715 Lbs H2O T, UNLESS OTHERWISE SPECIFIED- HARC❑ ENGINE PRODUCTS _ — I 1) DIMENSIONS ARE IN INCHES HARCO MANUFACTURING CO. A 30 2) TOLERANCES ARE 1000 INDUSTRIAL PARKWAY, L .XXX± .010 ANGLES± 1/2' NEWBERG, OR, 97132-7071, USA A .XX± .030 SURFACE FINISH (503)537-0600 FAX(503)-537-0601 T 20 - .X± .062 THIS DRAWING, IN DESIGN AND DETAIL, IS E FRACTIONS ± 7- MAX. PROPERTY OF HARCO MANUFACTURING N COMPANY. U 10 A A APPROVALS DATE TITLE SUPER CRITICAL GRADE A t N 0 DRAWN MJB 07/12/07 2896VCS 10 SI-SO $ B OCTAVE2BAND CENTER FREQ HZK CHECKED SCALE 1;19 CAD No. 61510 SHEET ITEM QTY DESCRIPTION CUSTOMER APPROVED DWG APPROVED PLOTTED DWG. NO. A 4 I 3 1 2 1 r 1 2 I 3 4 5 I 8 7 I 8 9 10 PR WV DESCRIPTION 0-C GENERAL PAINT: �KnONrz WAGNER •"100 CUMMINS NORTHWEST,LI C PREP AND PANT: SUPPLIED*** -ALL EXTERIOR SOLVENT CLEANED AS PER SSPC-SP1,ALL EXTERIOR ENCLOSURE SURFACES POWER TOOL CLEANED PER SSPC-5P3,AND PAINTED AS FOLLOWS: K+ a. 101 1 800 kW OQCC GENERATOR,SUPPUED BY CUMMINS -PRIMER:EPDXY PRIMER-SEALER(1.24.8 m8s DFn SOWN 1.0 PO G NORTHWEST,LLC.INSTALLED BY KW nay,""',�Ill 102 1 MAIN BREAKER LOCATION REF. -FINISH:POLYURETHANE(2-2.5 mils OFT) ma.a'a n -- OSAL POWER COMPANY 103 1 GENSET CONTROL LOCATION REF. -COLOR:Too A OLw...aaaaara�araw • BATTERY CHARGER SUPPUED BY CUMMINS -ALL CARBON STEEL SURFACES POWER TOOL CLEANED PER SSPC-SP6 AND PAINTED AS FOLLOWS: X 104 1 NORTHWEST,LLC.INSTALLED BY KW -PRIMER:EPDXY(1.2-1.8 mils OFT) a a , 105 1 NICAD BATTERIES WITH BATTERY RACK -FINISH:POLYURETHANE(2-2.5 mils OFT) E S 106 1 DUAL FUEL ALTER/SEPARATOR -COLOR:BLACK B a 666200-ELECTRICAL*** WALLS: F 201 1 120/208V 3 PHASE DISTRIBUTION PANEL WITH -14 GA GALVANEALLED STEEL EXTERIOR BREAKERS FOR APPLIANCES -14 GA STIFFENERS 4'DEEP 202 4 INTERIOR FLUORESCENT UGHTS -FULLY INSULATED WITH 4'THICK(4LB)MINERAL WOOL 44 203 1 EXTERIOR RECEPTACLE W/WEATHER COVER -LINED WITH 22GA PERFORATED GALVANIZED STEEL SCREWED IN PLACE F 204 4 INTERIOR DC UGHTS 205 1 _DCUGHT TIMER ROOF: 206 2 SWAY LIGHT SWITCH -- _ -14 GA GALVANEALLED STEEL PANELS AND 14 GA CHANNELS I g 207 1 FUEL ALARM PANEL -FULLY INSULATED WITH 4'THICK(4/13)MINERAL WOOL 208 1 FUEL OIL COOLER 209 2 DOOR SWffC1 -LINED WITH 22GA PERFORATED GALVANIZED STEEL SCREWED IN PLACE CENTER RAFTERS 16'ON CEER E _ -SAFETY RINGS FOR FALL PROTECTION,PER OSHA REQUIREMENTS 666300,MECHANICAL666 -PITCHED ROOF,SINGLE SLOPE 301 3 INTAKE EYEBROWS WITH 1/Y X 1/2"SEGA BIRD SCREEN(TOTAL AIR FLOW:471 NM) ELECTRICAL: 302 1 CHARGER STEEL FRAMING AND ENCLOSURE BASE -WIRING OF CUMMINS NORTHWEST,LLC.SUPPUED BATTERY ARGER ASSEMBLY - - MOTOR OPERATED INTAKE DAMPER SPRING OPEN -WIRING OF BLOCK HEATER 303 1 k t a _ POWER CLOSE.TAMCO DAMPER -WIRING OF ALTERNATOR HEATER 4 304 1 INTAKE BAFFLE SILENCERS -ALL WIRING EQUAL TO OR LESS THAN 24V IS IN SPLIT LOOM E 305 4 LIFT LUGS FOR INTAKE PENTHOUSE UFT ONLY -ALL WIRING GREATER THAN OR EQUAL TO 120V LS IN EMT CONDUIT WITH EMT SETSCREW FITTINGS S D 306 4 UFT LUGS FOR ENCLOSURE REMOVAL ONLY m U I 307 R 3 SAFETY'0'RING/OSHA FALL UNE CONNECT ATTENUATION: ' 308 3 EXTENDED TANK VENTS -THE SOUND PRESSURE LEVEL SHALL NOT EXCEED 65dBA 8123'FROM THE ENCLOSURE AND 5'ABOVE Issued For 310 1 304 SS MITERED TIP EXHAUST GRADE IN ANY DIRECTION IN A FREE FIELD CONDITION UNDER FULL LOAD 311 4 EXTERIOR EXHAUST SUPPORT CHANNELS Approval ---• 312 2 EXTERIOR 304 SS EXHAUST SILENCER CERTIFICATIONS: TM vKOmuti°n on MIS d°cumenl i' 313 4 304 SS EXHAUST MOUNTING BANDS -ISO 9001 CERTIFIED NQA CERT 815216 EMndSd N moray and document 314 1 ENGINE EXHAUST OPENING WITH WEATHER COVER -TANK AND ENCLOSURE ARE DESIGNED,STAMPED,AND CONSTRUCTED PER IBC REQUIREMENTS ..robs∎ cfi."and 4a4$Alsly rant STAINLESS STEEL EXHAUST FLEX COMPLETE WITH - RREGON GOLD SEAL ENGINEERED m.y Rd Be.carte far 315 1 HIGH TEMPERATURE REMOVABLE BLANKET CCOANCE011 P"'E'°'°'. C 316 1 CLEAN-OUT DISCHARGE HOOD COMPLETE WITH DRY WEIGHT: CLEIW T PORT,TURN VANE,AND BIRD-SCREEN PROPRIETARY..17.0E -APPROXIMATELY OVERALL WEIGHT:83,000 LBS. 317 1 DISCHARGE BAFFLE SILENCERS 311 1 DISCHARGE GRAVITY BACK-DRAFT DAMPERS ■••••+. a. � „ 319 8 LIFT LUGS ON FUEL TANK FOR ENTIRE UNIT UFT ITEMS INSTALLED: - -INSTALL CUMMINS NORTHWEST,LLC.SUPPUED GENERATOR UNLESS OTHERWISE S A IN INCHES 320 1 2300 US GALLON UL 2085 BASE TANK - A1084ENBO NOT ARE IN INCHES 60"X 78'DOUBLE DOOR(S)COMPLETE WfTH REIN -INSTALL CUMMINS NORTHWEST,LLC.SUPPUED BATTERY CIMGER "� 00 MOT SCA E HINGES,FREEZER STYLE EXTERIOR HANDLE WITH -INSTALL CUMMINS NORTHWEST,LLC SUPPLIED NICAD BATTERIES ' �BJ 321 2 INTERIOR RELEASE,NEOPRENE GASKET,DRIP EDGE -INSTALL CUMMINS NORTHWEST,LLC SUPPUED DUAL FUEL FILTER/SIPARATOR ABOVE DOOR(5),AND DOOR HOLDS �08.1B-14 05-18-14 B 322 1 1-1/3"X4"PIPE NIPPLE FOR REMOTE FUEL SUPPLY SHIP LOOSE ITEMS: BONITA PUMP STATION 323 1 1.1/2'X4'PIPE NIPPLE FOR REMOTE FUEL RETURN -PENTHOUSE,EXTENDED TANK VENTS,AND ROOF MOUNTED MUFFLERS:PRE-FIT AND REMOVED FOR _ 324 1 1'X 4'PIPE NIPPLE FOR OIL DRAIN SHIPPING REINSTATED BY OTHERS �''" 325 1 1"X 4'PIPE NIPPLE FOR COOLANT DRAIN — 326 B SPRING ISOLATORS VAC:MSS-162000 GENERATOR DRAWINGS REFERENCED: m„",,. -800KW MCC DWG NUM:A030-Y552 CUMMINS NORTHWEST,LLC. Q1403101 11140398 A a...o� BILL OF MATERIAL ■ } ... 01-01 r C • 1 I 2 I 3 I 4 I 5 I 8 I 7 I 8 I 9 I 10 SHEET 1 OF 5 1 I 1 2 I 3 1 4 5 6 I 7 8 9 I 10 AONR'WAGNER MAIM 00.11101/0 10 17G .1. 00...;, AMARAL POWER COMPANY visMiMirmineere 106) _ins " A 0 0111010 a so 6 24 w0.;7 QT13 rh i-. F 1 41 y m1M ti i iii=SPA ii 5..a..t. 4r 11�®•1 i I:1 6111111 �11, . P 1�I.{Nk.Kc;$!H4l31 I IT Mat I11f�6`'1ii.';_y� N �ilr , IA!! Ili—* 1 114.41/al 126 . 1'/I�'9�RrI II.u'j1• l.pt I! =I ��I�lI v I 1 + :--j A2 „_ Iii V arni is 1 1. 1 taniami I . -!l — W .M .ilft.ll _!dlilmiMAN IM.J1 I�Yr b — — E 24111 j j iC'J - am mom avEmp no •-:::11, TOP VIEW 1 hi g 4g ash D i ■u 132 BM Issued For 24 10661! Approval The intended toeon on an document is larval the amntraa specification has 11ffilrellik ii416 WIT. 1 i3 been accurately interpreted and WHIP 167A may not b accurate' i1-7 l•r 1 +� . � purposes C s II 11 VI I' '�j.rfa / �I I � PROPRIETARY NOTIC M 1 i^1 - _ �, • t7 � '. ■ .- 1 mC r !ice' 'i 274 u1AESsG1HERmsESREaFIEo ) /� �. - 111111 C IM DM 11,x1 ALL DIMENSIONS ON$ARE IN INCHES ■1 ■ �? -11'11�' f�•a 111111V����I/III DO NOT SCALE i,-i ,I P•I - ,i f!. t11 i1 I - 161186 11i1Yl M MAIM 113 "-08-16-14 IS BJ i-) liFit r c ri11J 111111W?MEMMIMI 08.18.14 1 17172417���nM1 B IIr �• / 111ii MEM=M i 11 1" / �M:111.1W r�1=71111 FI BONITA PUMP STATION 1lGi��lll�i4�... i Aar,'eas.-,A6rly 1. r40rlmrrrr.7rr..rrr■■�rrr..rrrrrrr.rrrrr7.1..1 •.�—��. io1laM.a. .• IM::11111111111111111111111111111111111111. ____ U=::II i7 t UM. + 26 -. I�■•te■•���smw�ww..�■411 I k 173 12 74 i - �rCUMMINS 24134 L--- - 370 126 NORTHWEST.LLC. 394114132'-101N1 END VIEW Q1403101 11140398 A SIDE VIEW GENERAL ASSEMBLY J GENERAL ASSEMBLY I 1Q 1012•1110 01-02 re • 1 2 I 3 4 I 5 I 6 1 7 8 9 10 SHEET 2 OF 6 1 2 3 4 5 6 7 I 8 9 I 10 nola Float Chart • _FilliNGUST AKOONTZ-WAGNER eau'if IroMla is Moaaad on Bans Float Wire REM CITY DESCRIPTION es3.if Italia IS°Mad and Tapped war Nonni'Own/Owed Rost Deem A 1 ?LEAKDETECT Leak Orange_ NOM B 1 r SEC.E-VENT 0 13{8600 ..nun.. S Critical High Purple NOfD G 7A� 7114 —Ire Pump On Bud NCFD C 1 ?NORMAL VENT ^ownTM HOUSTON.TX 0 1 e•PRL)VENT 2953N A IR00A COMP `7A D Ws Pump Off Red NCFD ALL VENT(S)EXT.w 2'Maw ENC _� 1 •. E 2 T EXTRA FITTING PORT a 3 g F 1 PaT FILL WI SOLENOID VALVE ss 9W THIS TANK TO RECEIVE A O 1 2*4-2954A FUEL GAUGE ■ A H. ANLGENUINE KOONTZ-WAGNER H 1 T 90%PUMP STOP/30%PUMP START I s a ENCLOSURE 1 r3014" W/ 4'SUPPLY DROP TUBE&CHECK • 0 VALVE F A9 Isdela ease Plata Dslell K 1 TA3M•RETURN WIDROP TUBE Make:volt Moles:MSS-1E L 1 1T FLANGED MAN WAY WI BLIND FLANGE M 1 2'IGW'PUMP SUPPLY WIDROP TUBE& CHECK VALVE OIsolator Detail __ N 1 ?roil'PUMP RETURN WIDROP TUBE vac III P 6 4'CONCRETE FILL PORT O 1 ?06%C-HIGH ALARM R 1 ?LOW&HIGH TEMPERATURE SWITCH a 2 T 1 1/T T-HANDLED TANK DRAIN E a ifi—a� Fllg ALARM '° S'�2 , I►4 DRAWN: _ -Z PANEL i /HEATTER FUEL OL GOOIER R 2415 GAL.CAPACITY 117 2260 GAL AFTER PICKUP TUBE LOSS 119 _. W^F�1• - '.,t• 117 2018 GAL USEABLE AFTER FUEL SHUT OFF 90% 20 171 0 n o I I 1 1 a 7W4 ��"I�IO O u — 1 1µy�i f� �" I 1 I. 39000 LBS.ORY WEIGHT ■ BI \ov lI g„Hg -�F i $... I I I 961/2 NIADAAT DECAL KR INCLUDED I 1 el 0 0 IHI I01 III MH 28309 UL 142 r r NOTESD a6 1-) PAINTED MACK UNLESS OTHERWISE NOTED ON iiiu•IIi lll%i'i{:i�•.rAl II-c, Q I 1"I I DRAWING. i ! 32 1, M�I�I%//////////A lit 1 ©I©M I 2) DONT USE MOUNTING HOLE ARRANGEMENT FOR Issued For MI�g9�991�L _91.9F 1 G, —N - I- PRE-DRILLING ANCHORAGE FOR THE TANK USE ACTUAL '-Yb-q_Ild'© 1 itg2� O 1 20 TANK FLANGE A9ATEMPIATE. Approval 01 18 AN .:a�iiillri�silm5:��� 8_, -- - - - - The information on Nis document ie I 42 Intended to convey and comment o a S SfS 8 `r 8 Bm a R that the contract epetiarabon has been accurately Interpreted end may not be accurate for TOP VIEW construction purposes. C PROPRIETARY NOTICE UNLESS OTHERWISE SPECIFIED ALL DIMENSIONS ARE IN INCHES 128 TOP WIDTH DO NOT WALE ISOLATOR 123 MTG SLOTS _�KS BJ•SPILL BASK VMPLACEStE-2000 08-18-14 06.18-14 S S 8 Y 10)PLACES ii I r MA ISO B - e q I I i I I -2,30;1 MBONITA PUMP STATION 13rt8A 1-1M MTG SLOTS\, a, Ra,,7. a • • a _ MIRAGES T + i•°'Y I 1—�►r m—∎cu t uFT LUG _ I 0 I I I I @ It [� 2• iw �li (8)RACES °°."" I I ' I I j ,_i► CUMMINS 11 i I I I I I I NORTHWEST,LLC. °� S ' a r O a 8 P P � 730 Q1403101 --13x18 MTO HOLES 1 '-123 MTG HOLES 11140398 A (18)PLACES 126 BASE WIDTH , >..e SIDE VIEW END VIEW 2300 GALLON .l UL-2085 TANK L OTANK ASSEMBLY 01-03 rt t rA L.t:■ s 1 2 3 4 5 I 8 I 7 I 8 I 9 10 SHEET 3 OF 6 • • 1 2 3 4 5 6 7 I 8 9 1_0 �KOONTZ-WAGNER CAI MEI I.ID G _ AGLOW.POWER COMPANY • a a1 F INTAKE PENTHOUSE PENTHOUSE LIFTING LUGS SHIPPED SEPARATELY FOR PENTHOUSE REMOVAL ONLY AND INSTALLED BY (4)PLACES PRIMARY EXHAUST MUFFLER ON-SITE CONTRACTOR SHIPPED LOOSE AND INSTALLED altIPINII BY ON-SITE CONTRACTOR -- - SECONDARY EXHAUST MUFFLER A IPAIMIN SHIPPED LOOSE AND INSTALLED Il BY ON-SITE CONTRACTOR • E 111111!11'111 11111111E Ti i I 1 E a EXTENDED TANK VENTS `` SHIPPED LOOSE AND RIGGING AND SPREADER BAR O_S SITE PROVIDED BY OTHERS m D INSTALLED BY ON-SITE CONTRACTOR I I Issued For Approval The information on this document Is Mended to comer and document INN the contract specMCenon has bean accurately Interpreted and may not be accurate for construction purposes. C PROPRIETARY NOTICE . r.YOV un _ UNLESS OTHERWISE SPECIFIED • ALL DIMENSIONS ARE IN INCHES •i OO NOT SCALE — EHCL0.4URE LIFTING LUGS FOR Irill S. AI1 !!I1 B 11 A 0,4416 F BONITA PUMP STATION 1•111111111113■VIILL:-. .. i — 1 I III II[ i I� _ 'Il--Il Rlr NORTHWEST,LLC. FUEL TANK LIFTING EYES , , s•a SIDE VIEW FOR ENTIRE UNIT LIFT END VIEW (8)PLACES a �Q1403101 11140398 A °. °. RIGGING DIAGRAM RIGGING DIAGRAM """R'r ICU••M 01-04 int • 1 2 3 4 5 8 7 8 9 I 10 SHEET 4 OF 8 1