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Permit Building 2020-02-21 (2)
SPRINGFIELD L _ OREGON Web Address: www.springfield-or.gov Permit Issued: February 21, 2020 Building Permit Commercial Structural Permit Number: 811-19-002889-STR IVR Number: 811016226116 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 Email Address: permitcenter@springfield-or.gov I TYPE OF WORK Inspection Status Category of Construction: Commercial Type of Work: New Pending Submitted Job Value: $302,425.00 Struct Com Pending Description of Work: CMU potable water pump station building - Risk Category IV Pending 9508 Sidewalk JOB SITE INFORMATION Pending Worksite Address Parcel Owner: SPRINGFIELD UTILITY 1101 S 66TH PL 1802031006100 BOARD 1.120 Foundation Address: 223 A ST Springfield, OR 97478 Struct Com Pending 1827 Structural Observation Report Required Struct Com SPRINGFIELD, OR 97477 LICENSED PROFESSIONAL INFORMATION Business Name License License Number Phone OWNER - Primary CCB 000000 I— PENDING INSPECTIONS Inspection Inspection Group Inspection Status 1999 Final Building Struct Com Pending 1996 Final Inspection - Planning Struct Com Pending 9504 Curbcut - Standard Public Works Pending 9508 Sidewalk Public Works Pending 1260 Framing Struct Com Pending 1110 Footing Struct Com Pending 1.120 Foundation Struct Com Pending 1155 CMU Wall/Concrete Wall Struct Com Pending 1827 Structural Observation Report Required Struct Com Pending 1829 Special Inspection Report Required Struct Com Pending SCHEDULING INSPECTIONS Various inspections are minimally required on each project and often dependent on the scope of work. Contact the issuing jurisdiction indicated on the permit to determine required inspections for this project. Permits expire if work is not started within 180 Days of issuance or if work is suspended for 180 Days or longer depending on the issuing agency's policy. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. Granting of a permit does not presume to give authority to violate or cancel the provisions of any other state or local law regulating construction or the performance of construction. ATTENTION: Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952-001-0010 through OAR 952-001-0090. You may obtain copies of the rules by calling the Center at (503) 232-1987. All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 701.010 (Structural/ Mechanical), ORS 479.540 (Electrical), and ORS 693.010-020 (Plumbing). Printed on: 2/21/20 Page 1 of 2 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-002889-STR Page 2 of 2 Schedule or track inspections at www.buildingpermits.oregon.gov Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811016226116 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store PERMIT FEES Fee Description Quantity Fee Amount Technology Fee $185.68 SDC: Improvement - Transportation SDC 5739.05 $5,739.05 SDC: Total MWMC Administration Fee - Local 61.97 $61.97 SDC: Reimbursement Cost - Storm Drainage 2098.88 $2,098.88 SDC: Improvement Cost - Storm Drainage 3027.1 $3,027.10 SDC: Reimbursement - Transportation SDC 302.01 $302.01 SDC: Total Transportation Administration Fee 302.05 $302.05 SDC: Reimbursement Cost - MWMC Regional Wastewater SDC 93.9 $93.90 SDC: Improvement Cost - MWMC Regional Wastewater SDC 1119.78 $1,119.78 SDC: Compliance Cost - MWMC Regional Wastewater SDC 15.77 $15.77 SDC: Administrative Fee - MWMC Regional Wastewater SDC 10 $10.00 SDC: Total Storm Administration Fee 256.3 $256.30 Fire SDC - New Com Construction Sq Ft fee - enter sq ftg 861 $94.71 Seismic Review - Essential Facilities $20.85 Structural plan review fee $1,355.04 Structural building permit fee $2,084.68 State of Oregon Surcharge - Bldg (12% of applicable fees) $250.f6 Curb cut fee - enter # of cuts 1 $125.00 Curb cut and Sidewalk construction - multiple permit discount 1 $-42.00 Sidewalk construction - permit, first 90 linear feet 1 $125.00 Sidewalk construction - permit, addtl sq ftg > 90 sq ft, per square foot 375 $45.00 Total Fees: $17,270.93 Printed on: 2/21/20 Page 2 of 2 C:\myReports/reports//production/01 STANDARD SPRINGFIELD !1 1 tTransaction Receipt } tr: 811-19-002889-STR t OREGON IVR Number: 811016226116 Receipt Number: 473882 Receipt Date: 2/21/20 mmsp ringfield-or.gov Worksite address: 1101 S 66TH PL, Springfield, OR 97478 Parcel: 1802031006100 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 permitcenter@springfield-or.gov Fees Paid Transaction Units Description Account code Fee amount Paid amount date 2/21/20 1.00 Ea Structural building permit fee 224-00000-425602-1030 $2,084.68 $2,084.55 2/21/20 1.00 Ea State of Oregon Surcharge - Bldg 821-00000-215004-0000 $250.16 $250.16 (12% of applicable fees) 2/21/20 2,098.88 Amoun SDC: Reimbursement Cost - Storm 617-00000-448029-8800 $2,098.88 $2,098.88 Drainage 2/21/20 ........... 3,027.10 Amoun SDC: Improvement Cost - Storm 617-00000-448028-8800 $3,027.10 $3,027.10 Drainage 2/21/20 302.01 Amount SDC: Reimbursement - Transportation 434-00000-448026-8800 $302.01 $302.01 SDC 2/21/20 5,739.05 Amoun SDC: Improvement - Transportation 434-00000-448027-8800 $5,739.05 $5,739.05 SDC 2/21/20 93.90 Amount SDC: Reimbursement Cost - MWMC 433-00000-448024-8810 $93.90 $93.90 Regional Wastewater SDC 2/21/20 1, 119.78 Amoun SDC: Improvement Cost -MWMC 433-00000-448025-8810 $1,119.78 $1,119,78 Regional Wastewater SDC 2/21/20 15.77 Amount SDC: Compliance Cost- MWMC 433-00000-426607-8810 $15.77 $15.77 Regional Wastewater SDC 2/21/20 10.00 Amount SDC: Administrative Fee - MWMC 611-00000-426604-8800 $10.00 $10.00 Regional Wastewater SDC 2/21/20 256.30 Amount SDC: Total Storm Administration Fee 719-00000-426604-8800 $256.30 $256.30 2/21/20 302.05 Amount SDC: Total Transportation 719-00000-426604-8800 $302.05 $302.05 Administration Fee 2/21/20 61.97 Amount SDC: Total MWMC Administration Fee 719-00000-426604-8800 $61.97 $61.97 — Local 2/21/20 1.00 Qty Curb cut fee - enter # of cuts 201-00000-428060-1069 $125.00 $125.00 Printed: 2/21/20 2:23 pm Page 1 of 2 FIN—TransactionReceipt_pr Transaction Receipt 811-19-002889-STR Receipt number: 473882 Fees Paid Transaction Units Description Account code Fee amount Paid amount date 2/21/20 1.00 Ea Curb cut and Sidewalk construction - 201-00000-428060-1069 $(42.00) $(42.00) multiple permit discount 2/21/20 1.00 Ea Sidewalk construction - permit, first 90 201-00000-428060-1069 $125.00 $125.00 linear feet 2/21/20 375.00 SgFt Sidewalk construction - permit, addtl 201-00000-428060-1069 $45.00 $45.00 sq ftg > 90 sq ft, per square foot 2/21/20 861.00 SgFt Fire SDC - New Com Construction Sq 100-00000-424005-1091 $94.71 $94.71 Ft fee - enter sq ftg 2/21/20 1.00 Ea Seismic Review - Essential Facilities 224-00000-425602-1030 $20.85 $20.85 2/21/20 1.00 Automatic Technology Fee 204-00000-425605-0000 $185.68 $185.68 Payment Method: Check number: 227698 Payer: SUB Payment Amount: $15,915.76 Cashier: Katrina Anderson Receipt Total: $15,915.76 Printed: 2121/20 2:23 pm Page 2 of 2 FI N_TransactionReceipt_pr Structural Permit Application sPRIrN��ifLo DEPARTMENT USE ONLY CITY OF SPRINGFIELD, OREGON Pemvt no.: f 1 _00,1t 8Ct 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689 .____— ___.OREGON Date: 3 1, 01 This permit is issued under OAR 918-460-0030. Permits expire if work is not started within 180 days of issuance or if work is suspended for 180 days. LOCAL -GOVERNMENT APfROHAL This project has final land -use approval. Signature: This project has DEQ approval. Signature: Date: Date: Zoning approval verified: ❑ Yes ❑ No Property is within flood plain: ❑ Yes 0 No i CATEGORY .OF CONSTRUCTION, . _.. ❑ Residential ❑ Government ❑x Commercial JOB SITE'.INFORMATION AND LOCATION Job site address: End of S 66th PI City: Springfield State: OR ZIP: 97478 Subdivision: Mountaingate I Lot no.: Reference: Taxlot:1802031006000 ?802031006100 PROPERTY OWNER - Name: Springfield Utility Board - Water Division Address: 202 South 18th Street City: Springfield State: OR ZIP: 97477 Phone: 541-744-4113 Fax: 541-747-7348 E-mail: stevenw@subutil.com Building Owner or Owner's agent authorizing this application: Sign here• - ❑ This installation is being made on residential or farm property owned by me or a member of my immediate family, and is exempt from licensing requirements under ORS 701.010. CONTRACTOR INSTALLATION. Business name: Address: City: State: ZIP: Phone: - Fax: - - E-mail: CCB license no.: Print name: Signature: 'SU CONI Name Electrical Plumbing Mechanical Last edited 5-5-2017 BJones I INFORMATIJON` '1 •r CCB License # I Phone Number A FEE SCHEDULE I. Valuatiait mfolrmation (a) Job description: CMU Potable Water Pump Station Building Occupancy U Construction type: 11B -CMU, Metal Rafters Square feet: 861 sf Cost per square foot: Other information: Type of Heat: 12.5 kW Electric Heater Unit Energy Path: ❑x new ❑alteration ❑ addition (b) Foundation -only permit? ❑ Yes ❑x No Total valuation: $ o2 �l 2 Building fees (a) Permit fee (use valuation table): $ (b) Investigative fee (equal to [2a]): $ (c) Reinspection ($ per hour): (number of hours x fee per hour) $ (d) Enter 12% surcharge (.12 x [2a+2b+2c]): $ (e) Subtotal of fees above (2a through 2d): $ 1 Plan rgvi,,w fees (a) Plan review (65% x permit fee [2a]): $ I �, (b) Fire and life safety (65% x permit fee [2a]): $ (c) Subtotal of fees above (3a and 3b): $ 4. M scelfaneous % " (a) Seismic fee, 1% (.01 x permit fee [2a]): $ (b) Tech fee, 5% (.05 x permit fee[2a]+PR fee [3c]) $ TOTAL fees and surcharges (2e+3c+4a+b): $l-7 f C'N t6> C -.,V -U k_ -Lo [-M A- 5 SPRINGFIELD= I OREGON Transaction Receipt 811-19-002889-STR IVR Number: 811016226116 Receipt Number: 473425 Receipt Date: 12/31/19 www.spdngfield-or.gov Worksite address: 1101 S 66TH PL, Springfield, OR 97478 Parcel: 1802031006100 Transaction Units Description date 12/31/19 1.00 Ea Structural plan review fee Fees Paid Accountcode 224-00000-425602-1030 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 permitcenter@springfield-or.gov Fee amount Paid amount $1,355.04 $1,355.04 Payment Method: Check number: 227020 Payer: SUB Payment Amount: $1,355.17 Amount not applied to fees: $0.13 Cashier: Katrina Anderson Receipt Total: $1,355.17 Printed: 12/31/19 11:48 am Page 1 of 1 FIN_TransactionReceipt_pr Accela Automation® SPRINGFIELD I Civic Platform Parcel #: 1802031006100 Menu Look Up New Delete Address saved successfully. ❑ Street Fraction Dir Street Name �� ❑ 1101 S 66TH Parcels �) 0 0 Addresses 0 Inspections Record �) 0 Page 1 of 1 Chris Carpenter Copy Move GIS Street Post Unit Type Type Dir PL https://av-oregon.accela.com/portlets/spa/dashboard.do 12/31/2019 Structural Calculations For South Hills Pump Station Springfield, Oregon Prepared for Springfield Utility Board PACE Project Number 18887 December 27, 2019 'Limitations'4** Engineer was retained in limited capacity for this project. Design is based upon information provided by the client, who is solely responsible for the accuracy of same. No responsibility and/or liability is assumed by, or is to be assigned to the engineer for items beyond that shown on these sheets.. 5� sheets total including this cover sheet. This Packet of Calculations is Null and Void if Signature above is not Original PACE ENGINEERS, Inc. 4500 Kruse Way, Suite 250 Lake Oswego, OR 97035 ► 597-3222 1 Fax (503) 597-7655 Item South Hills Pump Station PACE Job No. 18887 Structural Calculations Table of Contents Sheets 1. Master Data Sheet...................................................................... MDI — MD2 2. Supplementary Calculations........................................................ SUPI — SUP12 3. Load Analysis......................................:....................................... LAI — LA14 4. Roof Framing Design ..... :............................................................ RBI — R139 5. Generator Shelter Design............................................................. GS1 — GS8 6. Shear Wall Design....................................................................... SW1 — SW8 7. Masonry Design - Lintel............................................................... M1 —M2 8. Foundation Design...................................................................... F1 — F5. 9. Retaining Wall Design........................................................RW1 — RW10 10. Emergency Generator Anchorage Design .............................. EGI — EG6 11. Reference Material...................................................................... R1 — R8 PACE M Englneering Services Company MASTER DATA SHEET & DESCRIPTION Project Description: PACE Job No. 18887 MD'1 The scope of this project includes the structural analysis and design of a new one-story pump station approximately 1,200 square feet with CMU gravity/ shear walls, structural steel roof.framing, and light gage metal roof decking. The finished floor is concrete slab -on -grade, and the foundation is a continuous thickened slab edge below the continuous CMU walls. The steel -framed roof is extended over the generator pad to form a non -enclosed shelter over the generator pad. The enclosed calculations were completed for an identical building (Springfield 57th Street Pump Station), previously designed using design criteria that exceed the design criteria for this building, with the exception of wind speed. Supplementary calculations have been added to: - Illustrate the gravity and lateral loads used for the design of the prior building exceed the design loads required for this building - Update the design of the generator enclosure wall based on the greater wind speed Project Specifications: Code: 2014 Oregon Structural Specialty Code based on the 2012 international Building Code ASCE 7-10 Minimum Design Loads for Buildings'and Other Structures AASHTO — Retaining Wall Structures Risk Category: IV Seismic Design: Latitude: 44.035181 Longitude: -122.910603 Soil Site Classification: C Geotech Report Spectral Response Coefficient — Sps: 0.523 ATC Hazards ,by Location Spectral Response Coefficient — SDI: 0.353 ATC Hazards by Location Seismic Design Category D ASCE 7-10 Table 11.6-1 & 11:6-2 Seismic Force Resisting System: Special Reinforced Masonry Shearwalls Importance Factors : IE: 1.5 ASCE 7-10 Overstrength Factor — fro: 2.5 ASCE 7-10 Table 12.2-1 Response Modification Factor — R: 5.0 ASCE 7-10 Table 12.2-1 Response Modification Factor - R: 3.75 ASCE 7-10 Table 12.2-1 Wind Design: Design Wind Speed Veli: Exposure: Wind Analysis Procedure: Gravity Design: Ground Snow Load pg Importance Factor is Material Data: Steel: Wide Flange Sections Plates, Channels, and Angles Square and Rectangular HSS Bolts: Anchor/Framing Bolts High Strength Bolts Cast -in-place Anchors Concrete: Concrete Compressive Strength Steel Reinforcement Yield Strength Masonry: Masonry Compressive Strength Epoxy Anchors: Anchor Soils: Allowable Bearing Pressure: Structural Analysis Software Used: Microsfot Excel Enercalc Structural Engineering Library Hilti Profis Anchor Mathcad Prime PACE An Engineering Services Company 130 MPH OSSC 2014 Fig. 1609B B Envelope Procedure — ASCE 7-10 25 psf SEAO Snow load Map 1.2 ASCE 7-10 ASTM A992 ASTM A36 ASTM A500 Gr. B ASTM A307 ASTM A325 and ASTM A490 ASTM A307 f'c = 4 ksi Fy = 60ksi fm=1.5ksi Hilti HIT-HY 200 + HAS -E 3000 psf MD2 h�Ea9�0Ma�5ernca Compaq' Compare Design Criteria Compare Gravity, Seismic, and Wind Load Design Criteria for South Hills Pump Station to previously designed 57th Pump Station Gravi`y Loads Roof Dead Load: PACE Engineers 4500 Kruse Way #250 Lake Oswego, OR 97035 503.597.3222 15 PSF Materials of construction are equivalent for both buildings, as such roof dead loads are equivalent. Roof Snow Load per ASCE 7-10 Section 7.3: Ce := 0.9 Ct:=1.0 I9:= 1.2 13 s 953 t 652 t 4 psf =25.04 psf p9°= psf f — f �. 100 ft pf_iSCE:=0.7•Ce•Ct•Is•p9=18.93 psf Minimum roof snow load per OSSC 2014, SEAQ: Table 7-2 (fully exposed, terrain category B) Table 7-3 (all other structures) Tablel.5-2 (risk category IV) Ground Snow Load per SEAO pf mi,, OSSC 2014:=IS' 20 psf = 24 psf < 25 psf roof snow load used for design Wall Dead Load: 56 PSF Materials of construction are equivalent for both buildings, as such wall dead loads are equivalent. Designed By: PL SUP1 PROJECT 18887 Reviewed By: PKM 05/14/2019 PSE' M Englnt-mv Smug compmy Seismic Loads: All seismic design parameters for both buildings are equivalent, excluding the following: Importance Factor: South Hills 57th IE :=1.5 IE :=1.5 Site Class: South Hills 57th C D Acceleration: South Hills 57th SDs := 0.523 < 0.582 SDI:=0.353 < 0.412 PACE Engineers 4500 Kruse Way #250 Lake Oswego, OR 97035 503.597.3222 Building design exceeds site class and acceleration requirements for current site. Seismic Response Coefficients: 'SDS G's Com:= 5 =0.157 IE SDS cs_osCBF _ 3.25 0.241 IE Special Reinforced Masonry Shear Walls Ordinary Steel Concentrally Braced Frames Designed By: PL SUP2 PROJECT: 18887 Reviewed By: PKM 05/14/2019 F�A�CE ?AF491"14 vSumesCOMPM Wind Design: vu1t:=130 MPH PACE Engineers 4500 Kruse Way #250 Lake Oswego, OR 97035 503.597.3222 Adjustment factor for wind forces due to higher wind speed (all other factors are unchanged): (130 mph)2 =1.28 2 (115 mph) Compare seismic and increased wind loads for buildng LFRS: F�i_seis 81681bf > FwI_wand:=1.28.2391lbf=3060.481bf Fx2_seis'— —7267 lbf > Fx2 wind:=1.28.2391 lbf=3060.48 lbf Fyl_0eis:=1014 ibf > Fyl wind:=1.28.265 lbf=339.2 lbf Fye 0eis:=11653 lbf > Fy2 wi�ad:=1.28.7561 Zbf=9678.08 lbf Fy3_4eis :=11059 lbf > Fy3 ,wind :=1.28.3433 lbf = 4394.24 lbf ... Controlling loads for lateral force resisting system are seismic. Designed By: PL SUPS PROJECT 18887 Reviewed By: PKM 05/14/2019 6;i�k A, E09inov" 5Mmca COMIM.y Generator Shelter Enclosure Wall and Foundation: Wall is 9'-4" tall plus cap. Foundation is 2' wide and 18" thick. H:=9 f t+ 4 in t foundation:=18 in w foundation := 2 ft Gravity Loads: wwoli:=56 psf Wind Loads: gwind_LRFD:=1.28 41.5 psf = 53.12 psf gwind_ASD:=O.6' gwind_RFD=31.87 psf Structural analysis Load Combination: 0.6D+0.6W Consider 1' wide section. b:= I ft h:=7.63 in gwind ASD' b'H2 =1388.2 Of • ft a 2 P.:= 0.6 Rllwald'b•H= 313.6 lbf Allowable stress in masonry: Fb := 0.45.1500 psi = 675 psi Allowable stress in steel: F9 := 32000 psi PACE Engineers 4500 Kruse Way #250 Lake Oswego, OR 97035 503.597.3222 d :_ = 3.82 in 2 Designed By: PL SUM PROJECT: 18887 Reviewed By: PKM 05/14/2019 A•Em��nyr�p SemCa Camp�+y PACE Engineers 4500 Kruse Way #250 Lake Oswego, OR 97035 503.597.3222 Modular ratio: 29000 kai n:= . =21.48 900.1500 psi Wall has #5 vertical bars at 24" OC: 0.31 int As:=-- 2 =0.16 int P-- Aa= 0.0017 7.63 in • 1 ft a km.asonry:_ n-p—b-d-Fb +2•n•p— n•p—b-d-Fb =0.24 �I ?masonry :—_ 1— kmasonry = 0.92 3 z Pa n•Pa Pa ksteet'=f(n•p— F2• n•p+- — n•p— )=0.25 b•d•Fa b•d•Fs b-d•Fa ksted ?steel:=1— 3 = 0.92 Mn_masonry :— 2 • Fb • ?masonry' kmasonry • b • d z —Pa • I d — 2 l =1104.11 lb f • ft M A•F d+P h'kdeel•d}=1535.54Of-ft .A/I. — s s ?steel ' a• (2- 3 1 Ma=1388.2 lbf • ft > M,_m. ,V=1104.11 lbf • ft NG Designed By: PL SUPS PROJECT 18887 Reviewed By: PKM 05/14/2019 FSE M 4r,91adr V Mnn is Compmf PACE Engineers 4500 Kruse Way #250 Lake Oswego, OR 97035 503.597.3222 Try #5 bars at 8" OC As := 0.31 ina 12 in =0.47 in 2 8 in V— As=0.0051 7.63 in• 1 ft z kmosonTyn'P--b•P.Fb +2•n•p— n•p--b•d.Fb =0.38 _ 1— kmasonry =0.87 imasonry'— 3 2 P n•P P ksteel:= (np—•¢ +2• n•p+ ° — (n - P. =0.38 }}' b•d•F's b'd•F's b-d•F., isteel:=1— ksteel3 = 0.87 Mn masonry := 2 ' F,b • jmasonry' kmaeonry • b • d2 —Pa • (d — 2) =1624.75 Zbf • ft Mn steel :=As • F • j.,teel • d +Pa • 12 — kst 3 • d I = 4218.07 1b f -ft Ma=1388.2 lbf • ft Mn masonry =1624.75 Of -ft OK = 0.64. 1500 psi _ 0.0025 _ 0.01 p,,,.:= 'a 60000 Psi • 1.5.60000 psi -+0.0025 29000 ksi As P:= b•h =0.005 < p"�=0.01 QK Use #5 (vertical) bars at 8" OC at base of wall into foundation. Designed By: PL SUP6 PROJECT: 18887 Reviewed By: PKM 05/14/2019 -7 PACE Engineers 6;�ftCi Lake 97 Kruse Way Lake Oswego, OR 97035 �, Fngin"r✓.V Unomp [nmpmy 503.597.3222 Provide bars at 16" OC in wall above foundation. Check moment capacity to identify minimum required length of #5 bars at 8" OC: #5 bars at 16" OC As:=0.31 int . 12 in =0.23 int 16 2n As P:= = 0.0025 7.63 in • 1 f t 2 kmasonry:= (n.p— Pa-- +2•n•p— n•p---Pa =0.29 b•d•Fb b•d.Fb. .%masonry :=1— kmasonry = 0.9 3 f Pa 2 steel °_ �� np — b - d • F, �) ksteeE 7steed °=1— 3 = 0.9 n•P,, Pa +2• n•p+b•d•�, —�,,� n•p—b•d•F =0.29 s Mn masonry :=— ' Fb'.?masonry' krnasonry' b' d2 —Pa • I d — � I =1282.31 lbf • f t M A•F •' d+P • hsteel'd1=2223.541bf•ft steel := s s ?steel ' (2-- 3 J Mn m.,,,y,.y=1282.31 lbf • ft 10 ft—-2 t-2M,�r,�snr" =1.03 ft 9wind— SD' b At 1.03 feet above foundation, #5 bars at 16" OC are adequate to resiste moment from out of plane wind. add 1.03' to development length of #5 bars to establish distance at which bar spacing can increase from 8" OC to 16" OC. Designed By: PL SUPT PROJECT 18887 Reviewed By: PKM 05/14/2019 6;Ci M EnqIn"n.-gq U".. fpmpxq PACE Engineers 4500 Kruse Way #250 Lake Oswego, OR 97035 503.597.3222 development length of #5 bars: 0.13•(5 Lin •60 ksi•1.0 ld: 8 5 =1.98 ft —•2n 3.625 in— 8 1500 p8i2 2 ld+1.03 ft -3.01 ft Provide #5 bars at 8" OC 3.5' above base of wall, then increase spacing 16" OC. Designed By: PL SUP8 PROJECT 18887 Reviewed By: PKM 05/14/2019 Model FTI -1.5A Engineering Specifications Automated Diesel Fuel Maintenance System Single Diesel Fuel Tanks Up To 1200 Gallons 1. Description A. Diesel fuel storage tank shall be equipped with an FM APPROVED, and NFPA EQUIPMENT COMPLIANT automated fuel maintenance system. B. Filtration system shall remove particulates to 2 microns and water to 99.5% from stored diesel fuel. C. Fuel stabilizer shall be added to the diesel fuel in storage. D. Fuel biocide shall be added to the diesel fuel in storage. 2. Pump / Motor Ratings A. Pump: 1.5 GPM, spur gear, Viton seals, positive displacement, pressure relief valve. B. Motor: 1/3 HP, 115/208-230V AC @ 613 Amps, 1 Phase, 50/60 Hz, ODP. 3. Filtration Shall Consist of: A. Stage 1: Particulate removal to 2 microns. B. Stage 2: Water separation to 5PPM. 4. Filter Replacement PN: FL-R120S 5. Controller Specifications: A. Control panel shall be UL 508. B. Siemens PLC: Inputs=6, Outputs=4, Relays=2 Amps, UL/CSA/CE/FM approvals. C. 24VDC power supply: UL/CSA/CE/FM approvals. D. Motor contactor: 24V DC coil, 7 Amps, AC -3, UL/SA/CE approvals. E. Terminal block: 26 Amps, 18-12 AWG. F. Lockable disconnect switch: 300V AC, 32 Amps, UL/CE Approvals. G. Alarms dry contact (general): One set of dry contacts provided. (Normally open for all alarms) H. Siemens touch screen display. I. PLC shall monitor items 1-3. J. Alarm conditions 1-3 shall be indicated by an audible horn. K. Visual alarm descriptions for items 1-3 shall be shown on the touch screen. 1. Filter plugged 2. Water level in "See-Thru" bowl at maximum. 3. Leak in Cabinet. 6. Enclosure A. Must Specify Color: RED or WHITE Powder Coat B. Cabinet shall have one lift off removable door. C. Cabinet shall be treated with "Zinc Primer" for corrosion resistance and "Powder Coat" finish. D. Cabinet shall be manufactured to "NEMA 3R" standards and designed for rack or wall mounting. E. Cabinet Size: 24" W x 24" H x 9" D. F. Leak detection:- Provided in cabinet. G. Shipping weight: 90 Lbs. 04/01/2014 Fuel Technologies - FTI 1.5A 7l� Fn9�nanm Snnca Compmy PACE Engineers 4500 Kruse Way #250 Lake Oswego, OR 97035 503.597.3222 Assume Foundation width of 6 feet (due to generator slab) and thickness of 12 inches (conservative) with enclosure wall at edge. Evaluate one foot strip: tfoundation.:=12 in Wfoundation:= 6 ft 7eon� :=150 pcf WwaiI:=10 ft'1 ft'wwau=560 Of W foundation a=1 ft ' 7cone * (t f oundation,' wf oundatim) = 900 Of Ma=1388.2 ft•lbf Check Stability MO.:=Ma=1388.2 ft•lbf Overturning moment due to wind M :=W wfoundation +W 7.63 in _ 2878.03 t' db restoring moments due to res'— foundation' 2 wail' 2 f f � MTc'=2.07 > 1.5 -OK MOT Check Soil Pressure M:=MOT+W,,,ail • 3 ft=3068.2 lbf • ft P:= Wwail +W foundation =1460 lb f e:= P =2.1 ft B:=6 ft L:=1 ft B =1 ft < e=2.1 ft Outside Kern 6 Designed By: PL SUPS PROJECT` 18887 Reviewed By: PKM 05/14/2019 PACE Engineers Kruse Way Lake 97 Lake Oswego, OR 97035 A, E4gl""mgSimm comp m 503.597.3222 q:= 2 •p —1083.3 ps f < 3000 psf - QK 3 (2 —el•L Designed By: PL SUM PROJECT: 18887 Reviewed By: PKM 05114/2019 �E A faglm+nay sunt" Camppm Lintel Redesign - Remove 1 row of block from lintel Loads (D+S); P1:=0.8240 kip +1.372 kip =2196 Of P2:=Pi =2196 1bf Structural Analysis c:=14 ft a:=5 ft b:=14 ft -11.333 ft=2.67 ft R1:=P • (I — a+ b) =1216.7 1bf P l b + a =1703.3 lb Ml:=Ri•a=6083.51 1bf • ft M2:= R2 • b = 4542.7 1bf • ft PACE Engineers 4500 Kruse Way *250 Lake Oswego, OR 97035 503.597.3222 See M1 - M2 for Dead and Snow Loads on Lintel Length of span location of first point load location of second point load Reaction at beam end 1 Reaction at beam end 2 Moment at first point load Moment at Second point load M.:= max (MI, M2) =6083.51 1bf • ft Maximum Moment in Lintel Designed By: PL PROJECT: 18887 Reviewed By: PKM SUPii 05/14/2019 k+vlowrim semen Compm Structural Design E.:=29000 ksi E.:= 900.1500 psi =1350000 Psi n=21.48 Fb = 675 psi F9 = 32000 psi As:= 2.0.2 int b:= 7.63 in d:=3.8 in -4 in=1.67 ft Ae P b • d =0.0026 (2) #4 bars in tension n -p=0.0563 2 k:=�j(n-p) +2-n•p—n•p=0.28 j:=1— 3 =0.91 Ma=6083.51 ft•lbf Ma =10079.32 Psi s As•j-d 2 •Ma A : =186.08 psi j•k•b•d2 C 32000 psi QK 675 psi QK PACE Engineers 4500 Kruse Way #250 Lake Oswego, OR 97035 503.597.3222 Designed By: PL SUP12 PROJECT: 18887 Reviewed By: PKM 05/14/2019 CPACE An Engineering Services Company bOU0Meadows Road " Suite 84S Lake Oswego, OR 97035 Phone: 503.597,3222 - Fax: 503,697.7655 &0 NO, 15841 JOB NAME PoNr..--_ SHEET NO. CALCULATED BY BY DAJE CHECKED BY ___---_ D/0E.----------_ _ Design Maps Summmy Repoli http://ehp2-eatthquake.wr.usgs.gov/designtnaps/us/summmy.php7temp... (SJ;S Design Maps Summary Report LwL User -Specified input Report'ritle 57th Pump Station Tue March 29, 2016 00:16:18 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 44.04060N, 122.92591W Site Soil Classification Site Class A - "Stiff Soil" Risk Category IV (e.g. essential facilities) USGS-Provided output. Ss = 0,707 g SMS 0.873 g SOS : 0.582 g S, = 0.373 g Sm, 0.617 g Sol = 0.412 g For Information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions In the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEa Response Spectrum 01531- 0.50-- 0.21-1 .920.900.81 0.72 0163-- 0.54-- 0.45 .630.540.45 0.27 n.l s 0.09 0.00 0,20 0.40 O.GO 0.80 1.00 1.20 1.40 1.GO 1.80 2.00 Period, T (sec) Design Response Spectrum Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or Implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. D.54 0.48 - o.4z CP 0.3G V N 0.30. 0.24 -..�� 0.18- .18- •0.060.00 0.06-- 0.00 i --A - -f - _+ i i I I 0,00 0.20 0.40 O.GO 0.80 1.00 1.20 1,40 1.60 1.80 2.00 Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or Implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. PACE An Engineering Services Company 5000 Meadows Road - Sulte 345 Lake Oswego, OR 97035 Phone; 603,597.3222 * Fax: 603.597.7655 JOB NO. JOB NAME P. 5 , SHEET NO, LA4L— OF CALCULATED BY DATE 121Z9iZl(- CHECKED BY— DATE ? —IL -111 L4S 1 t QI i Pr6L f La CL x L > Jil 23 .. t•; J I exe 6P L I I FL: i 4 N, Ti 0 40.1b ;0 0"4" o%La 41. co A Q U Lz'; : i>.<<�r� � ��!.IE.lo�v't'-4f�.'C?' # ; Leat: � �.�r�.l,��cUQ. t i.� •_�+oi'r�� I'�, S�" A i t PACE An Engineering Services Company 5000 Meadows Road * Suite 345 Lake -Oswego, OR 97035 Phone: 503,597.3222 s Fax: 503.697.7656 JOB NO. la JOB NAME SHEET NO. OF CALCULATED BY DATE"t- fie CHECKED BY I DATE Ul AJ W/i i Cr�.y "T I I !' ! i I I ! ! ! . j j cd L vnif Hi, il!j 4:4 tx, Lq:i/%� • r ! 33�) I ! XI �AWF TjZ,cb��l5r ! ! r !'�i6', i F7. 1 L j . j .3 I I L j. earch Results for Map http://windspeed.atcouneil.org/indox,php?option=com content&view.,. 1+ �!1 Applied Technology Councli• j l�t�/l� P4f EEL0 ErL OCA;r/CIV ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATG Contact Search Results Query Date: Mon Mar 28 2016 Latitude: 44,0406 Longitude: -122.9259 ASCE 7-10 Windspeeds (3 -sec peak gust in mph*): Risk Category 1:100 Risk Category 11: 110 Risk Category IiI-IV: 115 MRI** 10 -Year: 72 MRI** 26 -Year: 79 MRI** 50 Year: 86 MRi** 100 Year: 91 ASCE 7-05 Windspeed: 85 (3 -sec peak gust in mph) ASCE 7.93 Windspeed: 75 (fastest mile In mph) 'Miles per hour - "Mean Recurrence Interval Users should consult with local Wing to determine If there are oommunlly-specific,wind speed requirements that govem. 17771- Prim our results ;Map date ®2076 Google, INEGI WINDSPEED WEBSITE DISCLAIMER While the information presented on this website Is believed to be correct, ATC and Its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals In Interpreting and applying the results of the windspeed report provided by this website. Users of the Information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location In the windspeed load report. n Mn I—/r..r —R CHAPTER 28 'WIND LOADS ON BUILDINGS---MWPRS (ENVELOPS PROCEDURE) Main, Wfud Force Resisting System Part 1 h<sn s; .0gare 28.4-1 Extemal Wasure CaefEclents {GC ) Enclosed, Partially Enclosed Buildings Low-rise WAS & Roofs MOM Comer Lead Case A win (D Comer �. _ f • a Load Case B Basic Load Cases soo mm� . Comer L -N �- JOB NO, 15847 PACE JOB NAME 57th Pump Station _ SHEET N0, LA7 OF MEnglneering8erviceagompany CALCULATED BY MD DATE 5/12/16 5000 Meadows Road -Suite 345 CHECKED BY DATE Lake Oswego, OR 97035 Phone: 503,597.3222- Fax: 503.597.7655 Seismic Design Loads ASCE 7-10 ver 2.0 . Design Parameters Lateral Force Resisting System: Special Reinforced Masonry Shearwalls Occupancy Category: 1V Site Class: •D I = 1.50 R= 5.00 Ct = 0.020 Ta = 0.173 sec Ss = 0.707 Fa = 1.235 x = 0.75 (ASCE 7-10: Eq, 12.8-7) Si = 0.373 Fv = 1.653 hn = 17.75 ft. TL = 6.000 sec Desitin Spectral Response Parameters Sms = SsFa --> Sms = 0.873 Sds=,667*Sms --> Sds T-0-6-82-1 Sm1 = S1Fv --> Sm -1 = 0.617 Sd1 = .667*Sm1 --> Sd1 Seismic Design Category: D Css = Sds/(R/1) = 0.175 (ASCE 7-10 Eq. 12.8-2) /= USE Cs, = Sd1/(T*(R/l)) (Max.) = 0.713 (ASCE 7-10 Eq. 12.8-3) CsTL = (Shc *TL)/(T2*(R/1)) (Max.) = T<=TL (ASCE 7-10 Eq. 12.8-4) Cs (shall not be less than) (Min.) = 0.038 (ASCE 7-10 Eq. 12,8-5) Css / 1.4 (ASD) = 0.125 PACE An EnglneOring Gefgleee Company 5000 Meadows Road -Suite 345 Lake Oswego, OR 97035 Phone: 503.597.3222 - Fax: 503.597.7655 JOB NO, 15847 JOB NAME 57th Pump Station SHEET NO. LA8 CALCULATED BY MD CHECKED BY Seismic Design Loads ASCE, 7-10 ver 2.0 - OF DATE 5112/16 DATE Design Parameters Lateral Force Resisting System: Ordinary Steel Concentrically Braced Frames (Generator Room) Occupancy Category: IV Site Class: D I = 1,50 R = 3.25 Ss = 0.707 Fe = ' 1,235 Si = 0.373 Fv = 1.653 Desian Spectral Response Parameters Sms = SsFa --> Sms = 0.873 Ct = 0.020 Ta = 0.173 sec X= 0.75 (ASCE 7-10: Eq. 12.8-7) hn = 17.75 . ft. TL = 6.000 sec Sds=.667*Sms --> Sds = 0.582 Sm1 = S1 Fv --> Sm1 = 0.617 Sd1 = .667*Sml --> Shc =1 0.411 Seismic Desiqn Category: D Css = Sds/(R/1) = 0.269 (ASCE 7-10 Eq. 12.8-2) -41= USE Csj = Shc/(T*(R/l)) (Max.) = 1.097 CSTL = (Sd1*TL)/(T2*(R/I)) (Max.) = T< --TL Cs (shall not be less than) (Min.) = 0.038 Css / 1.4 .(ASD) = 0.192 (ASCE 7-10 Eq. 12.8-3) (ASCE 7-10 Eq. 12.8-4) (ASCE 7-10 Eq. 12.8-5) LO PACE An Engineering Services Company 5000 Meadows Road , Sulte 345 Lake Oswego, OR 97036 Phone; 503.697.3222 * Fax: 503.697.7656 JOB No. JOB NAME SHEET NO. LD CALCULATED BY DATE CHECKED BY -- — DATE - - fit, �uf C&I &133 F- Fb t )0a'A 4- 31" -k�— NJ 1 i 1 i + i i .741 T IV 11j1jj;' 1A11 I . i ,- I { �.���I��..lily;�,!3''.�����I�,?�"��'z��(��l�i-•�l'j� I : �-•1�1ig6S�i.l� � i � i ! • I' I ! • ! .I .! ..1. � ' i i'j i I...i..I I..I ..'•.I.l.i �. ! �� - •' � ' I A+7 fu 73) C=L f r - i �� I.. !. i� I._I-I •:;-;-��--�'��I,�! lj+lli!!.=I�(•�II!_.._.i.. ��i I.�.{.'. ;I..=.i !li.�..11..: I.,.';IlIjI ilii! -n- 1 f 0 L Lt L PACE An Engineering Services Company 5000 Meadows Road @ Sulte 345 Lake Oswego, OR 97035 Phone; 503.597.3222 , Fax: 503.597,7655 JOB No. I qq 1-7 JOB NAME SHEET NO. LA Iq OF --- CALCULATED BY do- DATE oC- CHECKED BY - . DATE WA PACE Engineers, Inc. Project Title: 5000Meadows Road, Sulte 345 EnIneer: Lake Oswego, OR 97035 Proect Descr: PACEP: (503) 5973222 F: (503) 597-7855 An Englaeering Services company www,eaceengrs,com �Genera�� Beam Analysis Description : X -Direction Wind General Beam Properties -- Elastic Modulus 1.0 kst Span #1 Span Length = 22.0 it 013.2se Z Area = Spon -22.13 R 1,0 InA2 57th Pump Station Moment of Inertia = Project ID: 15847 Lk HMO; 30MAR 2016, 107PM ;NERGA-1U5B47".E06 ulld:6.16.3.4, Ver:8,16.2,20 1.0 inA4 Applied loads Service loads entered. Load Factors will be applied for calculations. Load for span Number 1 Uniform Load : D = 0.2890 klft, Extent = 0.0 —>> 3,0 ft, Tributary Width =1.0 ft, (Comer) Uniform Load ; D = 0,1930 k/ft, Extent = 3,0 —>> 22.0 ft, Tributary Width =1.0 ft, (Wall) nmcin. er Cr/MMAI?V Maximum Bending = 11.893k -ft Load Combination +D+H Location of maximum on span 10.890ft Span # where maximum occurs Span # 1 Maximum Deflection 2.39 Max Downward Transient Deflection (Y.000 In Max Upward Transient Deflection 0,000 In Max Downward Total Deflection In Max Upward Total Deflection 0.000 In Maximum Shear = 2.391 k Load Combination +D+H Location of maximum on span 0,000 ft Span # where maximum occurs Span # 1 0 2.39 0 0 11.89 0 Overall Maximum Deflections 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 MnxlOmega Cb Rm Va Max Vnx Vnx/0mega Overall MAXImum Envelope Dsgn. L = 22,00 ft 1 11.89 11.89 2.39 +D+H Dsgn. L = 22.00it 1 11.89 11.89 .2.39 Overall Maximum Deflections Load Combination Span Max. V Dell Location in Span Load Combination Max.'-► Defl Location in Span' +D+H 1 ###,## 11.000 0.0000 l 0.000 Vertical Reactions Support notation : Far left Is -41 Values in KIPS Load Combination Support 1 Support 2 Overall Wmum 2,39 2. 3 HA,)A, r ,��C,T Axl Tz. OverallMlNimum +D+H 2,391 2,391 2.143 Summary of Values per Beam Span Beam Span Moments & Shears at incremental Locations Load Type/ Combination Span Location (ft) Span ID Shear (k) Moment (ft -k) Overall MAXimum Envelope 0.00 Span 1 2.391 0.000 Overall MAXImum Envelope 2,20 Span 1 1.756 4.562 Overall MAXImum Envelope 4.40 Span 1 1.254 7.819 Overall MAXImum Envelope 6.60 Span 1 0.830 10.111 Overall MAXimum Envelope 8,80 Span 1 0.405 11.469 Overall MAXimum Envelope 11.00 Span 1 -0.020 •11.893 Overall MAXimum Envelope 13.20 Span 1 -0.444 11.382 Overall MAXimum Envelope 15.40 Span 1 -0.869 9.938 Overall MAXImum Envelope 17.60 Span 1 -1.293 7.559 U 93) D e e9 Span m 15.330 it - Span = 37.330 it Project ID: 15847 (1iL) Pdnled:30MAR 2016, 3.'67PM FNERCA-11158478-:1.EC6 Bulld;8.16.3.4, Ves6.%?-28 1.0 In,14 1.0 InA4 Applied Loads_ Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Urllform Load: D = 0.2890 klft, Extent = 0.0 ->> 6.0 ft, Tributary Width =1.0 It, (Comer) Uniform Load: D = 0.1930 Wit, Extent = 6,0 ->> 15.330 ft, Tributary Width =1.0 It, (Wall) Load for Span Number 2 Uniform Load: D = 0.1930 Wft, Extent = 0.0 ->> 37.330 ft, Tributary Width =1.0 it, (Wall) DESIGN SUMMARY Maximum Bending = PACE Engineers, inc. Project Title: 57th Pump Station +D+H 5000Meadows (toad, Suite 345 Engineer: MD CPACEACE Span # where maximum occurs Lake Oswego, OR 97035 Project Descr: Max Upward Total Deflection #.#1#f# In 0 P: (503) 597-3222 • 7.561 Dagn. L = 15.33 It 1 F: (503) 597-7655 25.71 25.71 An Engineering Services Company www.pacee0ars.cam 2 Ar 21.99 ..,.... ........ Analysis ;:;.:•:; .:, :? ;.:••.:•.... • •• • '•-.'•.:• _' ;: " e=o:lUserslmlked1000UR General.Beam PAO z f l•t�1 0.12 w "'�NERCALC,INC.1983 KVV-6-6603240 Dsgn. L = 37.33 ft 2 Licensee Description: Y-DlrectonWind 25.71 4.29 Overall Maximum Deflections General Beam Properties Elastic Modulus 1.0 ksl Span #1 Span Length = 16.330 ft Area = 1.0 InA2 Moment of Inertla = Span #2 Span Length = 37.330 it Area = 1.0 InA2 Moment of Inertia = U 93) D e e9 Span m 15.330 it - Span = 37.330 it Project ID: 15847 (1iL) Pdnled:30MAR 2016, 3.'67PM FNERCA-11158478-:1.EC6 Bulld;8.16.3.4, Ves6.%?-28 1.0 In,14 1.0 InA4 Applied Loads_ Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Urllform Load: D = 0.2890 klft, Extent = 0.0 ->> 6.0 ft, Tributary Width =1.0 It, (Comer) Uniform Load: D = 0.1930 Wit, Extent = 6,0 ->> 15.330 ft, Tributary Width =1.0 It, (Wall) Load for Span Number 2 Uniform Load: D = 0.1930 Wft, Extent = 0.0 ->> 37.330 ft, Tributary Width =1.0 it, (Wall) DESIGN SUMMARY Maximum Bending = 25.716 k ft Maximum Shear = Load Combination +D+H Load Combination Location of maximum on span 15.33011 Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Span Location (ft) Max stress Ratios Max Downward Transient Deflection 0.000 In 0 Max Upward Transient Deflection 0.000 In 0 Max Downward Total Deflection ####.### in 0 Max Upward Total Deflection #.#1#f# In 0 Maximum Forces & Stresses for Load Combinations 4.291 k +D+H 15.330 ft Span # 1 Load Combination Span Location (ft) Max stress Ratios Shear (k) 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 -Overall MAXimum Rnvelope 7.561 wd Q CIAO- -0.621 • 7.561 Dagn. L = 15.33 It 1 -5"T- 0.12 25.71 25.71 4.29 Dsgn. L = 37.3311 2 Ar 21.99 25.71 25.71. 4.29 +D+H Dsgn. L= 15.33 it 1 PAO z f l•t�1 0.12 25.71 25.71 4.29 Dsgn. L = 37.33 ft 2 n D' ific � 21.99 1 -25.71 25.71 4.29 Overall Maximum Deflections Load Combination - -JI Span Max.' " Dell Location In Span Load Combination +D+H Vertical Reactions Load Combination Overal� �4f A d m Overall MINimum +D+H 2 ###.##N# 20.675 Support notation: Far left Is #1 Summary of Values per Beam Span Beam Span Moments & Shears at Incremental Locations Max. Y Doff Locatlon in Span 9.788 0.0000 9.788 Values in KIPS Load Type/ Combination Span Location (ft) Span 1D Shear (k) Overall MAXimum Envelope Support 1 Support 2 Support 3 2.913 Overall MAXimum Envelope 0.265 7.561 -0.178 0.265 7.561 2.913 -0.621 0.265 7.561 2.913 Summary of Values per Beam Span Beam Span Moments & Shears at Incremental Locations Max. Y Doff Locatlon in Span 9.788 0.0000 9.788 Values in KIPS Load Type/ Combination Span Location (ft) Span 1D Shear (k) Overall MAXimum Envelope 0.00 Span 1 0.265 Overall MAXimum Envelope 1.53 Span 1 -0.178 Overall MAXimum Envelope 3.0.7 Span 1 -0.621 Overall MAXimum Envelope 4.60 Span 1 -1.064 Overall MAXfmum Envelope 6.13 Span 1 -1.494 Moment (ft -k) 0.000 0.067 -0.545 -1.837 -3.806 PACE Engineers, Inc. 5000Meadows Road, Suite 345 AC E take Oswego, 97035 P; (503) 597.322222 F: (503) 597-7655 An Engineering Servlcos Company u„ rw nacaannre rnm Description: Y-0Irecllon Wind (Opposite comer) General Beam Properties Elastic Modulus 1.0 ksi Span #1 Span Length = 15.330 ft Span 92 Span Length = 37.330 ft Project Title: 57th Pump Station En[neer: MD Prosect ID: 15847 Project Descr: Area = 1.0 in"2 Moment of Inertia = 1.0 in"4 Area = 1.0 In"2 Moment of Inertia = 1.0 in^4 o .aee DQiB9 OO 93 =15.990 rt w Applied Loads _ _ 4 Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.1930 klft, Extent =.0.0 ,» 15.330 ft, Tributary Width =1.0 ft, (Wall) Load for Span Number 2 Uniform Load : D = 0.1930 klft, Extent = 0.0 ->> 31.330 ff, Tributary Width =1.0 ft, (Wall) Uniform Load : D = 0,2890 klft, Extent = 31.330» 37.330 ft, Tributary Width =1.0 ft, (Corner) DESIGN SUMMARY Maximum Bending = 26.087 k -ft Maximum Shear= Support 2 -4.347 k Load Combination +D+H Load Combination 3.4F3 +D+H Location of maximum on span 15.330ft Location of maximum on span +D+H 15.330 ft Span # where maximum occurs Span # 1 Span # where maximum occurs 0.000 Span # 1 Maximum Deflection Span 1 0.518 -0.568 Overall MAX[mum Envelope Max Downward Transient Deflection 0.000 In 0 1:1.589 Overall MAXimum Envelope Max Upward Transient Deflection 0.000 in 0 -3.064 Overall MAXimum Envelope Max Downward Total Deflection '#.### in 0 -4.992 Max Upward Total Deflection -W#.### In 0 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/Omege Cb Rm VaMax Vnx VnxfOmega Overall MAXlmum Envelope Dsgn. L = 15.33 ft 1 26.09 26,09 4.35 Dsgn. L= 37,33 ft 2 22.88 26.09 26.09 4.35 +D+i-i Dsgn. L= 15.33 ft 1 -26.09 26.09 4.35 Dsgn. L= 37.33 ft 2 22.88 -26.09 26.09 4.35 Overall Maximum peflectlons Load Combination Span Max. "-" Dell Locallon In Span Load Combinallon Max. "+" Deft Location In Span 1 0.0000 20,675 +D+H 4/##.#### 9.552 +D+H 2 #A#.#### 20.675 0.0000 9.552 Vertical Reactions I'supportnotation :Far left Is #1 Values In KIPS Load Combination Support 1 Support 2 Support: Ove I MAXImurn -0.222 7.529 3.4F3 Overall MINimum -0.222 7.529 3.433 +D+H -0.222 7.529 _ 3.433 Summary of Values p or Beam Span Beam Span Moments & Shears at Incremental locations Load Type/ Combination Span Location (ft) Span ID Shear (k) Moment (ft -k) Overall MAXimum Envelope 0.00 Span 1 -0.222 0.000 Overall MAXimurn Envelope 1.53 Span 1 0.518 -0.568 Overall MAX[mum Envelope 3.07 Span 1 -0.814 1:1.589 Overall MAXimum Envelope 4.60 Span 1 -1.110 -3.064 Overall MAXimum Envelope 6.13 Span 1 -1.406 -4.992 PACE An Engineering Services Company 5000 Meadows Road - Suite 345 Lake Oswego, OR 97035 Phone: 503.597,3222 a Fax: 603.597.7655 Jos No. 6-8 JOB NAME !-Lt' t VA , SHEET NO. OF CALCULATED BY. DATE Ice CHECKED BY DATE 4z— Y CPACCE,) An Engineering Services Company 5000 Meadows Road a Suite 345 Lake Oswego, OR 97035 Phone: 503.597.3222 • Fax; 503.597.7665 JCB NO. SHEET NO. ,�-P�rLO�c _ OF. - CALCULATED BY DATE (q/l.&- CHECKED BY. DATE ....-��:.-k:::_:I i:.....I,..I _:1 1_.1. I....,;I 1i.�1�:.1-�...1..� .... _._.. (-:1... I..I._ �.::I.�:����. � I :I . -�::: ± ..i. � ��.: �i.:..l . .: � :: I .: ,.��....1.1....1.-_ ��...I..,..I -.;.,:�,I. I_...... � I �.... :.;-1:-: :.��.....I-_ ��-:I �._ ..... _.I..I.:I::..._I'•:1� I..I..I._...1_.i _I•,. �.:�:. '�I..I'..-�-�:�I�-;��:•.-.:!-.....;::�I_I���1-: : �I I. I-.. :.. ... �__...! ..:...::I I I... ►.. !:� - ._.I!-1.I... ........I......I.I...I.. _... ._.�.. �.I._J._ I...i..I....._I-__ ...... i._.. __..L_... ..I.. V.�. _.J .:.I_ L. . __ _ _... . I ........_ .._...1-..I. .�L_._. SA.1: _I _I... ...f _�i I ._ ...I.._... _I.. I.l•V-.•a .._ I...... Iy-�-L......L_ _._ �!�_. � ..I._ .�..... _i__ _ ...I..; ..I� I_.....I._. 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I . 1. I.. --I._I..... f......__..I _ _I.. 1.. I._. .I....... ...... I1I�.. l _ .. _ . . 1 . 7.(.1oE. -::::�_ � -- ::_:�..� -:: =:I::._:._:._I.�.I:_.�. ;:-I.:.I �-�-• •-- ---I- :.:► �:.-C�: �..:-�_:I: �.f-._:::I_-� �::� L'��I _ �..:: �_I:_�_ -- __I._-......�:.: _.1::_I.:..:::1._:1....1..1. I .... _.._. _ ... _� _.I_. ! . _ _. 1I !.- _. __�!__. • • - ± __._... LA ± _ ; �:.I ..I i ........I.......I._..._.. . I I � I � 1 .I. I i.... .....I... . J.._..._._ _....... _-_• I . I. __-. I..l_.J....JJ__;_...._.J__ _.(_ I. I ....I.1.__I_ ..... __.._... I........_ �....I...I I.._ I. .._.._ �._ .�.� ........ _ ... ...... II ..Z'� Ih_ �... .. ! FI I ..I...I.......:._...1.....1..... _ Y ._ . I_ . I . Ir_..... I .. I . . ... �. r i I 1 l...l-_ ►_ �._ ..... I . I . . f. 1 i I•� III _.. II i t I III illi 1111 I I I I PACE Engineers, Inc. 5000Meadows Road, Suite 345 CPACE Lake Oswego, 97035 P: (503) 597.322222 F; (503) 597-7655 An Engineering Services company www.aceefigrs.coni Steel. Beam ... I�: ' ... • . .. Description : Roof Beam RB1 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Bet: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Beam Is Fully Braced against lateral -torsional buckling Bending Axis: Major'Axis Bending Project Title: 57th Pump Station En (neer: MD Project ID: 15847 Project Descr: Fy : Steel Yield: E: Modulus! 50.0 ksl 29,000.0 ksl oo.�osssas�cs oro o•�so.sr� Span =11.333 n Span - 20 9 wax]$ ADnrled Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT Internally calculated and added span Max,'-" Deft Load for Span Number 1 +D+S4H f Dsgn. L= 11.33 ft Uniform Load : D = 0.1050, S = 0.1750 kill, Tributary Width =1.0 ft, (Snow + dead) Load for Span Number 2 0.016 1,58 -0,21 Uniform Load : D=0.1050, S = 0.1750 klft, Tributary Width = t.0 ft, (Snow +dead) SUMMARY 0.005 0.006 _DESIGN Maximum Rending Stress Ratio = 0,099: 1 Maximum Shear Stress Ratio Section used forthis span W8x18 Section used for this span Me: Applied 4.220 k ft Va : Applied Mn / Omega :Allowable 42.415 k -ft Vn/Omega ; Allowable Load Combination +D+S+H Load Combination Location of maximum on span 5.485ft Location of maximum on span Span # where maximum occurs Span # 1 Span fthere maximum occurs Maximum Deflection Max Downward Trarislent Deflection 0,000 In Ratio = 0 <360 Max Upward Transient Deflection 0.000 In Ratio = 0 <360 Max Downward Total Deflection 0.054 In Ratio = 2522 >=180 Max Upward Total Deflection -0.028 in- Ratio = 1709 >=186 0.044:1 W8x18 1.636 k 37.444 k +D+S+H 11,333 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratfas Summary of Moment Values Summary of Shear Values SegmentLenglh Span# M V Mmax+ Mmax- • Ma Max Mnx Mnx/Omega Cb Rm VaMax Vnx Vndomega +D+H span Max,'-" Deft Location In Span Load Combination +D+S4H f Dsgn. L= 11.33 ft 1 0.037 0.016 1,58 -0,21 Dsgn. L = 2.00 ft 2 0.005 0.006 -0.21 +D4S+H Load Combination Support 1 Support 2 Support 3 Dsgn. L = 11.33 fl 1 0.099 0.044 4.22 -0.56 Dsgn, L= 2.008 2 0.013 0.0`15 -0,56, Overall Maximum Deflections 1,58 70.83 42.42 1.00 1.00 0,21 70,83 42.42 1.00 1.00 4.22 70.83 42A2 1.00 1.00 0.56 70.83 42.42 1.00 1,00 Load Combination span Max,'-" Deft Location In Span Load Combination +D+S4H f 1 0,0539 5.621 2 0.0000 5.621 +D.+S4H Vertical Reactions Support notation: Far left Is#1 Load Combination Support 1 Support 2 Support 3 overs mum 1.537 2.96 0 IIMINf um 0576 0824 vera m 4D+H 0.676 0.824 J - 'ZA9(4 +D+S+H 1.537 2.196 0.61 56.17 37.44 0;21 56.17 37.44 1,64 56.17 37.44 0.56 56.17 37.44 + Max,'" Deli Locatlon In Span 0.0000 2.000 -0.0281 2,000 Values in KIPS 1/4'x CONT 131=NT T %t WSx PER PLAN, TYP. - 1 1/2' 11/2' 11/2' W14, SM PLAN - 3/6, 1=ULL DEPTH. STIFFENER a 1~ACN WS, TYP. lz�� WIELD DECK TO fF- 4 131EAM PER STRUCTURAL NOTES (3/16) V .31 .0 12 O.G. (3/16) 3' ID 12 O.C. tiT1r'' 1/2' METAL PECK, SE=E PLAN (2) IAS '0 1301 -Ta TYP. 1/4p-\TYP. VEIL S'7PvcrI-+t. '71ZN6.Mv,— No'f�,S 7�x�c�'1'S ►�-(1.1i. B'wl 132,5 (i) k6"ib 13oLT- C. t lo, 24c, � Sr -at' -O" S8 3/41=11. 0 PACE Engineers, Inc. Project Title: 57th Pump Station 5000Meadows Road, Suite 345 Enineer: MD Lake Oswego, OR 97035 Pro?ect Descr: PACE P: (503) 597-3222 F: (503) 597-7655 AnEnglnoering Sarvlces'Colnpatly www.paceanqrs.com Steel Beam ... ,:' ... .... ;. Elle=�:ttisers�l ENERCALC, Description : Roof Beam R82 CODE REFERENCES _ Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Beam Bracing : Beam bracing Is defined as a set spacing overall spans Bending Axis : - Major Axis Bending Unbraced Lengths First Brace starts at 7.0 It from Left -Most support Regular spacing of lateral supports on length of beam = 7.0 ft Fy : Steel Yield: E: Modulus., Project ID: 15647 Mt Pdeled: 31 MAR 2010, 4:17PM :NERC/w11156478;4.EC6 mlld:6.16.3.4. Ver6.16.2261- 50.0 ksl 29,000.0 ksl Appiied Loads 0.045: ' Beam self welqht NOT Intemally calculated and added W8x18 Load(s) for Span Number 1 1.671 k - Point Load : D =1.152, S =1.922 k (a) 7.0 ft, (Snow +dead) Point Load : D=0,57130, S =0.9610 k () 0,011, (Snow +dead) DESIGN SUMMARY +D+S+H Maximum Bending Stress Ratio = 0.275: 1 Section used for this span W8x18 Ma : Applied 11.681 k -ft Mn ! Omega: Allowable 42.415 k -ft Load Combination +D+S+H Location of maximum on span 7.010ft Span # where maximum occurs Span # 1 Maximum Deflection 4.36 70.83 wexte Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.045: ' Section used for this span W8x18 Va : Applied 1.671 k Vn/Omega : Allowable 37.444 k Load Combination +D+S+H Location of maximum on span 0,000 ft Span # where maximum occurs Span # 1 Max Downward Transient Deflection 0.000 In Ratio = Max Upward Transient Deflection 0.000 In Ratio= Max Downward Total deflection 0.221 In Ratio = Max Upward Total Deflection . 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations 0 <360 0 <360 833 >=180 0 <180 Load Combination Support 1 Max Stress Ratios Overall MAMA mum OverallMINMum 3.208 1.202 Summary of Moment Values 404H 1.202 Summary of ShearValues Segment Length Span# M V l Mmax+ Mmax- Ma Max Mnx MnxlOmega Cb Rm VaMax Vnx WWOmega +D4H Dsgn. L = 6.97 it 1 0,103 0.017 4.36 4.36 70.83 42.42 1.67 1.00 0.63 55.17 37.44 Dsgn. L = 7.01 it 1 0.103 0.017 4.38 0.71 4.38 70.63 42.42 1.50 1.00 0.63 56.17 37.44 Dsgn. L = 1.36 it 1 0.017 0.014 0,71 0.71 70.83 42.42 1.63 1.00 0.53 56.17 37.44 +D+S+H Dsgn. L= 6.97 it 1 0.274 0.045 11.64 11.64 70.83 42.42 1.67 1.00 1.67 56.17 37.44 Dsgn. L = 7.01 it 1 0.275 0.045 11.68 1.91 11.68 70.83 42.42 1.50 1.00 1.67 56.17 37.44 Dsgn. L = 1.36 ft 1 0.045 0.037 1.91 1.91 70.83 42.42 1.63 1.00 1.40 56.17 37.44 Overall Maximum Deflections _ Load Combination Span Max. "," Defl Location In Span Load Combination Max. "4' Dei! Location In Span +D+S+H 1 0.2210 7,491 0.0000 0.00 Vertical Reactions Support notation: Far left Is#1 Values In KIPS Load Combination Support 1 Support 2 Overall MAMA mum OverallMINMum 3.208 1.202 1.403 0.526 S r 00ko 404H 1.202 0.526 4D4" 3.208 1.403 PACE Engineers, Inc. 5000Meadows Road, Suits 345 PACE Lake Oswego, 97035 P: (603) b97-322222 F: (503) 597-7655 Project Title: Engineer: Project Descr. 57th Pump Station MD Project ID: 15847 V-0 Description :. Roof Beam R83 CODE REFERENCES Calculations per AISC 360-10, iBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method. Allowable Strength Design Beam Bracing : Beam bracing Is defined as a set spacing overall spans Bending Axis: Major Axis Bending Unbraced lengths First Brace starts at 6.250 ft from Left -Most support r Regular spacing of laterai'supports on length of beam =6.250 ft Fy : Steel Yield: 50.0 ksl E: Modulus: 29,000.0 ksl _ Appiled Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Polnt Load: D =1.152, S =1.922 k 0 6.250 ft, (Snow +dead) Point Load: D = 0.5760, S = 0.9610 k 0 0,0 ft Point Load: D =1.152, S =1.922 k 012.50 it (Snow + dead) Point Load: D =1.152, S =1.922 k Q18.750 �, (Snow +dead) Point Load: 13=11,152, S =; 1.922 k (a. 25.0 ft, (Snow+dead) Point Load: D =1.152, S =1.922 k A 31.260 ft, (Snow + dead) DESIGN SUMMARY . Maximum Bending Stress Ratio = 0.663:1 Section used for this span W14x38 Ma: Applied 84.831 k -ft Mn / Omega: Allowable 153.443 k -ft Load Combination -+D+S+H Location of maximum on span 18.754ft Span # where maximum occurs Span # 1 Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.089: ' Section used for this span W14x38 Va : Applied 7.771 k Vn/Omega : Allowable 87.420 • k Load Combination +D+S+H Location of maximum on span SUM ft Span # where maximum occurs Span # 1 Max Downward Transient Deflection 0.000 In Ratio= 0 <360 Max Upward Transient deflection 0.000 In Ratio= 0 <360 Max Downward Total Deflection 1.848 in Ratio= 241 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations ' Load Combination Max Stress Ratios Segment Length Span # M V Mmax+ Mmax - summary of Moment Values Ma Max Mnx MnxlOmega Cb Rm Summary of Shear Values Va Max Vnx VnxlOmega +p+H Dsgn. L = 6.15 ft 1 0.114 0.033 17.50 17.50 256,25 153.44 1.68 1.00 2.85 131.13 87A2 Dsgn. L= 6.25 it 1 0.184 0.033 28.22 17.50 28.22 256.25 153.44 1.18 1.00 2.85 131.13 87.42 Dsgn. L = 6.25 It 1 0.207 0.019 31.74 28.22 31.74 256.25 153.44 1.05 1.00 1.70 131.13 87.42 Dsgn. L = 6.25 It 1 0.207 0.007 31.79 28.05 31.79 256.25 153.44 1.05 1.00 0.61 131.13- 87A2 Dsgn. L = 6.25 R 1. 0.183 0,020 28.05 17.16 28.05 256.25 153.44 1,18 1.00 1.76 131.13 87A2 Dsgn. L - 5.93 ft 1 0.112 0.033 17.16 17.16 256.25 153.44 1.66 1.00 2.91 131.13 87A2 +D+S+H Dsgn. L = 6.15 ft 1 0.304 0,087 46.70 46.70 256.25 153.44 1.68 1.00 7.60 131.13 87.42 Dsgn. L = 6.25 It 1 0.491 0.087 75.30 46.70 75.30 256.25 153.44 1.18 1.00 7.60 131.13 87.42 Dsgn. L = 6.26 it 1 0,552 0.052 84.69 75.30 84.69 256.25 153.44 1.05 1.00 4.52 131.13 87.42 Dsgn. L = 6.25 fl 1 0.553 0.019 84.83 74.86 84.83 256.25 153.44 1.05 1.00 1.62 131.13 87.42 Dsgn. L = 6.25 fl 1 0.488 0.054 74.86 45.80 74.86 256.25 153.44 1.18 1.00 .4.70 131.13 . 87.42 Dsgn. L= 5.93 R 1 0.298 0.089 46.60 45.80 256.25 153.44 1.66 1.00 7.77 131,13 87.42 PACE Engineers, Inc. Project Title: 57th Pump Station 6000Meadows Road, Sulte 345 Engineer: MD Prolect ID: 15847 CPACE Lake Oswego, OR 97035• Project Desct: P, (503) 597-3222 t.�(a F:(503)597-7665 An lcnglooring Services CompanY yyryygy,paceengrs�com Primed: 18APR2ots, Z09PM__ :. Flle=ciusersVnlkedIDOCUME-11ENERCA-11168475-1.EC6 Steel Beam _ ENERCALC, INC.1983-20% Bulld:8.16.4.12, Veo.16.2,28 Description : Roof Beam R133 Overall Maximum Deflections Load Combinallon Span Max. 'UP Deo Locatlon In Span Load Combinallon Max. ' -V Def Locallon In Span 1 1,8481 18.648 0.0000 0.000 Vertical Reactions Supportnotallon: Far left Is #i Values In KIPS Load Combinatlon Overall MAXlmum Overall MINlmum +D+li +D+S4H Support Support 3,424 2.912 3.424 2.912 9.136 7.771 ell— LL 5• � � - `17 z °� , �� ca-- � . `�'Z� � 1, �3 � c�. I� i, (p LL, = lr�,(5,Pj��) : ° ., Jb L PACE Engineers, Inc. 5000Meadows Road, Sulte 345 Lake Oswego, OR 97035 P ACE'P: (503) 597-3222 F: (503) 697-7655 An Engineering Services Coinpany . naraannra "r" Description: W14 Pilaster (In Wall Pilaster) Project Title: 57th Pump Station ' Engineer: MD Prosect ID: 15847 Project Descr: Coate References Maximum Axial Load Maximum Moments _ Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Location Load Combinations Used: ASCE 7-10 Allow Actual General Information 0.08343 PASS 17.631 ft Material Properties Column Data 1.613k -ft Analysis Settings F'm = 1,500.0 psi Column width along X X = 23.625 in Analysis Method = Strength Design Fr - Rupture - 75.0 psi Column depth along Y -Y = 7.625 in rp factor for Strength Design = 0,90 Em = fm * - 900.0Longitudinal[ Bar Size = # 5.0 End Fixity Condition = Top Pinned, Bottom Pinned Column 130.0 Rebar Grade Density = Grade 60 pct Bars per side at +Y & -Y = 4 ll Column 17,760 Solid Grout d Hollow Concrete Masonry CConstruction Type Solid Fy - Yield - 60000 psi Fs=Allowable = 32,000.0 psi • Bars per side at +X & -X = Coverfrom ties = 2 1.750 in Tie Bar Size # 3,0 E - Rebar = 29,000.0 ksl Actual Edge to Bar Center = 2.4375 In Tie Bar Spacing - 7.625 in Brace condition for deflection (buckling) along columns 67.219 k 1,975 k -ft 17.393 k -ft 0.07240 X -X (width) axis: Unbraced Length for X X Axis buckling =17.750 ft, K =1.0 0.0 ft 7.673k Y -Y (depth) axis: Unbraced Length forX XAxls buckling =17.754 ft, K=1,0 AppliedLoads Service loads entered. Load Factors will be applied for calculations. Column self weight Included : 2,886.63 lbs * Dead Load Factor AXIAL LOADS ... Beam Loads: Axial Load at 17.750 ft, Yecc = -3.813 in, D = 3.424, S = 5,894 k BENDING LOADS . , . Lateral: Lat. Uniform Load creatinq Mx -x, W 0,06280, E 0,04306 k1ft DESIGN SUMMARY Bending Check Results PASS Maximum Sending Stress Ratio = Load Combinatlon Locatlon of max,above base At maximum location values are . , . Pu 0.9 * Pn Mux 0.9 * Mn -x: PASS Reinforcing Area Check As: Actual Reinforcement Min: 0.0025 * An Max: 0,04 *An Dimensional Checks Min. Side Dim. >= 8' PASS overall He& I Min Dim - 30 Load Combination Results Load Combination +1,40D+1.60H +1.20D+0.50Lr+1.60L+1.80H +1,20D+1,60L•+0.50S+1.60H +1,20D+1,60Lr+0.60L+1.60H +1.20D+1,60Lr+0.50W+1.60H +1.20D+1,60Lr-0.60W+1.60H +1.20D+0,50L+1.60S+1.60H +1,20D+1,60SA,50W+1.60H +1.20D+1.60S-0.50W+1.60H 0.245 :1 Maximum SERVICE Load Reactions . , +1.20D+1.605+0.50W+1.60H Top along X -X 0,557 k 16.559 ft Bottom along X X 0.557 k 17.003 k 69.517 k 4.323 k -ft 17.437 k -ft (AC1630-11, Sec 33.4, 2.480 0.450 7.206 (AC1630-11, Sec3,4A (AGI 530-11, Soo U4, Maximum SERVICE Load Deflections ... Along x x 0.128 In at 9.649 ft above base for toad combination: +Dg0.750L-i0.750M.450W+H Compressive Strength 247.693 k (AC1630-11, Sec3.3.4. Pa = 0.80 [ 0.80 Pm (An - Aslj + FyAst) * [I4h/(140*r))"2) PASS Check Column Tles (AC1530-11, Sec 216. Min. Tie Dla. =114", # 3 bar provided Max Tie Spacing = 7.63 in, Provlded = 7.63[n Maximum Bending Stress Ratios Maximum Axial Load Maximum Moments Stress Ratio Status Location Actual Allow Actual Allow 0.08343 PASS 17.631 ft 8.835 k 105.913 k 1.613k -ft 18.005 k -ft 0.07151 PASS 17.631 ft 7.573 k 105.913 k 1.297 k -ft 18.005k -ft 0.1255 PASS 17.631 ft 10.520k 83.831 k 2.227k -ft 17.709 k -ft 0.08838 PASS 0.0 ft 7.573 k 83.831 k 0.0 k -ft 17.709 k -ft 0.1127 PASS 11.198 ft 7.573 k 67.219 k 1,975 k -ft 17.393 k -ft 0.07240 PASS 0.0 ft 7.673k 103.042 k 0.0 k -ft 17.989 k -ft 0.2446 PASS 17.631 ft 17.003k 69.517 k 4.273 k -ft 17.437 k -ft 0.2448 PASS 16.559 ft 17.003 k 69.517 k 4.323 k -ft 17.437 k -ft 0.2408 PASS 17.631 ft 17.003 k 70.657 k 4.240 k -ft 17.458 k -ft PACE Engineers, Inc. 6000Meadows Road, Sulte 345 Lake Oswego, OR 97035 PACEP. (503) 597-3222 1=; (503) 597-7665 An tagineerin0 Services Comdany www.vaceefgrs.com iWasoiry 0.14111n :.;. Description: W14 Pilaster (in Wali Pilaster) Load Combination Results Load Combination +1.20D+0.50Lr+0.50L+W+1.60H +1.20D•+0.50Lr+0.50L-W+1.60H +1.20D+0.50L+0.60S+W+1.60H +1.20D+0.50L+0.50S-W+1.60H +1.20D+0.50L+0.20S+E+1.60H +1,20D+0.50L+0,20S-E+1.60H +0.90D+W+0.90H +0.90D-W+0.90H +0.90D+E+0.90H +0.90D-E+0.90H Maximum Reactions Load Combination Project Title: 57th Pump Station Engineer: MD Project Descr: Project ID: 15847 Pdered. re APR lois, 2:60PM I IENERCA-•11168475-1.06 8ulld;6.16.4.12. VerA16.228 Maximum Bending Stress Ratios Maximum Axial Load Maximum Moments Stress Ratio Status Location Actual Allow Actual Allow 0.1841 PASS 10.007 ft 7.573 k 41.273 k 3.169 k -ft 16.870 k -ft 0.1055 PASS 7.743 ft 7.573 k 71.789 k 1.864k -ft 17.499 k -ft 0.2149 PASS 10.841 ft 10.520 k 49.049 k 3.721 k -ft 17.045 k4l, 0.1259 PASS 0.0 ft 10.520 k 81.696 k 0.0 k -ft 17.667 k -ft 0.1517 PASS 11.079 ft 8.752 k 57.742 k 2.640 k -ft 17.226k -ft 0.09426 PASS 0.0 ft 8.752 k 91.126 k 0.0 k -ft 17.808 k -ft 0.1788 PASS 9.768 ft 5.680 k 31.783 k 2.987 k -ft 16.673 k -ft 0.1160 PASS 7.982 ft 5.680 k 49.049 k 2.008 k -ft 17..045 k -ft 0.1296 PASS 10.126 ft 5.680 k 43.90 k 2.221 Wl. 16.920 k -ft 0.06956 PASS 7.624 ft 5.680 k 81.696 k 1.242 k -ft 17.667 k -ft Y Y Axis Reaction @ Base .+D+„ u.uo r K +D+L+H 0.061 k +D+Lr+H 0.061 k +D4" 0.167 k •+D+0,750Lr+0.750L4H 0,061 k +D+0.750L+0.750S+H 0.140 k +D+0.60W+H 0.396 k +D+0,70E+H 0.329 k +D+0,750Lr+0750L40A60W+H 0.312 k +D+0.750L+0.7508+0A50W+H 0.391 k +D40.750L+0.750S40.5250E+H 0.341 k +0.60D40.60W+0.60H 0.371 k. 40.60D+0.70E+0.60H 0.304 k D Only 0.061 k Lr Only k L Only k S Only 0.105 k W Only 0.557 k E Only 0.382 k H Only k Maximum Deflections for Load Combinations Load Combination Max. Y Y Deilectio +D4{1 0,0325 In "*H 0.0325 In +D4Lr+H 0.0325 In +D+S+H 0.0885 In +D+0.750Lr40.750L+H 0.0325 In +D+0.750L40.750S+H 0.0745 InD+0 +.60W+H 0.1041 In +D4d.70E+H 0.0897 in +D40,750Lr•+0.750L+0A50W+H 0,0861 1n +,750L+0,750S40A50W+H D+0 0.1278 In •+D40.750L+0,750S40.5250E+H 0.1171 In +0.60D+0.60W40.60H 0.0913 In +0.60D+0.70E40.60H 0.0769 In D Only 0.0325 in Lr Only 0.0000 in L Only 0.0000 In S Only 0.0560 In W Only 0.1203 In E Only 0,0825 In H Only 0.0000 In t� @ Top -0.061 k -0.061 k •0.061 k -0.167 k -0.061 k -0.140 k 0.273 k 0.206 k 0.190 k 0.110 k 0.060 k 0.298 k 0.231 k -0.061 k k k -0.105 k 0.557 k 0.382 k k n Distance 10.364 It 10.364 R 10.364 ft 10.364 It 10.364 It 10.364 It 9.292 ft 9.411 It 9.411 ft 9.649 It 9.768 ft 9.173 It 9.292 ft 10.364 ft 0.000 It 0.000 It 10.364 it 8,935 ft 8.935 It 0.000 It Note: Only non -zero reactions are listed. Axial Reaction @ Base 6.311 k 6.311 k 6.311 k 12.205 k 6.311 k 10.731 k 6.311 k 6.311 k 6,311 k 10.731 k 10.731 k 3,786 k 3.786 k 6.311 k k k 5.894 k k k k PACE Engineers, Inc. Project Title: 57th Pump Station 50001VIe8dows Road, Sulte 346 En sneer, MD Project ID: 15847 Lake Oswego, OR 97035 Pro?ect Descr: CPPACEP: (503) 597-3222 es Company t=: (603) 597-7655 AB Enginoerinfl Servic www.pac_eennrs,com _ Pdnled:l8APR2018, z:b6PM Mason CoMI#mn Fila=c:luserslmlkedtoocuME•-11ENERCA-11158478-•1.EC6 ENERCAM INC. 198 2016, Bui(d:6.16.4.1 , Ver,6,16,228 ,� i - Description : W14 Pilaster (In Wall Pilaster) Cross Section Interaction Diagram I 1_ Masonry Cdumn P -M 7nteracdon Dlagrem Allowable Moment (k-@) 293.2 P -t Pa=- 322457}7.197 228.1 . . - •� ._ I - :.,� 26016 ECC 0.10 Depth 1955 .*�� �'•'.:'.,.:. _'i ..� •. 1629 ..•t` - •.l..._ • __ .._ _ _ ;';; l ._._. : i 130.3 ----_. '•` '',•�-• .�•e.•o =(136.7,18. ,_`.3 97,7 65.2 .. _ .._.._..__ •...�. ".`•t"' :�J'_ .nyo„2,;,,... - - _,'•*'••' ---•- 32.6 0Mmaxw/Pu=0= 5.98 1.9 3.8 5 717 •. 9.6 • 1S 1.4 .3 .,2•"' 1,,1 PACE An Engineering Services Company s000 Meadows Road , Suite 345 Lake Oswego, OR 97035 Phone: 503,597.3222 - Fax: 503.597.7655 JOB NO. JOB NAME SHEET NO S OF CALCULATED BY - 60 DATE V -1i CHECKED BY DATE "V I qg.�U j, J • !! !i! I;f�` !!. i� !� ` lill i.l II. isil; ! !lill f to-nc, -7 !I I Ion c 1 1. i I it ? i i j. L: ;d Oil, !� ,�'� ��1�.�.In���i�� J. Fib t r I L j. ac:.�,je 0- 1_3 1 ij A r) f lig!• II!I �.I.l.j �_ji..i..l THIA1 (QRd L 44 ilk A%p ir-k COP -ACE An Engineering Services Company 5000 Meadows Road - Suite 345 Lake Oswego, OR 97035 Phone: 503.597.3222 , Fax: 603.597.7655 JOB N0. JOB NAME SHEET NO, OF CALCULATED BY i DATE V--Wlt- CHECKED BY DATE I CPACE An Engineering Services Company 5OUOMeadows Road " Suite O45 Lake Oswego, OR 97035 Phone: 5O8.587.32D8"Fax: 508.597J6SS JOB NAME SHEET NO. —OF - CALCULATED BY DATE. JOB 140. JOB NAME S. PA -CE SHEET NO, OF An Engineering Services Company CALCULATED BY— DATE 41,Vj i. 6000 Meadows Road - Suite 345 Lake Oswego, OR 97036 CHECKED BY_ DATE Phon a: 503.597.3222 o Fax: 603,597.7655 i''I'j-i'll till L I IV 71 IN 1r e Av it zr L L4 W Ail, L., L A. CL447, PACE An Engineering services Company 5000 Meadows Road • Sulte 345 Lake Oswego, OR 97035 Phone: 503.597.3222 • Fax: 503.597.7855 JOB NO.. i JOB NAME SHEET N0. GY OF CALCULATED BY DATE i 15v CHECKED BY DATE_ PACE An Engineering Services Company 5000 Meadows Road • Sulte 345 Lake Oswego, OR 97035 Phone; 503.597.3222 • Fax: 503.597.7655 JOB NO,. JOB NAME . S SHEET NO. fes_ OF_ _ CALCULATED BY DATE CHECKED BY DATE .'.::I ..... ._._. I:,.:_:i•:.i._ ! ....;L..::- . _� � .I _iii ► I �. !_ I.. .i..•:. �-._.. I.......I_ �I..'• ....I..:_ �I ._,.,._ _...I_:I , •' . _I._. •�� i::l:_:I..I � •11.......I... I I:..-...'r.i ! ! . L i. I.1..' I I � I..I .,..:�I:_.l.:l- I I . _.__..I_.. •.�I _.i.l.•:,.) I I i �. I •�:•1..1.•:.:..�:.I.i... 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FlIa�C:lUseafmikedlD000ME-iIENER_CA-:1116807.4 ENERCAining:W;;t,_:titi-2016, nullLC,INC963d.1G10,91,Vei616.10,31$,4`` 1 ii i Description : Generator shelter- Enclosure Wall Criteria - 705 psf OK Retained Height - 0.00 ft Wall height above soil - 8.00 It Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 In Water height over heel - 0.0 ft Vertical component of active Footing Shear @ Heel - Lateral soil pressure options: Allowable = NOT USED for Soli Pressure, Sliding Calcs (Vertical Component NOT Used) NOT USED for Sliding Resistance. NOT USED for Oveauming Resistance. `Surcharge Loads - 0.0 lbs Surcharrgge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = • 0.0 psf Used for Sliding & Overturning ....for 1.5:1 Stability - Axial Load Applied to Stem Load Factors - Axial Dead Load - 0.0 lbs , Axial Live Load = 0.0 lbs Axial Load Eccentricity _ 0:0 In Des' rt summary Wind, W Wall Stability Ratios Seismic, E Overturning = 4.06 OK Sliding - 2.03 OK Total Beadng Load - 1,524 lbs ...resultant eco. - 18.74 In Soil Pressure @ Toe = 705 psf OK Soil Pressure @ Heel = 0 psf OK Allowable - 2,000 psf Soll Pressure Less Than Allowable ACI Factored @ Toe - 848 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe - 0.0 psi OK Footing Shear @ Heel - 8.4 psi OK Allowable = 82.2 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 150.2 Ibs less 100% Passive Force = - 0.0 lbs less 100% Friction Force . - - 301.0 lbs Added Force Req'd - 0,0 lbs 01K ....for 1.5:1 Stability - 0.0 lbs. OK Load Factors - - - Dead Load 1.200 Live Load 1,600 Earth, H 1,600 Wind, W 1.600 Seismic, E 1.000 Soil Data _ Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method 0.00 ft Heel Active Prgssure = 45.0 psffft Toe Active Pressure - 30.0 psffft Passive Pressure = 389.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Fig & Soil = 0.200 Soil height to Ignore 24.00 for passive pressure = 12.00 In Lateral Load Applied to Stem Design Data Lateral Load - 0.0 pif ,..Height to Top = 0.00 fr ..,Height to Bottom = 0.00 ft Wind on Exposed Stem = 24.9 psf Calculations perACI 318.11, ACI 536-11, IBC 2012, CBC 2013, ASCE 7-10 Adjacent Footing Load _ Adjacent Footing Load - 0.0 lbs Fobting Width 0.00 ft Eccentricity = 0,00 in Wall to'Fig CL Dist - 0.00 ft Footing Type line Load Base Above/Below Sol] _ 0.0 ft at Back or Wall . Polsson's Ratio 0.300 Stem Construction ] t�Stem- Stem OK Design Height Above Ftg ft= 0.00 Wall Material Above "HV = Masonry Thickness in= 8.00 Rebar'Slze = it 5 Rebar Spacing In = 24.00 Rebar Placed at = Edge Design Data fb/FB +fa1Fa = CA04 Total Force @ Section lbs = 142.7 Moment.... Actual fl -1= 570.9 Moment.....Ailbwable ft I = 1,231.2 Shear,..,. Actual psi = 2.3 Shear..... Allowable psi = 38.7 Wall Weight psf= 78.0 Rebar Depth 'd' In= 5,25 Lap splice If above In= " 30.00 Lap splloe.lf below In= 6.39 Hook embed into footing In= 6.39 Masonry Data f m psi = 1,500 Fy c psi = 20,000 Solld 'Grouiing = Yes Modular Ratio'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. In= 7.60 Masonry Block Type = 2 Masonry Design Method = ASD Description : Generator Shelter- Enclosure Wall Footing Dimensions & Strengths �:] Toe Width = 0.00 it Heel Width = 6.00 Total Footing Width = 6.00 Footing Thickness = 12.00 In Key Width 0.00 In Key Depth - 0.00 In Key Distance from Toe = 0.00 ft t'c = 3,000 st Fy = 60,000 psi Footing Concrete enslly = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm,= 3.00 In Footing Design Results Toe Factored Pressure - 848 Mu', Upward - 0 Mu': Downward = 0 Mu: Design = 0 Actual 1 -Way Shear - 0.00 Allow 1 -Way Shear = 0.00 Toe Reinforcing = # 7 @ 16.00 in Heel Relnforeing = # 6 @ 16.00 In Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe; Not req'd, Mu < S * Fr Heel. Not req'd, Mu < S' Fr Key; No key dented Summary of Overturning & Resisting Forces & Moments .....OVERTURNING...., Force Distance Moment Item lbs f% it -lb Heel 0ppsf 0 ft Ib 0 ft -Ib 913 ft -Ib 8.42 psi 82.16 psi Heel Active Pressure = 22.5 0.33 7.5 Soil Over Heel - Surcharge over Heel = Sloped Soil Over Heel - Toe Active Pressure = -15.0 0.33 5.0 Surcharge Over Heel = Surcharge Over Toe - Adjacent Footing Load = Adjacent Footing Load = Axial Dead toad on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = 142.7 - 5.00 713.6 Soil Over Toe = Total - 150.2 O.T.M. = 716.1 ResistinglOverturning Ratio - 4.06 Vertical Loads used for Soil Pressure = 1,524.0 lbs slmlkaMDOCUME-11ENERCA-i%168478.-I.EC6 •; INC. 19a2016, BuIld;6.16.10.31. Ver:6.16.10.31 ' • .....REstsrffut;..... Force Distance lbs _ _ft .- 0.0 3.33 Surcharge Over Toe = Stem Welght(s) = 624.0 033 Earth @ Stem Transitions = Footing Weight = 900.0 3.00 Key Weight Vert. Component = Moment ft -lb 0.0 206.0 2,700.0 Total 1,524.0 lbs R.M. = 2,908.0 * Anal live load NOT i�c-Juged In total disClayel, of used for overturning res stance, but Is Inc u e for soil press re ca cu atron. CEMAIL&% PACW�E An Engineering Services Company 5U8OMeadows Road "Sulte 345 Lake Oswego, OR 97035 Phone: 5O0.h0tO2X2"Fam�B0.SQ7,7G6G J08 NO. JOBNAME LS, SHEET NO. ---''----SLul— --__ ' --Op ----- —'— CALCULATED BY_ W ___ DATE CHECKED BY -16 (77 47 al PACE An Engineering ServIces Company 6000 Meadows Road - Suite 345 Lake Oswego, OR 97035 - Phone: 503.597.3222, Fax: 503,597,7656 JOB NO, J � 0+0 JOB NAME ')-f SHEETNO, <3w2- — OF CALCULATED BY 1 DATE' /Q/V- CHECKED BY DATE I T ': � Li 11 -FT I I f :...:..j •:•: •I..IJ;��.: I.I.. j !.. ..� i. ,�.�.I. i I.l..l_.I_.._..... I.I; lotI. I•.��•f�•x� �.� .. .I. ._I... I '..` I ... _ I _(. _ .. I. ..I..l...f __ ........1_..i. A�, 4. j,_�: I I.._I..I. I. I .I- j... • ..I. 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I I I N� PACE An Englnearing Services Company 5000 Meadows Road s Suite 345 Lake Oswego, OR 97035 Phone: 503,597.3222 - Fax: 503,597.7655 JOB NO. I c; F5 JOB NAME SHEET NO. OF CALCULATED By DATE CHECKED BY DATE ►.i I.I El k' i � � , i...l: �.�:::;.., •.L....:i..a :�:.::�: a.•�. �� �L.�.•�:.I � .:I:.l:l '....L::�•:�� j I•:.� ......, F7 I 1� .... .� I...I�`�::�...I...) ..l..I..f ...._(� -' .I ......! ..� J 1:1. ... �..y_. I ....I..I... . +.._! .. L' jj 7 I 1 I I 1 L_ I 'I f l 112 . I. 11 ..., S I . I II {. ( I I I I' I L i I. I �I. i .L. I- I. .I. !.. { l� (I I I I_. �..s.. _....I..., � I . I J. I ,.I". I I I ...L. ;..._I.. t. I I. !....I. I ; ...,... I! . L. �...i. I�. i , I I.... I ii. �h15 " b�S(�u � 3 �I � .�� 1 _. � I I 'Sk ( 1 I . I .I. I _l I I ._ ..! I. ... .. .. I. , J _ I I � I i ..I I , I I 1 ''IF I .i I I I f .I Fl .I . { I , 6L I .� � _ ...._.I-.. I F _ 1. .. _ _ I . I.. I ... I - -- -. I � . I . _. _ .... � I ... �. !. tl'l�vu �I l f I I I .. I I I .I ....! . ... I .I . _.......I . .. ... I I I .. _. � , I I � I ...I .I . I. . ! � . I . _..I �.i__ __I ...1......_1_...1.1 I I . !III .I.. -..J_ _!. I_.I _ _I._+.,_I.. I I .1.. F ..-,I.._ ...,.. i ► I I I J- I IF (PACE An Engineering Services Company SOOOMeadows Road , Suite 845 Luke Oswego, OR 97086 SHEET NO, 54 —OF CALCULATED BY A6 DATE CHECKED BY U 73 CPACE xnErgieerinoServices Company SUUOMeadows Road ^ Suite 84S Lake Oswego, OR 97085 Phone: 503,697.3222, Fax: 503.697.7655 JOB JOB NAME SHEET NO. OF CHECKED BY DATE FS Ll Ij 111'fasonkySliiderWalt.''' KW -06003240 Description ; Endwall (OOP) Mean Ht =17.22' Code References Calculations perACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General information _ Construction Type: Grouted Hollow Concrete Masonry Pm 1.50 ksl Mom. Wall Thickness Fy-Yield = 60.0ksl Actual Thickness Fr- Rupture = 61.0 psl Rebar "d" distance Em = f m * = 900.0 Lower Level. Rebar.. . Max %of p bal. = 0.1211 Bar Size # Grout Density = 105 pcf Bar Spacing Block Weight Normal Weight Wall Weight = 56.0 psf Wall is grouted at rebar cells only One -Story Wall Dimensions A Clear Height = 17.220 ft B Parapet height = ft B Wall Support Condition Top & Bottom Pinned f - 5Worn 18.10.31, Ver.B.16.10.31 `' Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 B In Temp Diff across thickness = deg F In Min Allow Out -of -plane Deft Ratio = 150 3.8125 In Minimum Vertical Steel % - 0.0020 5 24.0 In Vertical Loads Vertical Uniform Loads , .. (Applled per foot of Sfdp Wid(h) DL: Dead Ledger Load Eccentricity 5.50 In 0.1170 Concentric Load goof Liv U: Floor Llye S : Snow W: Wind kIR klft Wind Loads., Selsmtc Loads Full area WIND toad 19.340 psi Wall Weight Selsmtc Load Input Method: Seismic Wall Lateral Load Fp 1.0 Direct entry of Lateral Wall Weight 25.840 psi 25.840 psi Descriptlon ; Endwall (0013) Mean Ht =17.22' DESIGN SUMMARY Goveminq Load Combination ... PASS Moment Capacity Check +1.20D+0.50L+0.20S+E+1,60H PASS Service Deflection Check E Only PASS Axial Load Check +1.20D+0,50L+0.20S+E+1.60H PASS Reinforcing Limit Check Design Maximum Combinations • Moments Load Combination +D+H at 9.76 to 10.33 +p+L+ H of 9,76 to 10.33 +D -4.r -+H at 9.76 to 10.33 +•p+S+H at 9.76 to 10.33 +D40.750Lr+0.750L+H at 9.76 to 10.33 +W,750L40.750S+H at 9.76 to 10.33 +D+0.60W4H at 8.61 to 9.18 +0+0.70E-411 at 6.61 to 9.18 4D+0.750Lr+0,750L+0A50W+H at 8.61 to 9.1 +D+0.750L+0.750S40A50W+H at 8.61 to 9.1 +D+0.750L40.750S40.5250E+H at 8.61 to 9. +0.60D+0.60Wt0,60H at 8.61 to 9.18 +0.60D40.73E+0,60H at 8.61 to 9,18 D Only al 9,76 to 10.33 W 7 :.':::: ; ••; :. i :: `:';`•c ••?:: ': '; ";. ENERCALC, INC. 16.10.31 Axial Load Load Combination Pu 0.2*fm*b*t _ k k +1,40D+1.60H at 16.65 to 17.22 0.209 18.720 . +1,20D40.50Lr+1.60L+1.60H at 16.65 to 17. 0.179 18,720 44,20D+1,B0L+0.50S+1.60H at 16.65 to 17.2 0.179 18.720 +1.20D+1.60Lr+0.50L+1.60H at 16.65 to 17. 0.179 18.720 +1,200+1,60Lr+0.50W+1.60H at 8.61 to 9,18 0.719 18,720 +1.20D40.50L+1.605+1.60H at 16.65 to 17.2 0.179 18,720 +1,200+1.60S40.50W+1.60H at 8.61 to 9.18 0.719 18,720 +1,20D40.50Lr40.50L+W+1.60H at 8.61 to 9. 0,719 18.720 +1.20D+0.50L+0.508+W+1,60H at 8.61 to 9.1 0,719 18.720 +1.20D40.50L40,208+E+1.60H at 8.61 tb 9.1 0.719 18.720 40,90D+W+0.90H at 8.61 to 9.18 0,539 18.720 +0.90D+E40.90H at 8,61 to 9.18 0.539 18.720 Design Maximum Combinations - Deflections Load Combination +D+H at 9.76 to 10.33 +p+L+ H of 9,76 to 10.33 +D -4.r -+H at 9.76 to 10.33 +•p+S+H at 9.76 to 10.33 +D40.750Lr+0.750L+H at 9.76 to 10.33 +W,750L40.750S+H at 9.76 to 10.33 +D+0.60W4H at 8.61 to 9.18 +0+0.70E-411 at 6.61 to 9.18 4D+0.750Lr+0,750L+0A50W+H at 8.61 to 9.1 +D+0.750L+0.750S40A50W+H at 8.61 to 9.1 +D+0.750L40.750S40.5250E+H at 8.61 to 9. +0.60D+0.60Wt0,60H at 8.61 to 9.18 +0.60D40.73E+0,60H at 8.61 to 9,18 D Only al 9,76 to 10.33 W 7 :.':::: ; ••; :. i :: `:';`•c ••?:: ': '; ";. ENERCALC, INC. 16.10.31 Axial Load 1 Results reported_ for "Strip.Width" of 12.0 in Pu Actual Values . , , I gross Allowable Values . . k -ft -Maximum Bending Stress Ratio = 0.3948 in"4 0.535 Max Mu 1,034 k ft Phi * Mn 2.619 k -ft 0.47 Actual Dell, Ratio U. 274 Allowable Dell, Ratio 150 0.03 Max. Deflection 0.7545 do 0.47 0.03 353.60 Max Pu / Ag 11.522 psi Max, Allow. Dell. 1,378 In 353.60 Location 8.897 ft 0,2 * f m 300.0 psi 0,699 Controlling As/bd 0.003388 As/bd 0.1211 rho bal 0.1212 0.599 Maximum Reactions ... for Load Combinaffoff 0.71 353.60 Top Horizontal E Only 0.35 0.2225 k 8 0.599 Base Horizontal E Only 353.60 0.2226 k 0.47 Vertical Reaction +D40,60W+H 0.359 1.081 k 0.45 353.60 Results reported for "Strip Width" 12 in. 0.70 Moment Values 0,535 0,6 Mcr Mu Phi Phi Mn As As Ratio rho bal k4t k -ft Ic-fl In^2 0.00 0,00 0.47 0.08 0.90 2.50 0.155 0.0034 0.1211 0.47 0.05 0190- 2.49 0.155 0.0034 0.1211 0.47 0.06 0.90 2.49 0.155 0.0034 0.1211 0.47 0.06 0.90 2.49 0.155 0.0034 0.1211 0.47 0.39 0.90 2.62 0.155 0.0034 0.1209 0.47 0.06 0.90 2.49 0,155 0.0034 0.1211 0.47 0.39. 0.90 2.62 0.155 0,0034 0.1209 0,47 0,77 0,90 2,62 0.155 0,0034 0,1209 0,47 0.77 0.90 2,62 0.155 0.0034 .0.1209 0,47 1.03 0.90 2.62 0.155 0.0034 0.1209 0.47 0,76 0.90 2.58 0.155 0.0034 0.1210 0.47 1.01 0.90 2.68 0.155 0.0034 0.1210 Results reported for "Strip Width" =12 In. Axial Load 1 Moment Values I cracked Pu Mor I Mactual I gross k k -ft k -ft in"4 0.535 0.47 0.03 353.60 0.535 0.47 0.03 353.60 0.535 0.47 0.03 353.60 0.535 0.47 0.03 353.60 0.535 0.47 0,03 353.60 0,535 ON 0103 353.60 0,699 0,47 0.46 353.60 0.599 0,47 0.71 353.60 0,599 0.47 0.35 353,60 8 0.599 0.47 0.35 353.60 0.599 0.47 0.63 353.60 0.359 0.47 0.45 353.60 0.359 0.47- 0.70 353.60 0,535 OA7 0,03 353.60 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0,00 Stiffness I cracked I effective In^4 In"4 _ 30,93 353.600 30.93 353.600 30.93 353.600 30.93 353.600 30.93 353.600 30,93 353.600 31.08 353.600 31,08 34.120 31,08 353.600 31.08 353.600 31.08 45,047 30.51 353.600 30.51 33.858 30.93 353.600 0.00 D,000 0.00 0.000 Deflections Deflection Defl. Ratio k 0,004 55,776,4 0.004 55,776.4 0.004 56,776,4 0.004 55,776.4 0.004 55,776.4 0,004 55,776.4 0,052 3,981.9 0,367 563.1 0,040 5,187.7 0.040 51187.7 0.113 1,830.9 0.050 4,106.0 0.343 602,6 0.004 55,776,4 0.000 0.0 0.000 0.0 . y':..t.•L,'.: 1: �,1•: it •: '. t.•i.' .:�t ::.:7!: .:1 .` 4.... `M;asonry.SIo deij �filall. :::��:::; ::....::;1 Description : Endwall (OOP) Mean Ht=17,22'• Results reported for "Strip Width" =12 in. Stiffness Design Maximum Combinations - Deflections Deflections I gross I cracked I effective I Axial Load in^4 Moment Values Load Combination Pu I Mor Mactual 0,000 0,0 k 29,64 Wt 10 353,60 0,000 30,595 0.00 0.00 W Only at 8.61 to 9.18 0.000 0.000 010 0.47 0.72 E Only at 8.61 to 9.18 0.000 Top Horizontal 0.47 0.96 0,00 0.000 1.081 k 0.00 0.00 Reactions -Vertical & Horizontal 1.081 k 0,00 k Load Combination Base Horizontal 0,00 +D+H 1.081 k 0.0 k k +D+L+H 0,0 k 1,081 k +D+Lr+H 0,10 0.0 k +04," k 0.0 k 0.07 +D40,750Lr4750L+H 1.081 k 0,0 k k +D+0.750L+0,750S+H 0.0 k 1.081 k +D+0,60W+H D,10 0.1 k +D40.70E+H k 0.2 k 0,00 +D+0.750Lr+0.750L+0.450W+H 1.081 k 0.1 k k +D40.750L+0,750S+0.450W+H 0.1 k 0.000 k +1340,7501-+0,7505+0.5250E+H 0,00 0.1 k 40.60D40.60W+0.60H k 0.1 k 0.22 +0.60D+0,70E+0.60H 0.000 k 0.2 k k D Only 0.0 k Lr Only 0.0 k L Only 0,0 k S Only • 0.0 k W Only 0.2 k E Only 0,2 k H Only 0.0 k w8 Rie=Y;MfiKEPI�-IWNERCA-11158478-I,EC6 NERCALCq INC. 1263-7016, Hudd:$ M10.31, Ver.E.16,1011 Results reported for "Strip Width" =12 in. Stiffness Deflections I gross I cracked I effective I Deflection Defi. Ratio in^4 In14 In"4 In 0.00 0,00 0,000 0,000 0,0 353,60 29,64 32.539 0.381 542.9 353,60 29.64 30,595 0,755 273,9 0,00 0,00 0.000 0.000 010 Results reported for "Strip WNW' =12 in. - Top Horizontal Vertical @ Wall Base 0,00 is 1.081 k 0.00 k 1.081 k 0,00 k 1,081 k 0,00 k 1.081 k 0,00 k 1.081 k 0,00 k 1,081 k 0,10 k 1.081 k 0,15 k 1.081 Ic 0.07 k 1.081 k 0.07 k 1.081 k 0,11 k 1.081 k D,10 Ic 0.649 k 0.15 k 0,649 k 0,00 k 1.081 k 0.00 k 0.000 Ic 0.00 k 0.000 k 0,00 k 0,000 Ji 0,17 k 0,000 Ic 0.22 k 0.000 k 0,00 k 0,000 k r.PACE An EnUlnuaring Servlces Company 5000 Meadows Road , SQtte 345 Lake Oswego, OR 97035 Phone: 503,597,3222,1 Fax: 603.597.7655 JOB NO. -Li(3 JOB NAME SHEET NO, CALCULATED BY ---AO CHECKED BY OF DATE DATE - 1111�11_II - •1. IVAh . I � ! ► .. (.sP Illll►.I�1.,.III�II fpr - .. t� ,d41H, ..... .Ji�.t......,. ! ! !. !.. ;,..I E.!lil!I-�-_ELI�L•I.IL-,1111!! I.. .I I I .!.. If I ! .I.. ! l.. I �IkI.. I }� .r....i� I...:. l I.. I.. ! .�. Tin ..I �._ . i ..l I!II _ !1 IA ?T1 E �I E .... .. ..I_...I _ I_ I._ I . I.:I . I. I .. ...•I� ..... I .. ....�!.1 �...�..I_ .a .�...I__I... .� . .. ����!. I c,�� l...I..�. L .l � � ��! �. .. _. ..I � 1_.I._ I .._J I.I.. ...!....� ..._ ..i ...((._! I ! I I.....I.::I , I._...., .... .._ . _,._.....I I.... ! .�_ . ! ....� . :� I I I►! � III I II.. !.. .l l....�1._1 I�,A, II11! ...ISft�l.l... I.l... I .._J! ILII 7 � �� r I I f l l, J -.j PIP 0,11 . . . . . . . . . . . . . . . . . . . . . . . . . . �s Irl � il� III ! II I I I!f II II I ! IIIIE III I PACE Engineers, Inc. Project Title; 57th Pump Station 5000Meadows Road, Suite 346 Enr)Ineer; MD Project ID: 16847 Lake Oswego, OR 97035 Project Descr: rPACE P: (503) 697-3222 1L F: (503) 697-7655 M Fngmaerinp services company wwuw.naraanars mm Pdnled:13MAY 2016. 3:03P Description : Lintel at Rollup Door Code References Rebar Size _ Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE'7-10 8 In General Information _ Pin -Pin I'm 1,500.0 psi Clear Span fy 60,000.0 psi Beam Depth Em = I'm * 900.0 Thickness Wall Wt Mult 0,8810 End Fixity Block Type Normal Wt Equiv. Solid Thick Lateral Wind Load 19,340 psi Wall Weight Lateral Wall Weight Seismic Factor 0.3420 E Calculate vertical beam weight? • No n I Point Loads 14.0 ft Rebar Size 3.0 ft # Bars EIF 8 In Top Clear Pin -Pin Bim Clear 7.60 In # Bar Sets 74.004 psf Bar Spacing 1,350.0 ksl Shear Relnf Bar Size 21.481 Shear Reinf Bar Spacing Pt Load: D(0.8240) S(iP6020d: D(0.8240) S(1.372) Distance #1 5.0 ft #2 11.333 ft #3 ft #4 ft DESIGN SUAWARY Max mum Stress Ratios... Mu / Phl*Mn Vu 1 Phi*Vn Maximum Tension As 4.0 1 4.0 In 4.0 In 4 4.50 In # 3 24.0 in f� Allowable r r for Load Combinatlon Ir ■ 0.0 psi Lee - Dead Load L: Floor Live Lr: Roofl iy S : Snow W: Wind E: Earthpuako 0.8240 1.372 k 0.8240 1.372 k k k Verdca Lateral Combine Maximum Moment ctual Allowable k ft 0.0 0,0 d.o :1.00 Vertical Loads 0.0 k -ft 0.0 k -ft for Load Combination: 0.0 0,0 0.0 :1.00 Lateral Loads 010 V 0.0 for Load Combination : ctua Allowable 0.40 InA2 1.742 InA2 Minimum Mn =1.3 * For * S = 17.843 Wt Vertical Strength As - (per bar set at one side of beam) 0.40 IO2 Phi * Mn - 88.957 k -ft Notel Strength uses two bottom barsels. Detailed Load Combinatlon Results _ Load Combination Mmax Mallow kft k -ft Maximum Shear Actual Allowable Vertical Loads 0.0 psi 0.0 psi for Load Combinatlon Lateral Loads 0,0 psi 0.0 psi for Load Combinatlon : Lateral Strength (Checking lateral bending for span) As - (all bar sets at one side of beam) 0.80 InA2 Phi * Mn 7.689 k ft Notet Strength uses barsel on each We of bean?. Vertical Lateral _ fv : Vert Fv : Vert Mactual Mallow fv FV PSI psi k -ft k ft psi' psi PACE An Engineering Serylces Company 5000 Meadows Road • Suite 345 Lake Oswego, OR 97035 Phone: 503.597.3222 - Fax: 503.597.7655 rt)N 0 t-5-' Nt) VV,4..I-L i No. 15'K4"-7 JOB NAME c'7q" j" :S7'. IQ f a1 ° Tt€�NG� t 1 SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE -.► r�►^�i,/T tztC�`y :3 otlW 0- 35, 1,3C> P-Vt+ Urr/ON ftfrZ. P5C.E 7--/0 :3.72- I gnn::�' Pte' F PACE An Engineering Services Company 5000 Meadows Road - Suite 345 Lake Oswego, OR 97035 Phone: 503.597.3222 - Fax: 503.597.7655 Pte- 5/, l k a l I Y3, 77,E _ JOB N0. '1 S R JOB NAME 5 7 'tti'(04P� 7l-, %FJ -- 6 Qa SHEETNO.. FZ__ ___OF, _ CALCULATED BY DATE. CHECKED BY _ DATE sir; l /'Y2'. 7;70--'P" , z02-0 P'SF 4 V, =-w P.5-�C. ✓z') t er I.� ,�_P+ ca - kAVAr`(ZCv--> \ (CvEplr-�� �c�wo J (PACE An Engineering services company 5000 Meadows Road a Suite 345 Lake Oswego, OR 97035 Phone: 503.597.3222 a Fax: 603,597.7655 JOB NO. IOU JOB NAME SHEET NO.. OF -- CALCULATED BY DATE t CHECKED BY DATE Pt VI..I...I. I i (..l-._. I I ... i._. I. . . _.. .. I I. ... L.I_ ! � I I•..L..E._I.. L.�,�,p I. t...l _ L..�_.....I. I . - . ►..j.-�.I. .....I ..I --.....I s� _ I.... _.J .I_... I w�� � I I . I.._ ._ L_� I L (�. I I..I- I..I' ( .._ ...1..I...I ... ... l -, .I 91 �. I �-I-: �'i°.� J� I........ : I._I__...I_ I ..��I � h I.....I I. ,�� �.I LT Mir ..I_I III I .� 11. - .. __... ,_.L..J....1....1 - �;-�...I. f -..t-- L J. -. I............J _ I ..I....._ I .. i � � r . I : ��� •I� , �. I �:�._:E .. (. I I : __ _._ I ...I ._ i..: ....: I .... . .....L::: _I_� ._.I_..: I ..._. --• ---1... ... __.._......_L_I� ..... , a---�.-_�-.-...I_. I ...L....._....._. I.:F . ......_ ..I_ ... .L:.�.. _.I.. l..l....l . .. Z41 A d -r L I A 12 L A.— I_. _.._ _ _ .... _. IT15 ._ _ ._ I I. ��. _ _ e-._ . __--... l _ ._ _. _ _....I __-_- I_ ,--...... I . t-.� I L5� Jt �.-!- 1'i ..?�{C7 ; I I.. -I .I....y... 45 PACE An Engineering Services Company 5000 Meadows Road a Suite 345 Lake Oswego, OR 97035 Phone: 503.697.3222 @ Fax: 503,597.7855 JOB NO, —6941 JOB NAME -52 SHEET NO. , - 1-, 5 OF CALCULATED BY - V% — DATE I/C.S/1 -- CHECKED BY DATE .1._:....i L J 7�-H . �... I I . 1 I [..I..I .... ... tlbr4L��.. __ ....--- .. � _ J . I, I l_ .... I..i . {...Q: __._ .I.. I_. r. I. ... I . I. 1 .... i.. I I . L...� e;�lu: ...I.. .1.. .I I. I �� { 1c�re.. .. . I �.I .... _ I I ..... I .I �..f. I ,� .�_. 1 I I ..,i .I ._.._ !. f I...11... L I ! i I... .. .... ... .... .I:..:_i ':j Ilia L•:�.._:(;.• ,� (/ ..�. I_� :L.(�1.1=..1�:1 . I:J.-I-�..:..:...:� �•.i ...:•,....{..{.i i..l:�. I �l�.l. UI� - L.I 1,��. t2�1 I. I►.I.I...l.._...� �.f. , 1- - -._I.. I ._ 171. oto .I . _ .._.... . _J__ ....I.. _.. _.._I_ I { .I . I I...... ..�.._I_.....I ..........III . F :_I_.:'::�: 1. 7. 1:1 is:I !�.I:--f::�-.1..::: ' I _ -: -.:.- ' is -:.�.1:-:{�...�...:..�...�•..�...� �. _:��:_:- el ^I.._i ..:I =• ::: I::.-I..�:::__�.::I.._1 -I...;�:; _!.. ��.-.I -1:--i-� :�-; �:.:: :. I.:::::: -1::' ._._�- :I-.�::I::.l _:.�I..: I_.I.._�:_�_:i... .►..1. II � r.l_1...1__I.�.__1._{_ i.. I...........I_ _. �!.�. I.I.... �. �� f . I. -I. __..E I . I. I I �.I.(...I..) I ..,I ,I. I .L....I..I {. I I, _. ...� ... _ . ..i ..I I . I .I_ ..... I... I_. . . _..... _. I ... _ ... _.I-- - _ i �....�._......I—I-.-_- .1.1....1_.1_ __ ---.I._...I _ __...._ i.._. I ._........ ...._l.._I_.. --__-- i I. I._�s_ __-•-J__... •--...L.-._-- I . 1.__ .I_�1 7 � •- � - _ --�- - cam.. - -..__ I .I.1.I_._ _ _•..__._ . . . . . . ...... .......I....... _.--- I . - - � I I � � - T] 1-1. 1A. I - .1 'T' PACJN. 18887 An Engineering Services Company BY AVK JOB DESCRIPTION South Hills Pump Station SHEET Rio I— CALCULATION FOR MODULAR BLOCK WALL CHECKED BY TYPICAL WALL SECTION X' PACE An EngIneerin0 Services Company JOB DESCRIPTION South Hills Pump Station CALCULATION FOR 3.75' MODULAR BLOCK WALL Ultrablock Lock -Block Gravity Wall I. Determination of Structural Dimensions JN. 18887 BY AVK DATE SHEETZ CHECKED BY DATE H,N = Inclined Height of Wall = 3.75 ft Hemb = 12 inches (typical) 12 inches He = HN, cos a - Hemb = 2.7 ft H = He + Hemb + Bb sin a = 4.3 ft Bb = Bottom Width of Wall = 5 ft Bt = Top Width of Wall = 2.5 ft a = Wall batter measured clockwise from the vertical = 7.12 deg B = Inclination of back of wall measured clockwise from horizontal plane (deg) = 90 + a - tan-' (Bb7Bt/H4,) 63.4 deg R = Inclination of ground slope behind wall= 26.6 deg 11. Determination of Earth Pressures q = Surcharge Earth Pressure 0 psf Y = Soil Unit Weight = 110 pcf = Friction angle of retained soil = 32 deg S = Friction angle between two dissimilar materials = 3/4 0 _ .24 deg Ke = Active earth pressure coefficient = sin2(o+�) K. = i sin20•si�8—S 1+ s• �+S s' � (3 sin(6—S)sin(A+�3) = 1.067 P = Resultant of active earth pressure = KAyH2/2 = 1106 plf PH = Horizontal component of P = P cos(90 - 8 + b) = 703 plf Pv = Vertical component of P = P sin(90 - 8 + 6) = 855 plf PS = Surcharge Force = gHKA= 0 plf PT = PH + PS = 703 plf 12/6/2019 PACE An Engineering Services Company JOB DESCRIPTION - _South Hills Pump Station _ CALCULATION FOR 3.75' MODULAR BLOCK WALL III. Evaluation of External Stability Ilia. Center of Gravity of Wall MASS UNIT AREA .X'i (sq ft) (ft) Block 1 Block 2 Block 3 Block 4 Block 5 Block 6 Soil 1 Soil 2 12.5 2.5 1.25 3.125 1.25 3.125 3.125 3.75 3.125 0 0 0 0 TOTAL 7.5 JN. 18887 BY AVK DATE 12/6/2019 SHEET K w 3 CHECKED BY DATE WEIGHT MASS MOMENTX' MASS MOMENTY' (k/ft) (k; -ft per lineal foot) (k -ft per lineal foot) 1.75 4.375 2.188 0.4375 0,547 1.367 0 0.000 0.000 0 0.000 0.000 0 0.000 0.000 0 0.000 0.000 0.34375 1.289 1.074 0 0.000 0.000 2.53125 6.211 4.629 x' = 2.454 y' = 1.829 a = Horizontal arm of W measured from toe in XY planes _ (cos a)()' + y' tan a) = 2.661 It b = Vertical arm of PH measured from toe in XY planes = H/3 - Bb sin a = 0.827 ft e = Horizontal arm of Py measured from toe in XY planes = Bb sin (90 - a) - H/3 tan (90 - 8) = 4.238 ft Illb. Evaluation of Overturning Stability Sum moments about the toe MR = Resisting Moment = Wa + Pv e = 10.358 k -ft per lineal ft. Mo = Driving Moment= PH b + Ps H/2 = 0.581 k -ft per lineal ft. Factor of Safety against Overturning, FSO = MR/MD = 17.821'>2 OK IIIc. Evaluation of Sliding Stability f = Coefficient of friction between wall and foundation soil = tan 5'= 0.445 N = Reaction at base of wall WCOS a+PvCOS a+PT sin a= 3.447 k/ft Fr = Sum of forces providing resistance to sliding N f + W sin a + Pv sin a = . 1.954k/ft Fd = Sum of forces driving the wall in sliding PT cos a= • 0.697 k/ft Factor of Safety against Sliding, FSS = F, / Fd = 2.803 >1.5 OK 6;�A-C�l _ An En9lnearin0 Servlcea Company JN. 18887 BY AVK _ DATE 12/6/2019 JOB DESCRIPTION South Hills Pump Station SHEETQ W CALCULATION FOR 3.75' MODULAR BLOCK WALL CHECKED BY DATE [lid. Evaluation of Bearing Capacity and Foundation Stability Elf = Width of wall footing = Bb + 0.5 ft = 5.5 ft y = Soil unit weight for embedment soil = 110 pcf (D = Friction angle of foundation soil = 32 deg' c = Soil cohesion = 0 psf q = Surcharge = y(Hemb + base rock pad thickness) = 165 psf N,:, Nq, NY = 25.8, 14:72, 16.72, bearing capacity factors from table 4.4.7.1A from AASHTO 1996 Ultimate bearing capacity cN, + 0.5yBfNy + qNq = 7.487 ksf gall = Allowable bearing capacity = 4un / 2.5 = . 2.995 ksf Ecentricity and Bearing Pressure Summing moments about the center of the footing base, N = Wcosa+PVcosa+PTsina= 3.447 k/ft Nv = N cos a = 3.420 k/ft NH = N sin a = 0.427 k/ft X = Horizontal distance of normal force from toe = Wa+Pve-PHb-PSH/2 Nv + NH tan a = 2.815 ft ex = measured along the plane parallel to the base of wall = Bb 2 - X/cos a _ . -0.337 ft Bb/3 < X/cos a, and Bb -X / cos a < 2Bb/3 1.7 < 2.837 OK 2.19 < 3.333'OK gmax = Maximum bearing pressure (N/Bb)(1+6ex/Bb) = groin = Minimum bearing pressure (N/Bb)(1-6e,/Bb) = 0.411 ksf 0.968 ksf < gall, OK PACE An Enginaering Sarvicea Company JN. 18887 BY. AVK . DATE _1216/2019 JOB DESCRIPTION South Hills Pump Station SHEET W CALCULATION FOR V MODULAR BLOCK WALL CHECKED BY DATE Ultrablock Lock -Block Gravity Wall 1. Determination of Structural Dimensions H„, = Inclined Height of Wall = 5 ft Hemb..= 12 inches (typical) 12 inches He = H,,, cos a - Hemb = 4.0 ft H = He + Hemb + Bb sin a = 5.6 ft Bb = Bottom Width of Wall = 5 ft Bt Top Width of Wall = 2.5 ft n = Wall batter measured clockwise from the vertical = 7.12 deg 9 = Inclination of back of wall measured clockwise from horizontal plane (deg) = 90 + a - tan-' (Bb-Bi/H,,,) 70.6 deg p = Inclination of ground slope behind wall = 26.6 deg II. Determination of Earth Pressures q = Surcharge Earth Pressure 0 psf 7 = Soil Unit Weight = 110 pcf (D = FrIgtion angle of retained soil = 32 deg S = Friction angle between two dissimilar materials =. 3/4 0 _ Ka = Active earth pressure coefficient =. S�Z(e+�) Ka =— - z Sine 9-s*—S. 1+ 0,834 P = Resultant of active earth pressure = KAYH2/2 = 1429 pif 'PH = Horizontal component of = P cos(90 - 0 + b) = 1037 pif Pv = Vertical component of P = P sin(90 - 9 + 8) = 982 pif P5 = Surcharge Force = gHKA= 0 pif PT = PH + PS =° 1037 plf 24 deg PACE An Engineering gervlcee Company JOB DESCRIPTION South Hills Pump Station CALCULATION FOR 5' MODULAR BLOCK WALL III. Evaluation of External Stability Ilia. Center of Gravity of Wall. AS$ UNIT: ;,AREA; X'I ` . . (sq JN. 18887 BY AVK DATE 12/6/2019 SHEET EW (0 CHECKED $Y DATE Y'I WEIGI-]T,. MASS MQMENNT-X',;;.::MASS MOMENT Y' (k -ft per lineal'foot�`ua-I k' t perl'ineafootl l: Block 1 12.5 2.5 1.25 1.75 4.375 2.188 Block 2 6.25 1.25 3.75 0.875 1.094 3.281 Block 3 0 0.000 0.000 Block 4 0 0.000 0.000 Block 5. 0 0.000 0.000 Block 6 0 0.000 0.000 Soil 6.25 3.75 3.75 0.6875 2.578 2.578 So112 0 0 0 0 0.000 0.000 TOTAL 8.75 3.3125 _ 8.047 8.047 )e = 2.429 Y= a = Horizontal arm of W measured from toe in XY planes = (cos a)()' + y' tan a) = 2.712 ft b = Vertical arm of PH measured from toe in XY planes - = H/3 -Bb sin a= 1.241 ft e - = Horizontal arm of Pv measured from toe in XY planes = Bb sin (90 - a) - H/3 tan (90 - 8) = 4.305 ft Illb. Evaluation of Overturning Stability Sum moments about the toe MR = Resisting Moment= Wa + Pv e = 13.211 k -ft per lineal ft. Mo = Driving Moment= PH b + P6 H/2 = 1.287 k -ft per lineal ft. Factor of Safety against Overturning, FSo = MR/Mo = 10.266 >2 OK IIIc. Evaluation of Sliding Stability f = Coefficient of friction between wall and foundation soil = tan b = 0.445 N = Reaction at.base of wall = W cos a + Pv'cos a + PT sin a = 4.390 .k/ft Fr m Sum of forces providing resistance to sliding N f + W sin -a + Pv sin a = 2.487 k/ft Fd = Sum of forces driving the wall in sliding = PT cos a = 1,029 k/ft Factor of Safety against Sliding, FSs = Fr / Fd = 2,416 >1.5 OK 2,429 PACE An Engineering Services Company JOB DESCRIPTION . South Hills Pump Station CALCULATION FOR 5' MODULAR BLOCK WALL JN. 18887 BY AVK DATE SHEET —Pw2 CHECKED BY DATE Illd. Evaluation of Bearing Capacity and Foundation Stability Bf = Width of wall footing = Bb + 0.5 ft = 5.5 ft V = Soil unit weight for embedment soil = 110 pcf 0 = Friction'angle of foundation soil = 32 deg c = Soil cohesion = 0 psf q = Surcharge = Y(Hemb + base rock pad thickness) 165 psf N,, Nq, NY = 25.8, 14.72,16.72, bearing capacity factors from table 4.4.7.1A from AASHTO 1996 Ultimate bearing capacity cNc + 0.5yBfNy + qNq = 7.487 ksf gall Allowable bearing capacity q„It / 2.5 = 2.995 ksf Ecentric4 and Bearing Pressure Summing moments about the center of the footing base, N = W cos a + Pv cos a + PT sin a = 4.390 k/ft Nv = N cos a = 4.357 k/ft NH = N sin q = 0.544 k/ft X = Horizontal distance of normal force from toe = Wa+Pve- PHb - Pg H/2 Nv + NH tan a 2.695 ft ex = measured along the plane parallel to the base of wall Bb/2 - X/cos a _ -0.216 ft Bb/3 < X/cos a, and Bb -X / cos a < 2Bb/3 1.7 < 2.716 OK 2.30 < 3.333 OK q ,ax = Maximum bearing pressure = (N/Bb)(1+6ex/Bb) = 0.650 ksf < gall, OK gmin = Minimum bearing pressure (N/Bb)(176ex/Bb) = 1.106 ksf 1 wrioni c PACE Inclined Height of Wall = An Enpinesrinp Services Company. A. 18$$7 12 inches (typical BY AVK DATE 12/17/2019 JOB DESCRIPTION South Hills Pump Station SHEET CALCULATION FOR 6.25' MODULAR BLOCK WALL CHECKED BY DATE Ultrablock Lock -Block Gravity Wall I. Determination of Structural Dimensions Hy, = Inclined Height of Wall = 6.25 ft Hemb = 12 inches (typical 30 inches He = HW cos a - Hemb = 3.8 ft H He + Hemb + Bb sin a= 6.3 ft Bb = Bottom Width of Wall = 5 ft Bt = Top Width of Wall = 2.5 ft a = Wall batter measured clockwise from'the vertical = 0 deg 0 Inclination of back of wall measured clockwise from horizontal plane (deg) = 90 + a - tan-' (Bb-Bt/H,) 68.2 deg R = Inclination of ground slope behind wall = 0.0 deg II. Determination of Earth Pressures q = Surcharge Earth Pressure 250 psf r = Soil Unit Weight = 11-0 pcf <D = Friction angle of retained soil = 32 deg S = Friction angle between two dissimilar materials = 3/4 ( = 24 deg. Ka = Active earth pressure coefficient = .746 plf PS S&(0+c ) X. = 2 757 pif PT sir? 0. sin(A—b 1+ si +S si (3 1483 pif OA85 P = Resultant of active earth pressure = KAyH212 = 1041 plf PH . = Horizontal component of P = P cos(90 - 8 + b) = 726 plf Pv = Vertical component of P = P sin(90 - 0 + 6) _ .746 plf PS = Surcharge Force = gHKA= 757 pif PT = PH + PS = 1483 pif PACE An Engineering Services Company JOB DESCRIPTION South Hills Pump Station CALCULATION FOR 6.25' MODULAR BLOCK WALL Ill. Evaluation of External Stability Ilia. Center of Gravity of Wall MASS UNIT AREA X'i (sq ft) (ft) Block 1 Block 2 Block 3 Block 4 Block 5 Block 6 Soil 1 Soil 2 JN. 18887 BY AVK DATE 12/12/2019 SHEET CHECKED BY DATE Y`i WEIGHT MASS MOMENTX' MASS MOMENTY (ft) (k/ft) (k -ft per lineal foot) (k -ft per lineal foot) 12.5 2.5 1.25 1.75 4.375 12.5 2.5 3.75 1.75 4.375 3.125 1.25 5.625 0.4375 0.547 0 0.000 0 0.000 0 0.000 3.125 3.75 5.625 0.34375 1.289 0 0 0 0 0.000 TOTAL 16.25 4.28125 10.586 X. = 2.473 y' _ a = Horizontal arm of.W measured from toe in XY planes = (cos a)(x' + y' tan a) = 2.473 ft b = Vertical arm of PH measured from toe in XY planes = H/3 - By sin a = 2.083 ft e = Horizontal arm of Pv measured from toe in XY planes = Bb sin (90 - a) - H/3 tan (90 - 8) = 4.167 ft IIIb. Evaluation of Overturning Stability Sum moments about the toe MR = Resisting Moment= Wa + Pv e = 13.696 k -ft per lineal ft. MO = Driving Moment= PH b + Ps H/2 = 3.878 k -ft per lineal ft. Factor of Safety against Overturning, FSO = MR/MD = 3.532 >2 OK 111c. Evaluation of Sliding Stability f = Coefficient of friction between wall and foundation soil = tan 5 = 0.445 N = Reaction at base of wall = WCos a+PvCos a+PT sin a= 5.028 k/ft Fr = Sum of forces providing resistance to sliding = N f + W sin a + Pv sin a = 2.238 k/ft Fd = Sum of forces driving the wall in sliding = PT cos a = 1.483 k/ft Factor of Safety against Sliding, FSS = Fr / Fd = 1.510 >1.5 OK 2.188 6.563 2.461 0.000 0.000 0.000 1.934 0.000 13.145 3.070 An Eaglnearinp Services Company JOB DESCRIPTION South Hills Pump Station CALCULATION FOR 6.25' MODULAR BLOCK WALL JN. 18887 BY AVK DATE SHEET �W IX2 CHECKED BY DATE Ilid. Evaluation of Bearing Capacity and Foundation Stability Bf = Width of wall footing = Bb+0.5ft= 5.5 It V = Soil unit weight for embedment soil = 110 pcf (P = Friction angle of foundation soil = 32 deg C = Soil cohesion = 0 psf q = Surcharge = y(Ha,,,b + base rock pad thickness) 330 psf Ne, Nq, Ny = 25.8, 14.72, 16.72, bearing capacity factors from table 4.4.7.1A from AASHTO 1996 q„i, = Ultimate bearing capacity cN, + 0.5yBfNy + qNq'= 9.915 ksf gait = Allowable bearing capacity = q„„/ 2.5 = 2.991 ksf Ecentricity and Bearing Pressure Summing moments about the center of the footing base, N = W cos a+ PV cos a+ PT sin a = 5.028 k/ft Nv = N cos a = 5.028 k/ft NH N sin a = 0.000 k/ft X = Horizontal distance of normal force from toe Wa+Pve- PHb - Ps H/2 Nv + NH tan a 1.953 ft ex = measured along the plane parallel to the base of wall = Bb/2 - X/cos a = 0.547 ft Bb/3 < X/cos a, and Bb -X / cos a < 2Bb/3 1.7 < 1.953 OK 3.05 < 3.333 OK q,a„ = Maximum bearing pressure = (N/Bb)(1+6e„/Bb) = 1.666 ksf < gall, OK qmi„ = Minimum bearing pressure (N/Bb)(1-6e,I13b) = 0.345 ksf 12112/2019 PAIGE An Engineering Services Company 5000 Meadows Road - Suite 345 Lake Oswego, OR 97035 Phone: 503.597.3222 - Fax: 503.597.7655 57tienlrO q'CPEPo4' �W46R-b44'!F JOB NO. t 558 7 JOB NAME _ �ue: '$0 SHEET NO. OF 0 CALCULATED BY DATE I ZIR CHECKED BY DATE 4 1> LLI 4-- 41- C J., L T4. J.. J... I ; I � I—� _I . _!_. — - .� ! i � =1 _�__:_ OL. i— L...� 1 i '.----'-- �-_ I -_,,�� 1-1 y ! J ! ` ' I _iI ! I '7 • -4- F _L (A irItll F . _. _!...._, .�-..._.!::i:_ ._-f_-T__fi�_ I--._�-_7-f-H _;_ .,�.f-!. --- ! I ! __ __! .-1--!- I-�---I-� -I . ! ! _ --�=i�=- �--,-- - :r�=!-_ .11.111 JOB NO. 18887.00 JOB NAME SUB South PS PACE_ SHEET NO. OF M Engineering Services Campany CALCULATED BY PKM _ DATE 12/27/19 5000 Meadows Road - Suite 34s CHECKED BY DATE Lake Oswego, OR 97035 Architectural, Mechanical, and Electrical Component Anchorage FP per ASCE 7-10 Equipment: Emergency Generator _ Design Innut Effective Equipment Width (W) = 39.40 in. Effective Equipment'Length (L) = 198.00 in. Design Methodology: LRFD Effective Equipment Height (H) = 109.00 in. Restraints Effective in Shear (N) = 4 Equipment Weight (Wp) = 12,300 lbs. Overstrength Factor (0) = 2.5 Design Criteria Amplification Factor (ad = 1.0 ASCE 7-10 Response Modification Factor (RP) = 2.5 ASCE 7-10 Spectral Acceleration, Short Period (SDs) = 0.523 ASCE 7-10 Importance Factor (IP) = 1.5 ASCE 7-10 Equipment Elevation (z) = 0 ft. Average Roof Height (h) = 10 ft. Lateral Force F.I. = [0.3*SDs*Ip*WP] = 2,895 lbs. ASCE 7-10 Eq. 13.3-3 <- Controls FP = {[(0.4*aP*SDs)/(R0p)]*[1+2*(z/h)]*WP) = 1,544 lbs. ASCE 7-10 Eq. 13.3-1 Fm,,, = [1.6*SDS*IP*WP] = 15,439 lbs. ASCE 7-10 Eq. 13.3-2 Overturnin Restraints Effective in Tension (n) = 2 Center of Gravity (CG) = 35.00 in From Vendor Data Resisting Moment (MR) = 16,061 ft -Ib MR = (0.9-0.20*SDS)*Wp*(W / 2) Overturning Moment (MOT) = 21,1b8 ft -Ib MOT= Fp * CG * O Factor of Safety (FSOT) = 4.8 >_ 1.0 FSOT = MR / MOT Restraint Forces P = (MOT - MR) / W = . 1,537 lbs. Total Net Uplift Fp * O = 7,237 lbs. Total Shear Ps = P / n = 769 lbs. Tension Per Restraint VS = Fp * n / N = 1,809 lbs. Shear Per Restraint uw. : 1P P18\18887 - Springfield Utility Board - S. Hill Pump Station Site Improvement\STRUCTURAL\DOCS\CALCI anchorage Te. Image shown may not reflect actual configuration Specifications tAY i E45, (5, Caterpillar is leading the power generation marketplace with Power Solutions engineered to deliver unmatched flexibility, expandability, reliability, and cost-effectiveness. Rating Voltage 200 ekW (250 kVA) 208 Volts, Frequency 60 Hz Displacement 1800 rpm Emissions%Fuel Strategy f U.S. EPA Certified for Stationary Emergency Use Only l (Tier 3 Nonroad Equivalent Emission Standards) Engine Model C7.1 In-line 6, 4 -cycle diesel Bore _ 105 mm 4.13 in Displacement 7.01 L 427.8 in' Stroke Compression Ratio 135 min 5.31 in 16.5:1 Aspiration Turbocharged Air-to=Air-Aftefcoole-d Governor Type Electronic Fuel System :.; ,... , , • :.: ,.. .. Common Rail Length 3039 mm 119.7 in Width 1110.mm 43.7 in Height 1476 mm 58.1 in 1Nei91tt ' 3 .. _ :. ...: :.. , ._ ... r. .... 1839 kg 4054 lb *Note: For reference only — do not use for installation design. Please contact your local dealer for exact weight and dimensions. tWeight includes: Oversize generator, skid base, circuit breaker, oil, and coolant. I LEHE0511-03 Page 1 of 7 Page 7 of 20 C4.4, and C7.1 Sub -base Fuel Tank Dimensions and Capacities CAT® Z�LrW Weight (Dry) kg Ib FSBTA24 50 30 552 146 508 134 3 497 19.61 416 1 917 60 26 ' 40 Est. ' Filiable Usable Vent , , Length L Width W , , Height H Tank Generator Run Capacity. Capacity 80 30 Engine Model Feature Set RatingTmeCode 100 25 58 80 FSBTD48 ekW rs L gal L 9a1 In mm in mm in 14-E 29 40 37 27 C7.1 - 125 78 FSBTJ48 CAT® Z�LrW Weight (Dry) kg Ib FSBTA24 50 30 552 146 508 134 3 497 19.61 416 1 917 60 26 2726 1 107.3 1027 1271 1983 1260 1 4 793 1209 1 733 1 194 1 3 3447 1135.7 1 1000 1 39.4 1492 1 394 11432 1 378 1 4 1520 1 402 11495 1 395 1 4 1 4035 1 158.9 29401 777 129181 7711 1 5 16035 1 198.2 WIDTH (W) o O STUB UP 00 AREA 0 0 t O HEIGHIT (H) -- - LENGTH (L) Note: For reference only - do not use for installation design. Please contact your local dealer for exact dimensions. 827 1 32.6 l 566 11248 485 19.1 40 71 835 FSBTB48 50 59 C4.4 647 25.5 60 51 80 30 FSBTC24 100 25 58 80 FSBTD48 _ 100 125 49 40 150 35 FSBT124 175 29 200 27 C7.1 - 125 78 FSBTJ48 150 68 175 57 200 52 2726 1 107.3 1027 1271 1983 1260 1 4 793 1209 1 733 1 194 1 3 3447 1135.7 1 1000 1 39.4 1492 1 394 11432 1 378 1 4 1520 1 402 11495 1 395 1 4 1 4035 1 158.9 29401 777 129181 7711 1 5 16035 1 198.2 WIDTH (W) o O STUB UP 00 AREA 0 0 t O HEIGHIT (H) -- - LENGTH (L) Note: For reference only - do not use for installation design. Please contact your local dealer for exact dimensions. 827 1 32.6 l 566 11248 485 19.1 526 1160 835 32.9 739 '1629 647 25.5 720 1587 933 136.7 11145 12524 Tanks are UL Listed and constructed in accordance with UL Standard for Safety UL 142, Steel Aboveground Tanks for Flammable and Combustible Liquids and Canada CAN/ULC S601, Standard for Shap Fabricated Steel Aboveground Horizontal Tanks for Flammable and Combustible Liquids. Fuel tanks facilitate compliance with the following United States NFPA Code and Standards: • NFPA 30: Flammable and Combustible Liquids Code • NFPA 37: Standard for the Installation and Use of Stationary Combustion Engines and Gas Turbines • NFPA 110: Standard for Emergency and Standby Power Systems Fuel tanks facilitate compliance with the following Canadian Standard and Code: • CSA C282 - Emergency Electrical Power Supply for Buildings • CSA 8139-09 -Installation Code for Oil -Burning Equipment www.Cat-EleetHcPawar.com ©2016 Caterpillar All rights reserved. Materials and specifications are subject to change without notice. CAT, CATERPILLAR, their respective logos, "Caterpillar Yellow", the "Power Edge" trade dress as well as corporate and product identity used LEHE0406-05 (3-16) herein, are trademarks of Caterpillar and may not be used without permission. Page 20 of 20 694 HNMvinrnq IfIIl144o444H q g 0 0 0 0 0 0 hhNoNnb Iooaosti Cb v:}• 0000000 • obi IIIIIIo������ co 0000000 oapoQ� p v O OO OCDd CO k 'N M M bh+<F ooa0000 b`'•� III ! 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The design ground snow load values can also be viewed on the online map. Users are strongly recommended to review the Map Usage Notes, Ground snow loads are very sensitive to geographic location, and particularly sensitive to elevation. It Is recommended that the latitude and longitude values be entered with a precision of 0.001 (about 10S yards), * ASCE Standard (ASCE/SE2 7-10) Minimum Design Loads rar Bulldings and other sttvdures published by the American Society of Civil Engineers, Latitude - Longitude Lookup Results Latitude: 44.035181 Longitude: -122.910603 Snow Load: 13.0 psf Modeled Elevation: 652 ft Site Elevation versus Modeled Grid Elevation Site elevation refers to the elevation (above sea level, in feet) of the location for which the snow load is required. The modeled' grid elevation is the average elevation of the 4 km (about 2-1/2 miles) grid cell that was used in the snow load modeling. in relatively flat terrain, the two elevations will likely be the same or very similar. In sloped or mountainous terrain, the two elevations may be quite different. The design ground snow load may be underreported for some locations where the site elevation is higher than the modeled grid elevation. Consult the Map Usage Notes if your site elevation is more than 100 ft. above the modeled grid elevation shown, or if I your site is at or near the top of a hill: Oregon Design Ground Snow Load Look Up Results It is important that the user of this tool understand the principals and limitations of the modeling used to create It. Ground snow loads can vary dramatically over short distances due to changes in precipitation and elevation. It is critical to use good engineering judgment when interpreting and using the results reported by this tool. The user is recommended to review the online map, to gain a better understanding of the variations and range of magnitudes of the ground snow loads in the vicinity of the site location. In remote regions at high elevation, reliable snow data was not available during the creation of the map. A site-specific case study is required to determine the design ground snow load in these areas. The ground snow load values on the map are based on extrapolation, and are not recommended for design. See the Map Usage Notes for the regions that require a site-specific case study. It Is recommended that the local building official having jurisdiction at the site be consulted for minimum design ground snow or roof snow loads. The reported design ground snow loads must be adjusted as required by Chapter 7 of ASCE7* for site exposure, roof slope, roof configuration, etc. Only the properly adjusted loads can be used to design roof structural elements. Oregon requires a minimum roof snow load of 20 psf (pm in ASCE7*) for all roofs, plus a 5 psf rain -on -snow surcharge for many roof types, resulting In a 25 psf minimum roof design load for most roofs. See the Map Usage Notes or Snow Load Analysis for Oregon, Part 11 for further information. * ASCE Standard (ASCE/SEI 7-10) Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. Q Copyright 2010-2013 seao.org All rights reserved. 5190/2019 SEAO - Oregon Snow Loading Usage Notes • Map Creation and Description • Local Elevation Adjustment • Table of Ground Snow Load Minimums and Local Elevation Adjustment • Hilltop Ground Snow Load Estimate • Areas Requiring a Site -Specific Case Study • Minimum Roof Design Snow Load Map Creation and Description lu� The snow load values displayed by the online map and returned by the lookup tool are 50 -year mean recurrence interval (MRI) ground snow loads. Individual snow reporting stations are also displayed on the map, and are listed in alphabetical order in Appendix B of Snow Load Analysis for Oregon. The map was developed with the aide of PRISM (Parameter -Elevation Regressions on Independent Slopes Model) software, which was originally developed in 1991 by Dr. Christopher Daly of Oregon State University. In determining the ground snow loads occurring within the state of Oregon, PRISM divides the state into a grid work of 2.5 -arc -minute square cells, approximately 4 kilometers in length, or slightly larger than 2-112 mile incremepts. The snow load for each of the grid cells is determined by calculating a regression curve and a load value for each cell. The calculation includes many topographical and meteorological relationships between the grid cell and the nearby snow reporting stations. PRISM accounts for the effects of elevation, rain shadows, coastal proximity, terrain configuration, temperature inversions, and cold -air pooling on precipitation and temperature. More information on PRISM can be obtained from http://prism.oregonstate.edu. In a significant departure from previous snow load mapping work, the independent variable used in the regression curve calculation was the average annual snowfall, rather than elevation. To achieve this, a two-step process was used to create the map. The first step was to use PRISM to create a data set of average annual snowfall grid points with elevation as the independent variable in the regression curve for each cell. The second step was to use the resulting grid of average annual snowfall values as the independent variable in the calculation of the 50 -year snow loads. The result of the second step was the map of 50 -year snow loads. More information on this can be found in An Updated Snow Load Map and Internet Map Server for Oregon. In order to improve the resolution of the map created by PRISM, the 4 km grid cells were divided into 25 cells of 800 meters, or about a 1/2 mile square. The 800 meter grid cell snow load values were calculated by adjusting the snow load values of the 4km cells for the average elevation of each individual 800 meter cell. This resulted in a map that better approximates the variations in in snow load due to the local terrain. Local Elevation Adjustment In steep terrain, the site elevation may differ significantly from the average 800 meter cell elevation and the modeled grid elevation. It is important to adjust the snow load, for the site if the site elevation is higher than the modeled elevation. The site design ground snow load can be adjusted by adding the load shown in the table below to the grid cell snow load. For example, if the lookup tool returns a ground snow load value of 160 psf. and a modeled elevation of 2500 ft. for a site in the Cascade Mountains , but the actual elevation of the site is 2700 ft. From the table, the snow load increases at a rate of 7 psf. for every 100 feet of elevation nein ThP InnnJiv qdh ictPri rlPsinn nrni ind gnrnni Inart vnh is fnr the -,ita wni ilrl hp 9 Fifln.4 + (97nnft- Close Window http://snowload.seao.org/mapserver-usage.htmi 113 5/10/2019 VItlyufI %_,UdaL IVIUUIILCIIIIb Interior & Willamette Valleys Cascade Mountains Siskyou & Kalmiopsis Mountains Plains east of the Cascades Klamath Basin Eastern Oregon Mountains SEAO - Oregon Snow Loading Usage Notes J.0 E.J51. E.JUI 1VV 1L. UI CICVdL1U11 LJCIH1 4.0 psf. per 100 ft. of elevation gain 7.0 psf. per 100 ft. of elevation gain 4.0 psf. per 100 ft. of elevation gain 0.7 psf. per 100 ft. of elevation gain 0.8 psf. per 100 ft. of elevation gain 4.0 psf. per 100 ft. of elevation gain Hilltop Ground Snow Load Estimate �_It Because the modeling underlying the mapped ground snow load values is based on average elevation across 4 km (2-1/2 mile) grid cells, terrain features such as hills or valleys that are on the order.of 4 km across tend to not show up. For example, a hill with a top elevation of 1000 ft. may be contained within a cell with an average elevation of 600 ft. The mapped ground snow load for the example cell is 24 psf. which corresponds to the 600 ft. modeled elevation. If the site is high on the hill, a minimum design ground snow load should be calculated from the table based on the site elevation to ensure the snow load is not underestimated in this case. If the example site was in Washington- County, the rate of snow load increase is 4 psf. per 100 ft. Therefore the minimum design ground snow load for a site at 1000 ft. elevation at the top of the hill would be 1 000ft*(4psf/1 00ft) = 40 psf. Note that checking for the hilltop snow load is different from the local elevation adjustment. The modeled elevation is not a factor in the equation. Only the site elevation and rate of snow load increase. Areas Requiring a Site -Specific Case Study Where the site has a mapped or minimum design ground snow load greater than the values listed below, a site-specific case study is required. Reliable snow data. was not available during the creation of this map for loads greater than the listed maximum loads. Higher values on the map are based on extrapolation, and are not recommended for design. See Snow Load Analysis for Oregon, Part 1, for further information on site-specific case studies. Oregon Coast Mountains 100 psf. Cascade Mountains 350 psf. Siskyou & Kalmiopsis Mountains 200 psf. Eastern Oregon Mountains 200 psf. Minimum Roof Design Snow Load A minimum design roof snow load of 20 psf x I has been established for all structures in the state of Oregon. This minimum loading shall be applicable to the balanced load case only. The minimum load shall not be reduced for slope or any other conversion factor and is only modified where applicable by a rain -on -snow surcharge. Furthermore, the balanced load case shall not be less than the minimum loading regardless of the value determined by other methods. • pf min = 20 psf x 1 (20 lbs/ft2 times Importance factor) A 5 psf. rain -on -snow surcharge shall be added to the minimum roof snow load if either of the following conditions exists: 1. All roofs with a slope Q < 4.76 A° (1 on 12). 2. Roofs of any slope that constrain runoff. This applies to any roof with a drainage system Close Window http://snowlaad.seao.org/mapserver-usage.htmi 213 5/10/2019 ATC Hazards by Location t effc Hazards by Location Search Information Coordinates: 44.035181, -122.910603 Elevation: 953 ft Timestamp: 2019-05-09T22:37:52.485Z Hazard Type: Seismic Reference ASCE7-10 Document: Site -modified spectral acceleration value Risk Category: IV Site Class: C MCER Horizontal Response Spectrum Sa(g) SDI 0.60 0.40 0.20 0.00 0 5 10 15 Basic Parameters Google Map d8ep4l12QMj!,eagt Design Horizontal Response Spectrum Sa(g) 0.50 0.40 0.30 0.20 0.10 A nn Period (s) 0 5 10 15 Period (s) Name Value Description SS 0.7 MCER ground motion (period=0.2s) S1 0.371 MCER ground motion (period=1.Os) SMS 0.784 Site -modified spectral acceleration value SMI 0.53 Site -modified spectral acceleration value SDS 0.523 Numeric seismic design value at 0.2s SA SDI 0.353 Numeric seismic design value at 1.0s SA `Additional Information Name Value Description SDC D Seismic design category Fa 1.12 Site amplification factor at 0.2s Fv 1.429 Site amplification factor at 1.Os CRS 0.853 Coefficient of risk (0.2s) haps://hazards.atcouncii.org/#/selsmic?lat=44.035181 &Inq=%20-122.910603&address= 1/2 5/10/2019 ATC Hazards by Location CRI 0.833 Coefficient of risk (1.0s) PGA 0.332 MCEG peak ground acceleration FPGA 1.068 Site amplification factor at PGA PGAM 0.355 Site modified peak ground acceleration TL 16 Long -period transition period (s) SsRT 0.7 Probabilistic risk targeted ground motion (0.2s) SsUH 0.821 Factored uniform -hazard spectral acceleration (2% probability of exceedance In 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1RT 0.371 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.445 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SID 0.6 Factored deterministic acceleration value (1.Os) PGAd 0.5 Factored deterministic acceleration value (PGA) f!R The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output. obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey BeLsrnic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for Its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https:llhazards.atcouncil.arg/#lseisrnic?iat=44.035181&Ing=%20-122.910603&address= 212 �� LABORATORY TESTING Laboratory testing included an Atterberg limits test on sample SS -3-4, the results of which are summarized in Table 2. Natural water content determinations were completed on most of the samples, and the results are included in the boring logs (Appendix B). Table 2. Summary of Atterberg Limits Tests Sample Sample T Natural Water l USCS Number Depth (feet) Content (percent) LL PL PI { Classification SS -3-4 ` 10-11.5 58.4 85 48 37 I MH ENGINEERING ANALYSIS Seismic Desi n Parameters The Preliminary Geotechnical Reconnaissance memorandum for the South Hills Reservoir (dated July 17, 2013) provided design parameters that included a spectral acceleration response spectrum based on IBC 2009/OSSC 2010 Section 1613. A Site Class C was recommended for preliminary evaluation of the site. The results from the explorations confirm the recommended site class. For completeness, the response spectrum is provided in Figure 3A (Appendix A). Liquefaction and lateral spread were indicated as potential concerns based on current hazard mapping (Burns et al., 2008). However, the recent explorations did not encounter liquefaction -susceptible soils (e.g., loose, fine sand and non -plastic or low plasticity silt below the ground water table). Therefore, we believe the risk for these hazards is very low. ope Stability AnqlVsis Slope stability analysis was completed to address potential instability concerns due to the reservoir's location within mapped landslide topography. Both static and seismic conditions were analyzed. A factor of safety (FS) of at least 1.5 is typically required for static _conditions where slope stability can affect a critical facility. A FS of at least 1.0 is typically required for seismic conditions. Two cross-sections of the reservoir site were examined for the analysis. The locations of the cross-sections (designated as A -A' and B -B') are shown on Figure 2A (Appendix A). They were developed' based on the topographic data obtained from Branch's survey and subsurface data from the explorations. Cross-section A -A' is shown on Figure 4A and cross-section B -B' is shown on Figure 5A (Appendix A). SUB Reservoirs Seismic Analysis November 18, 2013 South Hills Reservoir Supplemental Geotechnical Investigation Project 2131028-101 Springfield, Oregon 5• Murray, Smith & Associates, Inc. t12 analysis does not take into account factors that include higher frictional resistance at low confining stress and shallow root systems which provide additional stabilization. The results indicate FS greater than 1.5 for circular failure surfaces extending beneath the tank.. FS greater than 1.5 were also indicated for block failure surfaces extending beneath the tank and through the interface between the colluvium and residual soil. FS greater than 1.0 were indicated for seismic conditions. Foundation Analysis Bearing Capacity. We estimated the bearing capacity of the existing tank foundations assuming the strength properties -of the colluvium encountered in 131-1-2 and 131-1-3. Consistent with • the slope stability analysis (seismic condition), We assumed an effective angle of internal friction (0`) of 28 degrees and an effective cohesion (e') of 200 psf. Our calculations indicate a nominal bearing capacity of 9,000 psf. This results in an allowable bearing pressure of 3,000 psf with a typical factor of safety of 3. A one-third increase in the allowable bearing pressure (i.e., 4,000 psf) may be used in evaluating short-term seismic loads. Settlement. Any settlement due to soil consolidation from existing structural loads has already occurred. Therefore, any additional settlement would be due to mobilization of additional bearing resistance for short-term loads (e.g., seismic loads). Settlement from such conditions is expected to be less than Y2 -inch. Sliding Coefficient. The as -built drawings indicate the tank foundations are underlain by 12 inches of compacted granular backfill. A coefficient of friction of 0.45 is appropriate for evaluating the sliding resistance between the concrete footings and the underlying granular fill. SUMMARY AND CONCLUSIONS The slope stability analyses indicate the reservoir site is relatively stable for both static' and seismic conditions based on the estimated soil strength parameters. Therefore, we believe the risk of slope instability is low. Certain factors could still affect the stability of the site, including future development of the surrounding area and other factors that influence ground water conditions. In addition, as with any development within landslide terrain, some risk of instability, though minor, still remains. VARIATION OF SUBSURFACE CONDITIONS, USE OF THIS REPORT AND WARRANTY The analysis, conclusions and recommendations contained herein are based on the assumption that the .subsurface profiles and ground water encountered in the exploratory borings and the test pit records provided in the existing as -built drawings are representative of the overall site conditions. No changes in the SUB Reservoirs Seismic Analysis November 18, 2013 South Hills Reservoir Supplemental Geotechnical Investigation Project 2131028-101 Springfield, Oregon 7. Murray, Smith & Associates, Inc.