Loading...
Specifications (4) Ft OFFICE use ONLY—Sil L+'A ss: , -; ' This form is recognizedby most buii 1 tie Tri-County ^for transmitting information. PleaseeconWiete this . - ,ri; ••,.•;. on?ation review re revision&. Thisfi)n and the infer tio!n it < , ,. rc response to your project. City of Tigard • commuNirr DEVELOPMENT DEPARTMENT r Transmittal Letter 13125 SW flail Blvd, •Tigard, 97223 .503.718,2439• w ti d:oar gQv i\ , . J/' ., 't 'i_ .,‘ 1; .l'.i 1 , .! \ TO: Tom HoChStittIer DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: jOei Bettencourt MAY 3 20Z1 COMPANY: aseriettrJtoeredeti 64.44,v L, . , CITY OF TIGARD PHONE: 503-443-4457 BUILDING Dl\i`~,ON-1 s ` RE: -: *.a W 85th Ave, Tigard, OR 97224 ..-LIP201,8-00087 (me Aakress) Durham AWWTF Phase 6 Ex it rt subar � . , ke s � ��u. z. ATTACHED 00E FHE FOLLOWING ITEMS: Copies: 1 s , •,' Additional set(s)of plans. Revisions: Cross sections)and details. Wall Ivacing and/or lateral analysis. Floor/roof framing. Basement and tag walls. Beam calculations. Engine►er's eons. 2 tamer(explain): Deferred subrn for your review RER9AliICS'Please the deformd sithlyihtafte,acrtxiif tect to you for review under OSSC 107.3.4.2 11150-6.1 opt '-''' Seismic Calculations(Parts:$30,000,Labor:$3 ) 11185-2.1 Stity'ner8031e Sewage Pumps-Seismic Calculations(Parts:312.000,t dr:$3,000) 1 g, on Q FOR O EFKE IISE ONLY i/j.. Routed to Pernmit'Technician: Date: - a,,,,) Initials:' r Fees Yes C3 No f Fee n: Amount Due: Pi r.w'- tv► ' iSt9s rg: . Special Instructions: Reprint Perinit(per PE): j j yes "w----.. ,�No O Applicant Not fci: _ date: In itiala 1.1/(..,_. 1:\Build ng\Forma\Transmittalt.etter-kevisions.toe 05/25/2012 IIM " Submittal #11185-2.1 � 11185 - SUBMERSIBLE Cleantivater Services SUMP REVISION APPROVEDAND SEWAGE PUMPS Clean Water Services © Q O Project:6757- DM Secondary Train 5 Expansion 16580 SW 85th Ave +J v P a.© U 16060 SW 85th Ave Tigard,Oregon 97224 Tigard,Oregon 97224 Phone:(503)547-8150 Phone:5035478150 Distribution Summary Distributed on 10/27/2020 by Rebecca Reilly-Lott(Black&Veatch) To: Dan Garbely(CWS-Durham AWWTF),Kyle Hansen(McClure and Sons Inc),Sean Goris(Black& Veatch),Dave Clements(BV)(Black&Veatch),Theresa Jones(Black&Veatch), Rebecca Reilly- Lott(Black&Veatch),Isidro De Allende (Black&Veatch),Jason Jarmin (McClure and Sons Inc) ,Kevin Orton (McClure and Sons Inc) Message: None Additional Attachments: NAME RESPONSE ATTACHMENTS COMMENT Dave Clements(BV)(Black&Veatch) No Exceptions Taken Submersible Sewage Pumps - Seismic Calculations REVISION: 1 SUBMITTAL MANAGER: Dave Clements(BV) (Black&Veatch) STATUS: Closed DATE CREATED: 10/6/2020 ISSUE DATE: 10/6/2020 SPEC SECTION: 11185-SUBMERSIBLE SUMP AND SEWAGE PUMPS RESPONSIBLE McClure and Sons Inc RECEIVED FROM: Jason Jarmin CONTRACTOR: RECEIVED DATE: SUBMIT BY: FINAL DUE DATE: 10/27/2020 LOCATION: COST CODE: TYPE: Document APPROVERS: Dave Clements(BV)(Black&Veatch) BALL IN COURT: DISTRIBUTION: Rebecca Reilly-Lott(Black&Veatch),Kevin Orton(McClure and Sons Inc),Theresa Jones(Black&Veatch),Jason Jarmin(McClure and Sons Inc),Kyle Hansen(McClure and Sons Inc),Sean Goris(Black&Veatch), Dan Garbely(CWS-Durham AWWTF), Isidro De Allende(Black& Veatch),Dave Clements(BV)(Black&Veatch),Cat Cecilio(Black&Veatch) DESCRIPTION: Please see the attached revised seismic calculations including sloshing calcs for your review and approval. Please expedite a review. SUBMITTAL WORKFLOW NAME SENT DATE DUE DATE RETURNED RESPONSE ATTACHMENTS COMMENTS DATE General Information 11185.2-Submersible Sewage Attachments Pumps-Seismic calcs Rev 1.pdf Clean Water Services Page 1 of 2 Printed On:04/29/2021 09:43 AM Submittal #11185-2.1 CleanWater� Services� 11185 - SUBMERSIBLE SUMP AND SEWAGE PUMPS NAME SENT DATE DUE DATE RETURNED RESPONSE ATTACHMENTS COMMENTS DATE No Dave Clements(BV) 10/06/2020 10/27/2020 10/27/2020 Exceptions Taken BY DATE COPIES TO Clean Water Services Page 2 of 2 Printed On:04/29/2021 09:43 AM 2 / ir-^' Project: Sheet# 5816 SW GILLGREST CT. Location: PORTLAND,OR 97221 TEL:503.896.7712 Client: Job fi Date: By: ���\�,����� N£fsso�g` BCB guide pipe bracket 5 624PE'' Blind Flange 'oPc,6- a- — ..- k / r///:?,:;( �/rS. C BCB F o��� c S` Guide Pipe Bracket EXPIRES: 6/30/21 Guide Pipe n, I.' s;` ' , Yh• . — ifI VI 1 Discharge Pipe 5 Pump ., 101 Sliding Bracket `.. i .;; Discharge I Flange Kit ''ear 11471Floor Elbow Sub Base 1A ,p :.d'.7:1.Lf '.+yt;T.: .fir*.'e:.;f.1.:•:3•t.a..�.:.i•..":°•e 1/2"0 ATR EPDXY DOWELED MIN 3" 11.12 (4X) W/ DEWALT/POWERS 110+ 1 3.00 INSTALL PER ESR 3298 1—1.00 6.00 2.38 %//i !J%' ,I , Weil Ir; iiiiiiiii� . �� Flange 4.75 f ^i �// �� Mount ��A All ., 2Inch NPT 1A ANCHORAGE WEIL PUMP ANCHORAGE 1_ 3 Sheet# S816 SW GiLLCREST Cr. Location, PORTLAND.OR 97221 ._._..__ ...._..._.,...,. - r__._._�..�._._ ,..,... ._ _._._.._._,.._..._ .�_......._.._.._ ._..,_._._.v._ _....�.. TEL.503.896.7712 Client: Job# Date: BY: 12-40 T-t- - � ► - }c-, ) P L`ke 1 i Cs-to12A-c,c___ arc $. Du le-4--letvv A u/ W T lto (v0 s cos t" v TE Can,- , rZ 9 7 224= 1,5 (-�`P t ,v - 2. 5 4 IProject: Sheet# 5816 SW GILLCREST CT. Location: _ PORTLAND,011,97221 TEL:S03.896.7712 Client: Job tt Date: By: LOADING CRITERIA 8. SEISMIC LOAD: MAPPED MCE SHORT PERIOD SPECTRAL RESPONSE ACCELERATION (Ss) 0.961g MAPPED MCE ONE SECOND PERIOD SPECTRAL RESPONSE ACCELERATION (S1) 0.419g DESIGN SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS (Sds) 0.715g DESIGN SPECTRAL RESPONSE ACCELERATION AT ONE SECOND PERIOD(Sd1) 0.441g SITE CLASS D ELECTRICAL BUILDING RISK CATEGORY IV IMPORTANCE FACTOR 1.5 SEISMIC DESIGN CATEGORY D BASIC SEISMIC FORCE RESISTING SYSTEM SPECIAL REINFORCED MASONRY SHEARWALLS RESPONSE MODIFICATION FACTOR(R) 5.0 ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE TANKS RISK CATEGORY IV IMPORTANCE FACTOR 1.5 RESPONSE MODIFICATION FACTOR 3.0 ANALYSIS PROCEDURE EQUVALENT LATERAL FORCE PROCEDURE CAST-IN-PLACE CONCRETE 1. A MINIMUM 28 DAY COMPRESSIVE STRENGTH (fc)OF 4,000 PSI WAS UTILIZED IN THE DESIGN OF STRUCTURAL REINFORCED CONCRETE. SEE SPECIFICATIONS FOR CONSTRUCTION STRENGTH REQUIREMENTS. 2. THE LOCATION OF ALL CONSTRUCTION JOINTS AND OTHER TYPES OF JOINTS, OTHER THAN THOSE SPECIFIED OR SHOWN ON THE PLANS, SHALL BE ACCEPTABLE TO THE ENGINEER PRIOR TO PLACING CONCRETE. 5 F'rojest: Sheet# S61b SW GiLLCAEST CT. l OCfltIQ11 PoRTLANP,oR9122i To.-503.896.7712 Client: Job Date: By: \A) FL) P A-kJ C- Lo _G . e v k P(t `3,37- f N � bU ��>c, W ~ 2-1 C P o , 0)(k.$) (0.7 ‘ ) 0, ) w > . FP OJ-H vi6 -ho , 0 5-±__ oL; IC) t (S) kg-b. = 0 :52 w Fki ---- (2._ Is)w Dill E- - f- I do 6 I"' Project: Sheet# s S816 SW GILLCREST CT. Location: PORTLANA.OR 97221 TEL:503.896.7712 Client: Job# i Date: j By: BCB guide pipe bracket Blind Flange "�� © BCB .; Guide Pipe Bracket . Guide Pipe S — I.I 5= .; Discharge Pipe ye tif` ;'.. Pump n• Sliding Bracket '�: rllli .. Discharge I Flange Kit y. ... ... • -ia-.: ,ii 04 Floor Elbow U ='r" 01110/0 g Sub Base .• PI/ „ I b„ iklA Ch01Z is-C� — Ut = 2.S = lto 14 44. x 2Ls = 216 & M ^-- (1 I 0. i' IA ?( 4.S6 -i-- 7g4 x lb ) 7, c t$ (6 -t 4 2 5S Sim P _& CAc 7 DEWALT DEWALT Design Assist Ver. 1.4.1.0 Page 1 Untitled ENGINEERED BY'Powers Aug 30 2020 \ ',,` Company: Project Engineer: -- Address: ---oregon 97221 Phone: M: -P:- Email: kgconsultantsllc@gmail.com Project Name: Untitled Project Address: Untitled Notes: ��..a� ..,,.., :� .,;.:. V W \\'*P'tN\4,tV*re:W� \\,.. A.t gA\ ���.y\cAvVwV ;5 Selected Anchor: Pure 110+ W Brand: DEWALT 4 i�.i f • _ Material: 1/2"0 Threaded Rod ASTM A193 B8 Class Rt�M"t Embedment: hef 2.75 in hnom 2.75 in Approval: ICC-ES ESR-3298 Issued I Revision: Ju1,2018 Dec,2018 Drill Method: Hammer Drilled NI-\\tit`\-`��1*., `'�'`�\�`,c.,, Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(c) Shear 17.2.3.5.3(b) Do= User Defined ����p,.® `•y`„�:,... ...,—.'� \\\`�,.,�`,, �..,;....�\�,s,,,, 1;.,`�‘ytee,. �.e..,....,, \ \\ ;,: Concrete: Type Cracked Normal Weight Concrete Strength 3000 psi Reinforcement: Edge Reinforcement None or<#4 Rebar Spacing Tension No(Condition B) Shear No(Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0.25 in Length 9.4 in Width 6 in Standoff None Height 0 in Strength 36000 psi Profile: None Hole Condition: Dry Hole Max.Service Temperature: Long Term: 110 °F Short Term: 176 °F Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility 8 DEWALT Design Assist Ver.1.4.1.0 Page 2 DEWALT Untitled ENGINEERED BY'?owers Aug 30 2020 Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility _ a DEWALT Design Assist Ver. 1.4.1.0 Page 3 DEWALT Untitled ENGINEERED BY-?owe s Aug 30 2020 Z /0 LpID6 i�lll Y 6 6 } 8 f hmin 4.000 in cmin 2.500 in cac 0.000 in smin 2.500 in Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 331.00 6066.00 0.055 OK Concrete Breakout Strength 775.00 3603.00 0.215 OK Bond Strength 775.00 3012.00 0.257 OK Controls Sustained Load Bond Strength 0.00 0.00 0.000 OK Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 69.00 2208.00 0.031 OK Concrete Breakout Strength 276.00 3183.00 0.087 OK Controls Pryout Strength 276.00 10895.00 0.025 OK ANCHOR DESIGN CRITERIA IS SATISFIED • The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in.Therefore, you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer,particularly with regard to compliance with applicable standards,norms and permits,prior to using them for your specific project.The DDA Software serves only as an aid to interpret standards,norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to seismic design categories C,D,E and F. • Under these seismic conditions,the direction of shear may not be predictable.In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design.Load reversal may influence the direction of the controlling concrete breakout strength. Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility 10 DEWALT Design Assist Ver. 1.4.1.0 Page 4 DEWALT Untitled ENGINEERED BY'TOW@PS" Aug 30 2020 Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility 11 , DEWALT DEWALT Design Assist Ver.1.4.1.0 Page 5 .. Untitled ENGINEERED By Powers- Aug 30 2020 ` ,v� �` ``. Design Loads/Actions Z Nu 0 lb Vux 0 lb Vuy -276 lb N Muz 0 in-lb Mux -4258 in-lb Muy 0 in-lb �� u iY Consider Load Reversal X Direction 100% Y Direction 100% ,_;MuY l i' Mc.� —ViX Max.concrete compressive strain: 0.032 % Anchor Eccentricity Max.concrete compressive stress: 137.141 psi ex 0 in ey 0 in Resulting anchor forces/Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear X Shear Y X Y 1 56.15 69.0 0.0 -69.0 2.375 2.000 2 331.48 69.0 0.0 -69.0 2.375 -2.000 3 56.15 69.0 0.0 -69.0 -2.375 2.000 4 331.48 69.0 0.0 -69.0 -2.375 -2.000 Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility 19 DEWALT Design Assist Ver.1.4.1.0 Page 6 DEWALT Untitled ENGINEERED BY'?owerS" Aug 30 2020 Steel Strength: t N ACI 318-14 17.4.1 ♦ v a Variables Al All , .+ Nsa (lb) tP 8088.3 0.75 Results cpNsa = 6066.0 lb Table 17.3.1.1 Nua = 331.0 lb Utilization = 5.5% Concrete Breakout Strength: t N ACI 318-14 17.4.2 Equations • e• . 4'� A. Egn. 17.4.2.1b N.-ba= - 4r ' Na ASF =kc -� - 067. • h.;is Eqn. 17.4.2.2a Variables ANC (in2) ANcO (in2) ec,N ed,N "c,N 'cp,N 159.250 68.063 0.744 1.000 1.000 1.000 Cac (in) kc Xa f c (psi) fief (in) Camin (in) 0.000 17.000 1.000 3000 2.75 6 Nb (lb) tp ipseis 4246.280 0.65 0.750 Results Ncbg = 3603 lb Table 17.3.1.1 Nua = 775.0 lb Utilization = 21.5% Bond Strength: g N ACI 318-14 17.4.5 -No v •. I. •4 6 I Equations e• : 4 1. A N, Eqn. 17.4.5.1 a .01y u= • 141;, A.r' 44,r 1,. ' 4. Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility 13 DEWALT Design Assist Ver. 1.4.1.0 Page 7 DEWALT Untitled ENGINEERED BY''OWer5" Aug 30 2020 = A• • Tti • n •do •hri Eqn. 17.4.5.2 Variables ANa (in2) ANaO (in2) ec,Na Wed,Na cp,Na 234.348 119.641!„ 0.794 1.000 1.000 �'a tK,cr (psi) hef (in) (PCNa (in) Cac (in) Camin (in) 1.000 919.772 2.75 5.469 0.000 6.000 Nba (lb) `Yg Na (Preis 3973.131 1.000 0.65 0.750 Results (pNag = 3012 lb Table 17.3.1.1 Nua = 775 lb Utilization = 25.7% Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility 14 DEWALT Design Assist Ver.1.4.1.0 Page 8 DEWALT Untitled ENGINEERED BY-?owerS' Aug 30 2020 .:: ,, vv ..as.�. v a...� � . , *s' ``:,���"., v �: ,.s „v<;�.,w..�,:�a`.�.�`e.�,Z�:.`�,,\;� v\ �� � \ �. \` v�;...„.,, �� �:„v,> �.�:r� k�v\',.^, ;"''\�.", .`4` \\'�.`�``,`, l„ v..,�`'*'`,�`.``vvZ.,V`.\Ww,.�.,. �``.,�`4 ,'v, . `v, .`,. �vtv;, �\,�a����ti ,�\.� �� �� `\\*��"„'v`v`vti' �� � v.����'a�`„„��„v. �,�.����� wv�4\�;„v\„ Steel Strength: V 8 ACI 318-14 17.5.1 d Variables • � s V sa,eq (lb) cP 3397.086 0.65 Results V sa eq = 2208 lb V ua = 69 lb Table 17.3.1.1 Utilization = 3.1% Concrete Breakout Strength: V ACI 318-14 17.5.2 • Equations : . "f Eqn. 17.5.2.1 b Eqn. 17.5.2.2a t'._ ($ • L f�,t-) • r'n) • , f', • (e.: }a Variables Ave (in2) Ave° (in2) 'ec,V 'ed,V c,V h,V 134.000 128.000 1.000 0.925 1.000 1.000 le (in) da (in) A'a f c (psi) cat (in) Vb (lb) 2.750 0.500 1.000 3000 5.330 4695.851 tP �Seis 0.70 0.750 Results (PV cbg = 3183 lb Direction = Y- V ua = 276 lb Table 17.3.1.1 Utilization = 8.7% Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility 15 DEWALT Design Assist Ver.1.4.1.0 Page 9 DEWALT Untitled ENGINEERED BY?owers- Aug 30 2020 Pryout Strength: V ACI 318-14 17.5.3 a Equations k e A V,; =kcp .,1rcpg Eqn. 17.5.3.lb A,• Eqn. 17.4.5.1 a Eqn. 17.4.5.2 Variables ANa (in2) ANaO (in2) Wec,Na Y'ed,Na 'cp,Na as 234.348 119.641 1.000 1.000 1.000 1.000 tK,cr Cac (in) (pc Na (in) hef (in) kPg,Na Camin (in-lb) 919.772 0.000 5.469 2.75 1.000 6.000 Nba (lb) kcp cp 3973.131 2.000 0.70 Results (PV epg = 10895 lb Vua = 276 lb Table 17.3.1.1 Utilization = 2.5% Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility 16, DEWALT Design Assist Ver.1.4.1.0 Page 10 DEWALT Untitled ENGINEERED BY-'owers. Aug 30 2020 ACI 318-1417.6 Equations 12� + �''ua Eqn. 17.6.3 V .N, ' Via 1.0 1.2 Variables u 4'�ua 0.257 0.087 Results 0.257 < 1.0 Status : OK ANCHOR DESIGN CRITERIA IS SATISFIED 0 Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility W EIL 2-Inch Submersible Wastewater Pump 171607 blzflakarr TAG: #470P0104/470P8105 - SW Heavy duty pump for commercial and industrial appiicaiiuns. Disch. Size 2 Inch - MEMBER Pump clear water and gray water with solids up to 1/2-inch diameter. Disch. Type ANSI Solids Max. 1/2 Inch Pump Options Case-Cast Iron Bronze Impeller Mounting Style 2613 Removal Impeller-Cast Iron UL Explosion Proof Motor Stainless Steel Hardware Moisture Sensor and Capacities-Wet Wells Strainer-304 Stainless Steel Temperature Limiter Dia or Gallons per Additional Power Cable Lengths Side Foot of Depth Motor Stainless Steel Lifting Cable Inches Round Square Double Seal-Tandem 24 24 30 - Upper- Carbon against Ceramic Flow-To prevent 30 37 47 - Lower- Silicon Carbide against solids from settling out 36 53 67 Silicon Carbide 48 94 120 Discharge Minimum 60 147 187 Air-Filled Hermetically Sealed Pipe Size Flow 72 212 269 Shaft-Stainless Steel Series 300 Dia Inches GPM Motor Shell- Cast Iron 1 1/2 15 Good wet well design Insulation-Class F 2 25 Maximum 10 starts per hour. Ball Bearings-2 -Double Sealed 3 50 Minimum run time- 1 1/2 minutes. Power Cable Length-25 ft TOTAL HEAD o CURVE Three-phase motor MTR PSI FT 1750 RPM 1.0 S.G. 70 F E NUMBER: CK 1607-1750PUMP SIZE: 2 INCH ANSI - 1-1-5-0-and 1750 RPM IMPELLER TYPE: SEMI-OPEN - 60 Hz,268=230 or 460 volts 18 26 60 MAX SPHERE: 15 15871 15939 Single-phase capacitor start motor \ 3-18-08 - 1150 and 1750 RPM 15 22 50- 694 \ - 60 Hz, 115 or 208-230 volts - \ \ - Automatic reset thermal 12 17 40- 638 \ \ 62GPM@24TDH w/1 HP - 600 and overload protection \ \ 9 13 30- 550 \ \ - 525 \ \ \ �6 1/2 6 9 20 \ \ \^ \ 3 4 10 2N2 HP 9 .75HP( 1 HP 1.5HP U.S GALLONS 0 20 40 60 80 100 120 140 160 180 PER MINUTE CUBIC METERS 0 4 9 14 18 23 27 32 36 41 PER HOUR I I' Lifting PSI FAT 1150 RPM 1.0 S.G. 70°F CURVE NUMBER: CK 1607-1150 PUMP SIZE: 2 INCH ANSI I Ball IMPELLER TYPE: SEMI-OPEN 9 13 MAX SPHERE: 0.5 15871 15939 u8 11 25 3-18-08 WIN 1 Phase �= 6 9 20— 694 \ 281/4 ° 1....1 - — Emeilim 5 6 15— 600 3 Phase 1 _ 2 Inch 550 23 1/2 ANSI "' _71 — Flange 3 4 10 9709 2 2 5 M III1I 5 HP 75 HP 3 1/4 T ,I-' 3 U.S GALLONS Strainer PER MINUTE 0 20 40 60 80 100 120 140 CUBIC METERS1.7 10 3/4 PER HOUR 0 4 9 14 18 23 27 32 0 z [TO I Do,.1.,,.... eXT 11 Al A,., 1 Inn4 eXT 14n1 rTTr V 1 ')n1 4 1 6(17 1 WEIL 2 Inch Removal System 2 13-2 Flat guide pipe bracket System Includes: March 23,2017 • Discharge Floor Elbow-one Above cover discharge • Sliding Bracket-one Edge Of - Iron or wet well Cover - Bronze for use with Explosion Proof Motors as - 316 Stainless Steel ©Flat • Guide Pipe Bracket-one Flat(cover mount)-bolts to wet well cover or I Guide Pipe Bracket -Angle 90°(side mount)bolts to vertical side wall or BCB Bracket-mounts to pipe e i e Guide Pipe - Not Included: I \ • Discharge Pipe-(2 inch schedule 40),Guide Pipe-(1 inch schedule 40) `Discharge Pipe Options: • Discharge Flange Kit for Floor Elbow • Intermediate Guide Pipe Bracket P°1� I • Sub Base for Floor Elbow • Level Control Lifting Assembly for BCB Duplex Bracket Sliding • Bracket Removal System: 8 Flange Kit Floor Elbow Simplex -_ IN -�—Sub Base Or Floor Sliding Guide Pipe Mount Weight u Number Elbow Bracket Bracket Type Lbs. Angle guide pipe bracket 2613K1021 Iron Iron Flat Cover 42 pl p 2613K2021 Iron ooze Flat Cover 42 Access Hatch 2613K9102 316 SS 31 Flat Cover 42 iiiimmimiri 2613K5013 Iron Iron a Side 42 2613K6032 Iron Bronze Angle Side 42 Guide Pipe ®Angle 2613K9122 316 SS 316 SS Angle 'de 42 90 Degree Guide Pipe Bracket 2613K3021 Iron Iron BCB Pipe 2 2613K4021 Iron Bronze BCB Pipe 4 2613K9132 316 SS 316 SS BCB Pipe 42 BCB guide pipe bracket Duplex-BCB System Blind Flange Order Floor Sliding Guide Pipe Mount Weight / _� BCB Number Elbow Bracket Bracket Type Lbs. jiurouidePiPeBracket O i 261310021 Iron Iron ripe BCB 84 1 2613K7031 Iron Bronze Pipe BCB 84 Guide Pipe 2613K9722 316 SS 316 SS Pipe BCB 84 • 1011 I i_l1is-- Discharge Pipe 5/8 Holes 11.12 °Pump 4 Required 1 3.00 r1.00 Sliding Bracket �' 9 DIllnischarge 1/7,' l/��7+' 2.38 IP4 Weil Flange Kit 6.00 I. t;I _iiiiiiiiOr �� Flange r� ll 4.75 r -iii/ " �p Mount "�: '`�� Floor Elbow '� ���� 2 Inch I -� - 1 MI i Sub Base NPT 2.00 Guide Pipes 5.0 Edge Of Wet Discharge Flange Kit-For Floor Elbow - Well Cover Floor Includes-Flange,Gasket and Hardware Sliding A Ii Elbow Weil=2 bolt oval configuration Bracket % I OrderFlange iiIp Material Pipe Type Number Type limimP 7.12 2613K102 Cast Iron Threaded Weil 4.56 % 2613-2 2613K202 Cast Iron Plain End Weil 2613K942 316 SS Plain End Weil i iiIiii1i� IF4.00y1 a Intermediate Guide Pipe Bracket: L9.44 N 205.666.002 Intermediate Guide Pipe Bracket N 7.61 '1-7. Z .:..:,..,...v;l«,,,�....,.,... CAT 1411 1 D.,..n 1 D.._1 u,r.._„r.0 •11N1, A • Project: Sheet# 5816 SW GfLLCREST CT, Location: PORTLAND.OR 97221 TEE:so3.896a712 Client: Job# Date: I By: l- SN ) P t SS V�2 T'� [90 ;-'v r P 5 2- 0- - ZP�1 123 22,' Z3 4-32,2� N � I # sds P = , 4/ 3 ( ,53')(1 �- fp— 56'23z.Z- 1 F 3.56 i l3s � 2 `b - 55 Pu w1 3 3( 4,\ 1 vyi .597 x , 5gsg5 DEWALTDEWALT Design Assist Ver. 1.4.1.0 Page 1 Sloshing • ENGINEERED BY-?OWerS" Nov 05 2019 Company: Project Engineer: -- Address: ---oregon 97221 Phone: M: -P: - Email: kgconsultantsllc@gmail.com Project Name: Untitled Project Address: Untitled Notes: ie+ ed: \Or auction Selected Anchor: Pure110+ 14tricrif 1 -_ Brand: DEWALT �y-$� ' 4l _ Material: 3/4"0 Threaded Rod ASTM A193 B8 Class !tat 1 Embedment: hef 4 in hnom 4 in Approval: ICC-ES ESR-3298 Issued I Revision: Jul,2018 Dec,2018 Drill Method: Hammer Drilled '�\*•• '�@\\. 't"•4.'�\�\,\�@\�"\,'�''*,�,\�``"'�„� 1`\t`.E.k\ @`"\ �.\``.\'v`., +.'i'+.,\?,'''ti,'*�``, ''' "```@�'\`,�o., t,` .� Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) S20= User Defined , , *•��� > a�,��`ti,�v` `MvZ* ��ti ` ,;E, v'.,:A ,,,�•.;`�`,1�,�',`:`�•v,�w,*,y�`.> :`,� A'V`v?,�a,4,`���y v���^�t��'+ ,`vvwv�,�� .:A� �'� `'�``'\�\� Eti�``�`,\�',�� \�,�`��",`�`���\\t�'������� ��*\� �'\ ���� `�iS\``r*\�\..\�..*,�� a� \.,fir\ Concrete: Type Cracked Normal Weight Concrete Strength 2500 psi Reinforcement: Edge Reinforcement None or<#4 Rebar Spacing Tension No(Condition B) Shear No(Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0.1 in Length 18 in Width 10 in Standoff None Height 0 in Strength 36000 psi Profile: None Hole Condition: Dry Hole Max.Service Temperature: Long Term: 110 °F Short Term: 176 °F Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT DEWALT Design Assist Ver. 1.4.1.0 Page 3 Sloshing ENGINEERED BY-Powers- Nov 05 2019 0 � ,_ `-__LLyIJr 0 o >� • , ' 3 i,k ; k. hmin 5.750 in cmin 3.750 in can 5.392 in smin 3.750 in 6i *stiltsP� \ `\ \``��>\\\`\``\\,\� \,..s1, \\�` _ \` Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 2273.00 14300.00 0.159 OK Concrete Breakout Strength 4546.00 6630.00 0.686 OK Controls Bond Strength 4546.00 7973.00 0.570 OK Sustained Load Bond Strength 0.00 0.00 0.000 OK Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 259.00 5949.00 0.044 OK Controls Concrete Breakout Strength OK Pryout Strength 1036.00 30147.00 0.034 OK ANCHOR DESIGN CRITERIA IS SATISFIED • The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in.Therefore, you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer,particularly with regard to compliance with applicable standards,norms and permits,prior to using them for your specific project.The DDA Software serves only as an aid to interpret standards,norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. + Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to seismic design categories C,D,E and F. + Under these seismic conditions,the direction of shear may not be predictable.In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design.Load reversal may influence the direction of the controlling concrete breakout strength. Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALTDEWALT Design Assist Ver.1.4.1.0 Page 5 - Sloshing ENGINEERED BY'?owers. Nov 05 2019 Design Loads/Actions Z Nu 0 lb Vux -1036 lb Vuy 0 lb N Muz 0 in-lb Mux 0 in-lb Muy 35885 in-lb ,M •IVY Consider Load Reversal X Direction 100% Y Direction 100% T /• ur Muxv fur Max. concrete compressive strain: 0.064 % Anchor Eccentricity Max.concrete compressive stress: 277.651 psi ex 0 in ey 0 in Resulting anchor forces/Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear X Shear Y X Y 1 0.00 259.0 -259.0 0.0 3.500 7.500 2 0.00 259.0 -259.0 0.0 3.500 -7.500 3 2273.05 259.0 -259.0 0.0 -3.500 7.500 4 2273.05 259.0 -259.0 0.0 -3.500 -7.500 Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT Design Assist Ver. 1.4.1.0 Page 6 DEWALT Sloshing ENGINEERED BY?OWerS' Nov 05 2019 by Steel Strength: t N ACI 318-14 17.4.1 R ' r a s Variables .4 .` A Nsa (lb) 19066.5 0.75 Results cpNsa = 14300.0 lb Table 17.3.1.1 Nua = 2273.0 lb Utilization = 15.9% Concrete Breakout Strength: 1 N ACI 318-14 17.4.2 Equations ` A. 4! 4 A,, Eqn. 17.4.2.1b iVe=�� •1 - VI, • .,I s Eqn. 17.4.2.2a Variables ANc (in2) ANcO (in2) "ec,N "ed,N "c,N 'cp,N 288.000 144.000 1.000 1.000 1.000 1.000 Cac (in) kc 2'a f c (psi) het- (in) 5.392 17.000 1.000 2500 4 Nb (lb) tp (pseis 6800.000 0.65 0.750 Results Ncbg = 6630 lb Table 17.3.1.1 Nua = 4546.0 lb Utilization = 68.6% Bond Strength: t N ACI 318-14 17.4.5 .1n "A-� Equations A. : A,, Eqn. 17.4.5.1a v...�— 4r. 41, N., Naa Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT Design Assist Ver.1.4.1.0 Page 7 DEWALT Sloshing ENGINEERED BY-'owers. Nov 05 2019 = A: • T� . . If .a .h., Eqn. 17.4.5.2 Variables ANa (in2) ANaO (in2) ''ec,Na 'ed,Na 'cp,Na 472.885 240.341 1.000 1.000 1.000 Xa TK,cr (Psi) hef (in) (pc Na (in) Cac (in) 1.000 882.000 4 7.751 5.392 Nba (lb) �g,Na tP (Preis 8312.654 1.000 0.65 0.750 Results tpNag = 7973 lb Table 17.3.1.1 Nua = 4546 lb Utilization = 57.0% Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility a DEWALT Design Assist Ver. 1.4.1.0 Page 8 DEWALT Sloshing ENGINEERED BY-Powers" Nov 05 2019 '\ Steel Strength: V ACI 318-14 17.5.1 ' a . Variables v 4 4 s Vsa,eq 9151.920 0.65 Results = 5949 lb V sa,eq V ua = 259 lb Table 17.3.1.1 Utilization = 4.4% Pryout Strength: V ACI 318-1417.5.3 4 s 4A Y 1 Equations e. ...II 4 '. • i v,..,=kcp •Ncpg Eqn. 17.5.3.1b A , ,Ir Eqn. 17.4.2.1b N _ - 114-ti _ 144,1 Y `_k �up,t • NI, Atitea Y Y `F `t Variables ANc (in2) ANco (in2) "ec,N 'ed,N c,N 'cp,N 456.000 144.000 1.000 1.000 1.000 1.000 Cac (in) kc Xa hef (in) f c (psi) 5.392 17.000 1.000 4 2500.000 Nb (lb) kep Ncpg (lb) 9 6800.000 2.000 21533.333 0.70 Results (pVcpg = 30147 lb Table 17.3.1.1 V ua = 1036 lb Utilization = 3.4% Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT Design Assist Ver.1.4.1.0 Page 9 DEWALT Sloshing ENGINEERED BY'?owers" Nov 05 2019 ACI 318-14 17.6 Equations Vua Eqn. 17.6.3 'q .N" • I < 1,0 1.2 Variables Nua 'ua 0.686 0.044 Results 0.686 < 1.0 Status OK ANCHOR DESIGN CRITERIA IS SATISFIED 0 Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility Submittal #11185-2.1 CleanWater Services \\� 11185 - SUBMERSIBLE SUMP AND SEWAGE PUMPS Clean Water Services Project:6757- DM Secondary Train 5 Expansion 16580 SW 85th Ave 16060 SW 85th Ave Tigard,Oregon 97224 Tigard,Oregon 97224 Phone:(503)547-8150 Phone:5035478150 Distribution Summary Distributed on 10/27/2020 by Rebecca Reilly-Lott(Black&Veatch) To: Dan Garbely(CWS-Durham AWWTF),Kyle Hansen (McClure and Sons Inc),Sean Goris(Black& Veatch),Dave Clements(BV)(Black&Veatch),Theresa Jones(Black&Veatch),Rebecca Reilly- Lott(Black&Veatch),Isidro De Allende (Black&Veatch),Jason Jarmin (McClure and Sons Inc) ,Kevin Orton (McClure and Sons Inc) Message: None Additional Attachments: NAME RESPONSE ATTACHMENTS COMMENT Dave Clements(BV)(Black&Veatch) No Exceptions Taken Submersible Sewage Pumps - Seismic Calculations REVISION: 1 SUBMITTAL MANAGER: Dave Clements(BV)(Black&Veatch) STATUS: Closed DATE CREATED: 10/6/2020 ISSUE DATE: 10/6/2020 SPEC SECTION: 11185-SUBMERSIBLE SUMP AND SEWAGE PUMPS RESPONSIBLE McClure and Sons Inc RECEIVED FROM: Jason Jarmin CONTRACTOR: RECEIVED DATE: SUBMIT BY: FINAL DUE DATE: 10/27/2020 LOCATION: COST CODE: TYPE: Document APPROVERS: Dave Clements(BV)(Black&Veatch) BALL IN COURT: DISTRIBUTION: Rebecca Reilly-Lott(Black&Veatch),Kevin Orton(McClure and Sons Inc),Theresa Jones(Black&Veatch),Jason Jarmin(McClure and Sons Inc), Kyle Hansen(McClure and Sons Inc),Sean Goris(Black&Veatch),Dan Garbely(CWS-Durham AWWTF), Isidro De Allende(Black& Veatch),Dave Clements(BV)(Black&Veatch),Cat Cecilio(Black&Veatch) DESCRIPTION: Please see the attached revised seismic calculations including sloshing calcs for your review and approval. Please expedite a review. SUBMITTAL WORKFLOW NAME SENT DATE DUE DATE RETURNED RESPONSE ATTACHMENTS COMMENTS DATE General 11185.2-Submersible Sewage Information Attachments Pumps-Seismic calcs Rev 1.pdf Clean Water Services Page 1 of 2 Printed On:04/29/2021 09:43 AM Submittal #11185-2.1 - C1eanWater Services ri'ces 11185 - SUBMERSIBLE SUMP AND SEWAGE PUMPS NAME SENT DATE DUE DATE RETURNED RESPONSE ATTACHMENTS COMMENTS DATE No Dave Clements(BV) 10/06/2020 10/27/2020 10/27/2020 Exceptions Taken BY DATE COPIES TO Clean Water Services Page 2 of 2 Printed On:04/29/2021 09:43 AM 1 5516 SW Gillcrest ct Portland, OR 97221 Ph: 503.896.77 12 Submittal Documents WEIL SUBMERSIBLE PUMP ANCHORAGE Project DURHAM A WWTF Location 16060 SW 85TH AVE TIGARD, OR 97224 tti�"© PR Oft ss �.`� \AG l NEE- ,/°i, .4624PE, O1GefiN 4ti4RY 1 /0, N GO0c)v EXPIRES: 6/30/21 REVISION I 10/03/2020 2 Project: Sheet#-- ---- = 5816 SW GILLCREST CT. Location: PORTLAND,OR 97221 Job TEL:503.896.7712 Client: Date: By: �o-0 PROFes BCB guide pipe bracket v..,,, -.N-t1 NEe s%y �`` 624PE: �� Blind Flange „all /„. OG�N o r. �� C BCB a O,�E kiRY 14 v/N GOO f Guide Pipe Bracket EXPIRES: 6/30/21 /Guide Pipe I.' it li , — yr: Discharge Pipe Pump ;z Sliding Bracket rle. i): rllli Discharge 3 0 id' Flange Kit - 1 'to !� Floor Elbow . rar '• `—. 1A ;' I rilli 0 Sub Base -- 1/2"0 ATR EPDXY DOWELED MIN 3" 11.12 (4X) W/ DEWALT/POWERS 110+ 3.00 I~ INSTALL PER ESR 3298 �I 1.00 6.00 2.38jIi/%i 1 Weil 'iiiiiiiiie , A� Flange 4.75 1 i /_4� -1-.� m " Mount 7a .. 2Inch NPT 1A ANCHORAGE WEIL PUMP ANCHORAGE 3 Project: Sheet# S816 SW GiLLCREST Cr. LOCation: PORTLAND.OR 47221 ....�a_........_........ _.,.._.._.-.t.a ._._..�..,._.—�..... .e .�._..,.._.a........._........�..._,__� .. . . ._....—._....,.. r_...._..,_... TEL.503.896.7712 Cheat: Job# Date: By: P N iAC13 C(—..cI2 (� t (o o (p o S W co c t" 97224 � L Sys = c7,-71 S Cte - t ,v 2. 3 4 / Project: Sheet# 5816 SW GILLCREST CT. Location: PORTLAND,OP.97221 JobTEL:503-896.7712 Client: if Date: By: LOADING CRITERIA 8. SEISMIC LOAD: MAPPED MCE SHORT PERIOD SPECTRAL RESPONSE ACCELERATION (Ss) 0.961g MAPPED MCE ONE SECOND PERIOD SPECTRAL RESPONSE ACCELERATION (S1) 0.419g DESIGN SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS (Sds) 0.715g DESIGN SPECTRAL RESPONSE ACCELERATION AT ONE SECOND PERIOD (Sd1) 0.441g SITE CLASS D ELECTRICAL BUILDING RISK CATEGORY IV IMPORTANCE FACTOR 1.5 SEISMIC DESIGN CATEGORY D BASIC SEISMIC FORCE RESISTING SYSTEM SPECIAL REINFORCED MASONRY SHEARWALLS RESPONSE MODIFICATION FACTOR(R) 5.0 ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE TANKS RISK CATEGORY IV IMPORTANCE FACTOR 1.5 RESPONSE MODIFICATION FACTOR 3.0 ANALYSIS PROCEDURE EQUVALENT LATERAL FORCE PROCEDURE CAST-IN-PLACE CONCRETE 1. A MINIMUM 28 DAY COMPRESSIVE STRENGTH (fc)OF 4,000 PSI WAS UTILIZED IN THE DESIGN OF STRUCTURAL REINFORCED CONCRETE. SEE SPECIFICATIONS FOR CONSTRUCTION STRENGTH REQUIREMENTS. 2. THE LOCATION OF ALL CONSTRUCTION JOINTS AND OTHER TYPES OF JOINTS, OTHER THAN THOSE SPECIFIED OR SHOWN ON THE PLANS, SHALL BE ACCEPTABLE TO THE ENGINEER PRIOR TO PLACING CONCRETE. 5 P Fro�ect Sheet# 5816 SW GiLLCAEST et. LOCatIQit PORTLAND.00.97221 "�",.�'_...._.__.�_..,_..��.,__. ..w.W....�........ ._.._..._..._ _ . _._..._..._..�..__ ,_.�.....�....... TEL 503.896.7712 Client: Job# Date: i By: b*U. 5 S s, ,, � W-� �= 249 0 , (k)(ts) (o.-70 .?; \APt 2t vS o,; o �S) ,$) kg-b. - © , 2� E- (t (S)60 ,-iis)Wt 24S +- 1 aco ' 3`t S ,r� 2,s 6 O'" Project: Sheet# 5816 SW Giu.CREST Cr. Location: PURTLAND,OR 91221 TEL:503.896.7712 Client: Job# Date: I By: BCB guide pipe bracket / Blind Flange r 1. © BCB Guide Pipe Bracket y.:...s.;..?,;,:,,.. Guide Pipe t: I.I = :' Discharge Pipe '! Pump Sliding Bracket ?: rlll. Discharge _ -I Flange Kit g. d .` �w " 1074111 Floor Elbow :. rwr /' �^//-- 0 �' nip `• "---......, ' i Sub Base ;,..„:„.:,,,,,,:,,,,,, ..s...„..,,,,,,,, .,„. ,..„,.....,. .! 'F),/ „... 1611 /VIA Gho2tA-ems — li c .SZ = 2 ,5 'I = 1 t 0 14 44 X 2 t s = 2-764- M 1 I a. `f X 4.S 4 " -i- 7 s` x 16 U ) 7, c 4 2 SS l6 S P s CAL c_ 7 DEWALT Design Assist Ver.1.4.1.0 Page I DEWALT • Untitled ENGINEERED BYlowers" Aug 30 2020 NC NN ''\\ N \N. \ \. .\ ‘�`a Company: Project Engineer: -- Address: ---oregon 97221 Phone: M: -P: - Email: kgconsultantsllc@gmail.com Project Name: Untitled Project Address: Untitled Notes: ,.. v o fr ivy, ti `' v`. �.Ate ,'���� ��� \ ��`.' ,', ,. �`•`�`�\� \ �`•.�� Selected Anchor: Pure 110+ TerinTri Brand: DEWALT A."` iY i Material: 1/2"0 Threaded Rod ASTMA193 B8 Class 1 Embedment: hef 2.75 in hnom 2.75 in Approval: ICC-ES ESR-3298 Issued I Revision: Jul,2018 Dec,2018 Drill Method: Hammer Drilled `,`. ti t\`,�t�it`,�:�`�\�.�;a\';V ,�ti`\` \ \•,1 ti Wit) �, ;_, . .! Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(c) Shear 17.2.3.5.3(b) S20= User Defined , a;*...��.t\\.,.<:;,'•,�..^\�, '��,may,) C`\\,,,, .,..,. t.� t�\�t�,�.�� t�\,`\`,,\ti \tip � .�\,t'� `wt ��'`��`.� \`\�,,, ti\ `.�\ . ANN Concrete: Type Cracked Normal Weight Concrete Strength 3000 psi Reinforcement: Edge Reinforcement None or<#4 Rebar Spacing Tension No(Condition B) Shear No(Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0.25 in Length 9.4 in Width 6 in Standoff None Height 0 in Strength 36000 psi Profile: None Hole Condition: Dry Hole Max.Service Temperature: Long Term: 110 °F Short Term: 176 °F Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility 8 DEWALT Design Assist Ver.1.4.1.0 Page 2 DEWALT Untitled ENGINEERED BY-Powers Aug 30 2020 Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility Q DEWALT DEWALT Design Assist Ver.1.4.1.0 Page 3 . ' Untitled ENGINEERED BY'?owers" `�i`' Aug 30 2020 z /0 6276 6 ,41111460. Y 75 6 4111‘ 6 00. 11 .' hmin 4.000 in cmin 2.500 in cac 0.000 in smin 2.500 in Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 331.00 6066.00 0.055 OK Concrete Breakout Strength 775.00 3603.00 0.215 OK Bond Strength 775.00 3012.00 0.257 OK Controls Sustained Load Bond Strength 0.00 0.00 0.000 OK Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 69.00 2208.00 0.031 OK Concrete Breakout Strength 276.00 3183.00 0.087 OK Controls Pryout Strength 276.00 10895.00 0.025 OK .:,, ,,`'S`.`\w*. �.a:-,,,,z"�',,,,,,,,\ , �",'\ti ;w.\'",:*',,\, :\..'a, w *``w \'� ,,..,"',� '`* `.w.' 'i \`,..„�ti'� r aw``*� "w``.�� * �Y",\`4``.`v` ANCHOR DESIGN CRITERIA IS SATISFIED 1151 • The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in.Therefore, you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer,particularly with regard to compliance with applicable standards,norms and permits,prior to using them for your specific project.The DDA Software serves only as an aid to interpret standards,norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to seismic design categories C,D,E and F. • Under these seismic conditions,the direction of shear may not be predictable.In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design.Load reversal may influence the direction of the controlling concrete breakout strength. Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility n DEWALT Design Assist Ver.1.4.1.0 Page 4 DEWALT Untitled ENGINEERED BY'?owers" Aug 30 2020 Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT DEWALT Design Assist Ver. 1.4.1.0 Page 5 11 - Untitled ENGINEERED BY'Powers. Aug 30 2020 ` , ' , , �` Design Loads/Actions Z Nu 0 lb Vux 0 lb Vuy -276 lb N Y Muz 0 in-lb Mux -4258 in-lb Muy 0 in-lb ^>M .iv4 Consider Load Reversal X Direction 100% Y Direction 100% w .i X i Max. concrete compressive strain: 0.032 % Anchor Eccentricity Max.concrete compressive stress: 137.141 psi ex 0 in ey 0 in Resulting anchor forces/Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear X Shear Y X Y 1 56.15 69.0 0.0 -69.0 2.375 2.000 2 331.48 69.0 0.0 -69.0 2.375 -2.000 3 56.15 69.0 0.0 -69.0 -2.375 2.000 4 331.48 69.0 0.0 -69.0 -2.375 -2.000 Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT Design Assist Ver.1.4.1.0 Page 6 DEWALT Untitled ENGINEERED BY?0WerS" Aug 30 2020 Steel Strength: t N 1 , ACI 318-14 17.4.1 O s q ,a+. . y Variables 4. ,• Nsa (lb) 8088.3 0.75 Results (pN sa = 6066.0 lb Table 17.3.1.1 Nua = 331.0 lb Utilization = 5.5% Concrete Breakout Strength: t N ACI 318-14 17.4.2 1k. � e Equations a. , , d q Eqn. 17.4.2.1 b a. ''''rr T'r 1�_ty— -,:'# yr] - yx"h • gi_!:k • N =Ix •h, • rf' . , s Eqn. 17.4.2.2a Variables ANc (in2) ANcO (in2) "ec,N "ed,N "c,N 'cp,N 159.250 68.063 0.744 1.000 1.000 1.000 Cac (in) kc Xa f c (psi) lief (in) Camin (in) 0.000 17.000 1.000 3000 2.75 6 Nb (lb) (p (Ps cis 4246.280 0.65 0.750 Results Ncbg = 3603 lb Table 17.3.1.1 Nua = 775.0 lb Utilization = 21.5% Bond Strength: t N ACI 318-14 17.4.5 � • d w 4 . ° 1 Equations e• ANN.. Eqn. 17.4.5.1a =,rp A .x .. ,.; x:= • ,. 3'u as t.;v: Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility 13 DEWALT Design Assist Ver. 1.4.1.0 Page 7 DEWALT • Untitled ENGINEERED BY-?owers'" Aug 30 2020 A • x} • • is •d, •hra Eqn. 17.4.5.2 Variables ANa (in2) ANaO (In2) Wec,Na Ted,Na Wcp,Na 234.348 119.641 0.794 1.000 1.000 Xa tK,cr (psi) hef (in) (pc Na (in) oac (in) Camin (in) 1.000 919.772 2.75 5.469 0.000 6.000 Nba (lb) `1'g Na 9 PSeis 3973.131 1.000 0.65 0.750 Results tpNag = 3012 lb Table 17.3.1.1 Nua = 775 lb Utilization = 25.7% Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility 14 DEWALT Design Assist Ver.1.4.1.0 Page 8 DEWALT Untitled ENGINEERED BY'Powers Aug 30 2020 \ ".`,, ,. �,���, ,� `��.,..`��.".`.` c\,.`�.'v'� `t,i',,v't`. ;.o-: ,,�..*.. �\*..`,.� ��`�a,»L ,tip*.. ��.��,``� ,`�.��a\\ ` i„,„„' 2 ,''c, •.',1'„'��'','ti+'. '', ',' a \. `` .,a'`�a ? g' `:` , Steel Strength: V ACI 318-14 17.5.1 -- I a r+ I• t d Variables • ; • V sa eq (lb) tP 3397.086 0.65 Results V sa eq = 2208 lb V ua = 69 lb Table 17.3.1.1 Utilization = 3.1% Concrete Breakout Strength: V ACI 318-1417.5.2 Equations • ; 4 .4 Eqn. 17.5.2.1 b t,,g Eqn. 17.5.2.2a r� 2 6a.z= ;8 • (a-) • ,1Q,c• ''k: • VT, kc.:aP Variables Ave (in2) Avco (in2) 'ec,V 'ed,V 'c,V Th,V 134.000 128.000 1.000 0.925 1.000 1.000 le (in) da (in) � f c (psi) cal, (in) Vb (lb) 2.750 0.500 1.000 3000 5.330 4695.851 (Ps eis 0.70 0.750 Results cpVcbg = 3183 lb Direction = Y- V ua = 276 lb Table 17.3.1.1 Utilization = 8.7% Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility 19, DEWALT Design Assist Ver.1.4.1.0 Page 9 DEWALT Untitled ENGINEERED BY'?owers Aug 30 2020 Pryout Strength: V ACI 318-1417.5.3 4 4 a. 4 Equations e' 4 `4' l'.,.,,=krp •Nrpg Eqn. 17.5.3.1b ,v. ,= •` vlr t• 41..,.n; • �k•,,N., NaQ Eqn. 17.4.5.1 a Ark,, = • -Ty, • 7r •d� •hit Eqn. 17.4.5.2 Variables ANa (in2) ANaO (in2) ''ec,Na �ed,Na 'cp,Na Xa 234.348 119.641 1.000 1.000 1.000 1.000 tK,cr lac (in) (Pc Na (in) hef (in) `Vg,Na Camin (in-lb) 919.772 0.000 5.469 2.75 1.000 6.000 Nba (lb) kep <p 3973.131 2.000 0.70 Results (pVcpg = 10895 lb Vua = 276 lb Table 17.3.1.1 Utilization = 2.5% Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility 16 DEWALT Design Assist Ver.1.4.1.0 Page 10 DEWALT Untitled ENGINEERED BY-?owers" Aug 30 2020 , �` \`�,i�'ti\`�\\�,'\i\S�\\iS�c1\5�: �\\ ,,,E�� .�\ ,...... .,.� .��.:\\ c`�o�� „4\ \\,- ♦\O\\\���\\\���\�� O���\ .�... t ��4.,. ACI 318-14 17.6 Equations ( L uc + qua Eqn. 17.6.3 cp •Arm q' • vn C 1.0 1.2 Variables • ua FF �Ilia co T 'N, ,�(1 '44, 0.257 0.087 Results 0.257 < 1.0 Status OK ANCHOR DESIGN CRITERIA IS SATISFIED Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility W ElL 2-Inch Submersible Wastewater Pump 1716U7 TAG: #470P0104/470P8105 Mk"""" Heavy duty pump for commercial and industrial applications. Disch. Size 2 Inch Pump clear water and gray water with solids up to 1/2-inch diameter. Disch. Type ANSI Pump Options Solids Max. 1/2 Inch Case-Cast lion Bronze Impeller Mounting Style 2613 Removal Impeller-Cast Iron UL Explosion Proof Motor Stainless Steel Hardware Moisture Sensor and Capacities-Wet Wells Strainer-304 Stainless Steel Temperature Limiter Dia or Gallons per Additional Power Cable Lengths Side Foot of Depth Motor Stainless Steel Lifting Cable Inches Round Square Double Seal-Tandem 24 24 30 - Upper-Carbon against Ceramic 30 37 47 Flow-To prevent - Lower- Silicon Carbide against solids from settling out 36 53 67 Silicon Carbide 48 94 120 Discharge Minimum 60 147 187 Air-Filled Hermetically Sealed Pipe Size Flow 72 212 269 Shaft-Stainless Steel Series 300 Dia Inches GPM Motor Shell-Cast lion 1 1/2 15 Good wet well design Insulation- Class F 2 25 Maximum 10 starts per hour. Ball Bearings-2-Double Sealed 3 50 Minimum run time- 1 1/2 minutes. Power Cable Length-25 ft TOTAL HEAD 1750 RPM 1.0 S.G. 70°F CURVE NUMBER: CK 1607-1750 ~�� Three-phase motor MTR PSI FT PUMP SIZE: 2 INCH ANSI - 1-1-50-and 1750 RPM IMPELLER TYPE: SEMI-OPEN - 60 Hz, 208=-230 or 460 volts 18 26 60 MAX sPH 587 1.5 5939 Single-phase capacitor start motor . 3-18-08 - 1150 and 1750 RPM 15 22 50- 694 - 60 Hz, 115 or 208-230 volts - - Automatic reset thermal 12 17 40- 638 — X 62GPM@24TDH w/1 HP — and overload protection - 600 9 13 30- 550 .N \ N N 525 6 9 20 �61/2 N N 3 4 10 "-� 2 HP 9 .75HP( 1 HP 1.5HP U.SGALLONSR 0 20 40 60 80 100 120 140 160 180 MINUTE PER HOUOURTERS 0 4 9 14 18 23 27 32 36 41 PER H I ' Lifting OT PSIS FAT 1150 RPM 1.0 S.G. 70°F CURVE NUMBER: CK 1607-1150 Bail MP SIZE: 2 1NCH IMPELLERR TYPE: EMI OPENI I 9 13 MAX SPHERE: 0.5 15871 15939 1111 8 11 25 3-18-08 1 Phase �= 6 9 20— 694 28 1/4 -11=_=_♦ -- — • 5 6 15— 600 3 23 Phase1/2 mm ANSI — 550 f'.....,..:Flange 3 4 10 �. =s . g N 9709 2 2 5 ,;, Ci _ .5 HP .75 HP 3 1/4 T 11011 3 U.S GALLONS 0 20 40 60 80 100 120 140 Stfaln PER MINUTE CUBIC METERS 0 4 9 14 18 23 27 32 a 10 3/4 PER HOUR 0 0 z I n I 13o„1.,,.0.. QT.T 11n^7 A... 1 1nn4 e1.T 1 Any TT TT V 1 ')n1 c 1 607 1 WEIL 2 Inch Removal System 2 13-2 Flat guide pipe bracket System Includes: March 23,2011 • Discharge Floor Elbow-one Above cover discharge • Sliding Bracket-one Edge Of - Iron or Wet Well Cover - Bronze for use with Explosion Proof Motors — im - 316 Stainless Steel ®Flat • Guide Pipe Bracket-one Flat(cover mount)-bolts to wet well cover or Bracket Pipe -Angle 90°(side mount)bolts to vertical side wall or BCB Bracket-mounts to discharge pipe P�P Guide Pipe - Not Included: • Discharge Pipe-(2 inch schedule 40),Guide Pipe-(1 inch schedule 40) Discharge Pipe Options: • Discharge Flange Kit for Floor Elbow • Intermediate Guide Pipe Bracket ruinp I • Sub Base for Floor Elbow Ila • Level Control Lifting Assembly for BCB Duplex Bracket Sliding Bracket Removal System: ■a Flange Kit am= Simplex ,- Floor Elbow �I sub Base Or Floor Sliding Guide Pipe Mount Weight ,� Number Elbow Bracket Bracket Type Lbs. Angle guide i e bracket 2613K1021 Iron Iron Flat Cover 42 gp p 2613K2021 Iron onze Flat Cover 42 Access Hatch 2613K9102 316 SS 31 Flat Cover 42 Igiti 1,1 liat 2613K5013 Iron Iron a Side 42 2613K6032 Iron Bronze Angle Side 42 Guide Pipe ®Angle 2613K9122 316 SS 316 SS Angle 'de 42 90 Degree Guide Pipe Bracket 2613K3021 Iron Iron BCB Pipe 2 2613K4021 Iron Bronze BCB Pipe 4 2613K9132 316 SS 316 SS BCB Pipe 42 BCB guide pipe bracket Duplex-BCB System Blind Flange i Order Floor Sliding Guide Pipe Mount Weight —,1 kik ©BCB Number Elbow Bracket Bracket Type Lbs. '1 Guide Pipe Bracket I 2613K7021 Iron Iron ripe BCB 84 I 2613K7031 Iron Bronze Pipe BCB 84 Guide Pipe 2613K9722 316 SS 316 SS Pipe BCB 84 1.11 - 11i11e-- ip Discharge Pipe 5/8 Holes 11.12 ,!Pimp 4 Required 1 3.00 I--- Sliding Bracket 1.00 ; rills F O ink Dischaz e ����1� Ilk i�'9 Flange Kit 6.00 2.38 %/��:=JJ�i Weil �. I. I / _viiiii_ A� Flange I. r -v / � 8 y �IL rim Floor Elbow 4.75 T ' _,-�% ��� Mount f C��));' _'•I10 Sub Base �� 2 Inch J NPT 2.00 Guide Pipes 5,01 Edge Of Wet Discharge Flange Kit-For Floor Elbow - Well Cover Floor Includes-Flange,Gasket and Hardware Sliding :i �� �., Elbow Weil=2 bolt oval configuration :r# Bracket V � �mEN Order Number Material Pipe Type Flange F YP 611111111111111101, 7.12 2613K102 Cast Iron Threaded Weil 4.5 6 % 2613-2 2613K202 Cast Iron Plain End Weil / 2613K942 316 SS Plain End Weil MiNiiiiinniniiiiuIi... 'I F IF 4.00-- a Intermediate Guide Pipe Bracket: 9 44 N 205.666.002 Intermediate Guide Pipe Bracket N 9.z .,,.,,.,,,:.a;1..............4. QTT 141 1 7 D.,..o 1 0..-r u.r..-..t.0 nnr' 7. 1 — 4 "' Project: Sheet# 3816 SW GIucREST Cr. I.oeation: PORTLAND,OR 97221 TEL:SO3.896.7712 Client: Job# Date: By: - Wit.-oSN )1 G Pt=C-SSvte- r—z__ 00 17-0 m e '' / 23 b 0- -__ �C l l } 2) = 2.244 . 3,3 to 4 ' .----- k ( 1 1-- - sc--L---) <1\--' ' a- P.)1 F = &2•4 Fr3 ( ;')(i 4- 2-'-- _' 2� t 4, s _3Z•Z Lf x tot` 400 co Z / 2, 2-1 l - 3.5 ( "sC (2-,`br"L1 59 t Pu wv 2 el 3 (3(.0t) �97 x ;3 5a05 DEWALT Design Assist Ver.1.4.1.0 Page 1 DEWALT Sloshing ENGINEERED BY'?owers" Nov 05 2019 tTv,.. ...\,,,.,, ,,,.ti.. ,\� ,\.�.,;.*i���..,.. ,�:,, �::,,,..,. ,\"* � t $e '`,, ,tip, \\,, �\,�a,,�',a\,�'�,`��\`*, @ Company: Project Engineer: -- Address: ---oregon 97221 Phone: M: -P:- Email: kgconsultantsllc@gmail.com Project Name: Untitled Project Address: Untitled Notes: 2 °5e1e* a 14::*r Zn Q ,tiO Selected Anchor: Pure 110+ Brand: DEWALT a z ! , - Material: 3/4"0 Threaded Rod ASTM A 193 B8 Class e1MM1 1 Embedment: het. 4 in hno, 4 in Approval: ICC-ES ESR-3298 Issued I Revision: Ju1,2018 Dec,2018 Drill Method: Hammer Drilled '4.:.;, �.. �°�....�` ,� �.,..�;,'�, .. `�',:,,`v'\\\\\�..;:a". \�.,`.�".,. `\`^'�,a.,i;?:; ,\*\..,..., ,,,,�.:*,.,:�:�,. .�,�.� ." '•a \ :\\�\tea., .�s�` d . aAV N +f �,`4 �``,, , ;,' '`,v ,,y;ti�`�,,.ti w,�`AV�ftk �,ja ice' Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) S20= User Defined Concrete: Type Cracked Normal Weight Concrete Strength 2500 psi Reinforcement: Edge Reinforcement None or<#4 Rebar Spacing Tension No(Condition B) Shear No(Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0.1 in Length 18 in Width 10 in Standoff None Height 0 in Strength 36000 psi Profile: None Hole Condition: Dry Hole Max.Service Temperature: Long Term: 110 °F Short Term: 176 °F Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT Design Assist Ver. 1.4.1.0 Page 3 DEWALT Sloshing ENGINEERED BY'?owers Nov 05 2019 �/ o k: <x� hmin 5.750j in pia cmin 3.750 in can 5.392 in smin 3.750 in asp :..,.,,. 4 .yvti \,,.. `, v \V',;,v ti. �` Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 2273.00 14300.00 0.159 OK Concrete Breakout Strength 4546.00 6630.00 0.686 OK Controls Bond Strength 4546.00 7973.00 0.570 OK Sustained Load Bond Strength 0.00 0.00 0.000 OK Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 259.00 5949.00 0.044 OK Controls Concrete Breakout Strength OK Pryout Strength 1036.00 30147.00 0.034 OK ANCHOR DESIGN CRITERIA IS SATISFIED V • The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in.Therefore, you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer,particularly with regard to compliance with applicable standards,norms and permits,prior to using them for your specific project.The DDA Software serves only as an aid to interpret standards,norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to seismic design categories C,D,E and F. • Under these seismic conditions,the direction of shear may not be predictable.In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design.Load reversal may influence the direction of the controlling concrete breakout strength. Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT DEWALT Design Assist Ver.1.4.1.0 Page 5 Sloshing ENGINEERED BY?owers" Nov 05 2019 ,��.:.��'�`; �� u,,i,, ,,,.;1�,,,,» ti ` `:.�\\� ..����..�,.�,�,�i,Z �`���,�,`�, �,.. ��w�...:,�,.�,. '��4...�.,�..\��.��,\�.�.,.�,�, `'. '?,�.o �'�, ,a'a`4�\ Design Loads/Actions Z Nu 0 lb Vux -1036 lb Vuy 0 lb t Y Muz 0 in-lb Mux 0 in-lb Muy 35885 in-lb r''3\VM��.1v Consider Load Reversal X Direction 100% Y Direction 100% %, M�i V„x Max.concrete compressive strain: 0.064 % Anchor Eccentricity Max.concrete compressive stress: 277.651 psi ex 0 in ey 0 in Resulting anchor forces/Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear X Shear Y X Y 1 0.00 259.0 -259.0 0.0 3.500 7.500 2 0.00 259.0 -259.0 0.0 3.500 -7.500 3 2273.05 259.0 -259.0 0.0 -3.500 7.500 4 2273.05 259.0 -259.0 0.0 -3.500 -7.500 Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT Design Assist Ver.1.4.1.0 Page 6 DEWALT Sloshing ENGINEERED BY-AOWerS" Nov 05 2019 Steel Strength: t N ACI 318-1417.4.1 6 Variables a 4` Nsa (lb) 19066.5 0.75 Results (PNsa = 14300.0 lb Table 17.3.1.1 Nua = 2273.0 lb Utilization = 15.9% Concrete Breakout Strength: N ACI 318-1417.4.2 -e Equations e. ;4 4. r���`` Y `Yr�'+*' � Egn. 17.4.2.1b �Tcba _ - 11Jcc �� !4 - y+..7:1 ' 1`Y-p"� ' NIT =Ire A: - 'f': - h,f's Eqn. 17.4.2.2a Variables ANc (in2) ANcO (in2) 'ec,N "ed,N 'c,N "cp,N 288.000 144.000 1.000 1.000 /„ 1.000 1.000 cac (in) kc A'a f c (psi) hef (in) 5.392 17.000 1.000 2500 4 Nb (lb) tp (PSeis 6800.000 0.65 0.750 Results Ncbg = 6630 lb Table 17.3.1.1 Nua = 4546.0 lb Utilization = 68.6% Bond Strength: t N • ACI 318-14 17.4.5 1 ". •a . ° M Equations e+ 0 „ A_, Eqn. 17.4.5.1 a Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT Design Assist Ver.1.4.1.0 Page 7 DEWALT Sloshing ENGINEERED BY''owers Nov 05 2019 V ;= A. • Ti..• rr An •h,, Eqn. 17.4.5.2 Variables ANa (in2) ANaO (in2) 'Pec,Na 'ed,Na �cp,Na 472.885 240.341 1.000 1.000 1.000 Xa tK,cr (psi) hef (in) (pc Na (in) Cac (in) 1.000 882.000 4 7.751 5.392 Nba (lb) 'Pg Na tP tpseis 8312.654 1.000 0.65 0.750 Results (PNag = 7973 lb Table 17.3.1.1 Nua = 4546 lb Utilization = 57.0% Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT Design Assist Ver. 1.4.1.0 Page 8 DEWALT Sloshing ENGINEERED BY'Powers Nov 05 2019 Steel Strength: V ACI 318-14 17.5.1 t a e. A ; Variables 4 - ; °" V sa,eq (lb) cp � ' ‘4 9151.920 0.65 Results V sa,eq = 5949 lb Vua = 259 lb Table 17.3.1.1 Utilization = 4.4% Pryout Strength: V ACI 318-1417.5.3 f 4 Ai i Equations s� V,,v=kcp •Ncpg Eqn. 17.5.3.1b 1V A,, ,fr Egn. 17.4.2.lb Variables ANc (in2) ANc0 (in2) 'ec,N Wed,N ''c,N "cp,N 456.000 144.000 1.000 1.000 1.000 1.000 cac (in) kc Xa het- (in) f c (psi) 5.392 17.000 1.000 4 2500.000 Nb (lb) kcp Nepg (lb) cp 6800.000 2.000 21533.333 0.70 Results cpVcpg = 30147 lb Table 17.3.1.1 Vua = 1036 lb Utilization = 3.4% Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT Design Assist Ver. 1.4.1.0 Page 9 DEWALT Sloshing ` ENGINEERED BY"?ower's" Nov 05 2019 c 'R` " \. ^Gm. � ..�•<,:... t.. y� .\ * \�\\� \\\�\\\\`� \�\\\\\ \\\\ SOY; 5i. �� ACI 318-14 17.6 Equations ( Nu, + Vu, Eqn. 17.6.3 `cp •Nn e ' V) < 1.0 1.2 Variables ti ua rn u� gJ 'N T P 0.686 0.044 Results 0.686 < 1.0 Status . OK ANCHOR DESIGN CRITERIA IS SATISFIED 0 Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility