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Specifications (34) tip 2O 1 - coos l0S6 SV\I vriTt1 S1. • PORTLAND ELECTRICAL CONSTRUCTION, INC. pEci 1019 7TH STREET OREGON CITY, OREGON 970455 PORTLAND ELECTRICAL CONSTRUCTION INC. P 503.655.2281 I F 503.655.5033 PORTLAN DELECTR ICAL.COM CALCULATIONS SUBMITTAL REVISION 0 --TWALITY MIDDLE SCHOOL-- 14650 SW 97th AVENUE TIGARD,OR 97224 OWNER 13 48 53 TIGARD-TUALATIN SCHOOL DISTRICT SEISMIC ANCHORAGE REQUIREMENTS 6960 SW SANDBURG STREET,TIGARD, OR 97223 Phone: (503)431-4000 ARCHITECT DULL OLSON WEEKES-IBI GROUP ARCHITECTS 907 SW STARK STREET, PORTLAND,OR 97205 Phone: (503)226-6950 I Fax: (503)273-9192 OFFICE COPY ELECTRICAL ENGINEER PAE ENGINEERS 22 5W 5TH AVENUE, #1500, PORTLAND, OR97204 Phone: (503)226-2921 GENERAL CONTRACTOR TRIPLETT WELLMAN CONTRACTORS 17178 MT JEFFERSON AVENUE,WOODBURN,OR 97071 Phone: (503)982-4188 I Fax:(503)982-0390 ELECTRICAL CONTRACTOR PORTLAND ELECTRICAL CONSTRUCTION, INC 1019 7TH STREET, OREGON CITY,OR 97045 Phone:(503)655-2281 I Fax: (503)655-5033 SERVING OREGON AND WASHINGTON SINCE 1986 2020 LICENSED AND BONDED.CCB4 51764 I WASHINGTON LIC: EC PORTLECO23P PAGE 1 OF 1 LINO CORBIN Calculations for Twality Middle School Electrical Utility Support and Seismic Bracing Design Issue for Construction D PRO ,�\ G I N 80845PE 9 Dlgifally-ignndb ... Calvin Matthew Kllme Matlnew Ktlmer Date 28 0 04. 22 '3'0t 289]09l G OREGON ^ Q; o fL z \� /�*TTHO EXPIRES! 08/30/2021I Prepared by: Rick Steinle Reviewed by: Calvin Kilmer, P.E. Project number: 20106 For: Portland Electrical Construction, Inc., Oregon City, OR Date: May 22, 2020 Total 90 pages excluding cover. CORBIN CONSULTING ENGINEERS,INC. 1905 NW 169th Place Suite 121. Beaverton,OR 97006 Tel: 503/645-0176 • Twality Middle High School Seismic Design Forces per Chapter 13 of ASCE 7-10 0.4aP SDS WP F = (1 +2 z/h)p ( lRP/!P) FP,min = 0.3 SDS1pWp Fp,max = 1.6 Sps!PWp SDS = 0.716 ! = 1.25 Generator,Transformer and Network Racks (z= 0) ap = 1.0, Rp = 2.5 Fp = 0.143W p Fp,min = 0.3 (0.716)(1.25)Wp = 0.268Wp «- Controls Fp,,,,ux = 1.6(0.716)(1.25)Wp = 1.431Wp Transformer(z= h) ap = 1.0, Rp = 2.5 FP = 0.429Wp *- Controls Fp,min = 0.3(0.716)(1.25)Wp = 0.268Wp Fp nax = 1.6(0.716)(1.25)Wp = 1.431Wp Panel Boards and Switch Gear(z=0) ap = 2.5, Rp = 6.0 Fp = 0.149Wp Fp.min = 0.3(0.716)(1.25)Wp = 0.268Wp f- Controls Fp,max = 1.6(0.716)(1.25)Wp = 1.431Wp Panel Boards. Conduit,and Cable Trays (z =h) ap = 2.5, Rp = 6.0 Fp = 0.447 *- Controls FP.mtn = 0.3 (0.716)(1.25)Wp = 0.268Wp 61Fp.,n„ = 1.6(0.716)(1.25)Wp = 1.431Wp Interior Walls and Partitions(z= h) ap = 1.0, Rp = 2.5 Fp = 0.429 F Controls Fp,mmn = 0.3(0.716)(1.25)Wp = 0.268Wp Fp,max = 1.6(0.716)(1.25)Wp = 1.431K C-2 • Corbin Consulting Engineers, Inc.— .C Project No: 20106 Page: of 1905 NW 169th Place, Suite 121 Project Twality MS Elec Supp Rev: Beaverton, Oregon 97006 Title Generator Date: 4/30l2020 CORBIN Tel: 503/645-0176 Originator RLS CHK: Seismic Restraint Force Worksheet per 2012 International Building Code and ASCE 7-10(chapter 13) Site-Building: Floor: Twality Middle School 1st Floor-4" Concrete SOG Component Data: Seismic Parameters: Component Weight, Wp= 6990 lb Site Class D Overall Height, H= 67.1 in Ss= 0.96 Overall Length, L= 179.9 in Fa= 1.11 Effective Length, Le.= 120.11 in Soo= 0.72 Overall Width, W= 54 in Attachment Elevation z= 0 ft Effective Width, Wert= 46.8 in Avg Roof Elevation h= 41 ft Height to C.G., Hog= 33.55 in Cl Calculate HP Amplification Factor aP= 1.0 Length to C.G., Lc,= 89.95 in O Calculate U2 Response Factor Rp= 2.5 Width to C.G. Wag= 27 in E1 Calculate W/2 Overstrength Factor no= 2.5 Importance Factor Ip= 1.25 Seismic Forces: Fp(calc) =0.4*ap*Sos*Wp/(RplIP)*(1+2*z/h)= 0.143 *WP= 1001 lb (ASCE 7, Eq. 13.3-1) Fp(max)= 1.6*Sos*Ip*Wp= 1.431 *Wp= 10006 lb (ASCE 7, Eq. 13.3-2) GOVERNS Fp(min) =0.3 Sos Ip Wp- 0.268 WP- 1876 lb (ASCE 7, Eq. 13.3-3) Horizontal Seismic Force, Eh= Fp= 0.268 *Wp= 1876 lb Vertical Seismic Force, E„=0.2*Sos*Wp= 0.143 *Wp= 1001 lb Restraints: Length 1 Width No. of Support Legs, N= 6 No. of Restraints Acting in Tension, Nt= 2 3 No. of Restraints Acting in Shear, N„= 6 6 E No. of Support Legs Acting in Compression, No= 2 3 E„ Overturning Calculation: Bk Wv Overturning Moment Mo=Eh*Hog= 62941 lb-in Resisting Moment Arms Arm= 60 23 in Resisting Moment MR=(0.9-0.2*Sos)*W"*(Arm)= 317718 123797 lb-in M MR 0 Strength Level Forces(IBC, 1605.2): Uplift, T=(MR-Mo)/Nt/Weff= 0 0 lb Comp, P=(1.2+0.2Sos)*Wp/N+Mo/Ne/Werr= 1044 1231 lb Shear, V=(Eh)/Nv= 313 313 lb Amplified Forces(ASCE 7, 12.4.3.2): Uplift, T=(MR-S20M0)/Nt/Wert= 0 -239 lb Comp, P=(1.2+0.2Sos)*Wp/N+S2gMOINo/Wef= 1437 1903 lb Shear, V=(S2oEh)/N = 782 782 lb Anchor to(E)concrete w/1/2"diameter expansion anchor thru hole in equipment base C-3 DEWALT Design Assist Ver.1.4.1.0 Page I DEWALT ENGINEERED BY'?OWerS' Twality Middle School May 01 2020 1.Project Information Company: Corbin Consulting Engineers Project Engineer: RLS Address: ---Beaverton 97006 Phone: M:-P:- Email: ricky.steinle@corbinengineering.com Project Name: Twality Middle School Project Address: Untitled Notes: Generator AB Design 2,Selected Anchor Information Selected Anchor: Power-Stud+SDI Brand: DEWALT . ,,;1, --- Material: 1/2"0 Medium Carbon Steel Embedment: hef 2 in hnoin 2.5 in Approval: ICC-ES ESR-2818 Issued I Revision: Dec,2018 - Drill Method: Hammer Drilled 3.Design Principles- Design Method: ACT 318-1 l Load Combinations: Section 9.2 User Defined Loads Seismic Loading: Tension D.3.3.4.3(d) Shear D.3.3.5.3(c) Do= User Defined 4.Base Material Informationy¢ 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 in Length 0 in Width 0 in Standoff None Height 0 in Strength 0 psi Profile: None Input data and results must he checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility C-4 DEWALT Design Assist Ver.1.4.1.0 Page 2 DEWALT Twality Middle School ENGINEERED BY'?owers- May 01 2020 5.Geometric Conditions z o 739 a 0 Y 8 I 782 h:nln 4.000 in emirs 3.250 in c8e 8.000 in smin 4.500 in 6.Summary Results ' Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 239.00 6810.00 0.035 OK Concrete Breakout Strength 239.00 1284.00 0.186 OK Controls Shear Loading Design Proof Demand (1b) Capacity (lb) Utilization Status Critical Steel Strength 782.00 2574.00 0.304 OK Concrete Breakout Strength 782.00 9253.00 0.085 OK Pryout Strength 782.00 1844.00 0.424 OK Controls •P :f 7.Warnings and Remarks ANCHOR DESIGN CRITERIA IS SATISFIED +1I • 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 C-5 DRWALT Design Assist Ver.1.4.1.0 Page 3 DEWALT ENGINEERED BY'?OW@YS" Twality Middle School May 01 2020 8.Load Conditions 11111111 Design Loads/Actions Z Nu 239 lb Vux -782 lb Vuy 0 lb 4N Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb 17)4 rya Consider Load Reversal X Direction 100% Y Direction 100% 9.Load Distribution Max.concrete compressive strain: 0.000 % Anchor Eccentricity Max.concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting anchor forces/Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (]b) Anchor Coordinates(in) Shear X Shear Y X 1 239.00 782.0 -782.0 0.0 0.000 0.000 Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility C-6 • 4 3 A III— L. 'r ra, A.2 1 R643 125.3 R625 124.E I 1r DOOR SWING DOOR SWING �_L TYP TYP FOR ALL STUB-UP,WEIGHT,AND COG,DETAILS SEE ' CORRESPONDING OPEN SET DRAWING PER UNIT CONFIGURATION 1 — Ce�1Qo4/- B 350 113a ENCLOSED li. � T • a AIR INTAKE B ^ EXHAUST OUTLET • • 507 120.Q AIR INTAKE AIR INTAKE AIR INTAKE ENCLOSED BOTH SIDES BOTH SIDES BOTH SIDES EXHAUST 4569 117£91 OUTLET OVERALL LENGTH 1371 154.01 � 3277 1129A I OVERALL WIDTH'/ ' AIR[MAKE RADIATOR/E%IUUST mscrw1E AIR ' AIR INTAKE AIR1 M INTAKE - 1 BOTH SIDES BOTH SIDES ___ asasaa —EL AMa =era r8 r9 sa®® sa —ate E. Q 1463 I5761 =arias tJ, 1463 157.61 = `31 415 1529 16021 t772 .8I ME as OVERALL © _ q, DIM Y 4 HEIGHT 241 1951 III 0 MIEIIIIIIi • ' 0 131 241 19.51 1 / A DIMX --.6 DIM Z -� \.l C11L A • 1234 148.61 - 653 125.71 - 3250 [12801 ► 652 125.71 OLYMPIAN'. TITLE DRAWING CREATED FROM PRO/ENGINEER DIMENSIONS ARE IN MILLIMETERS CINCHES] L1A ENCLOSURE 3D FILE. ECO MODIFICATION TO DE APPLIED TO SOLID MODEL ONLY. G14.2L Gl50LG6, G150LG5, G175LG6 �� O�� [�� G175LG3G G200LGbIG200LG3 ISSUE DATES 5L03, O D [tE[mw:c.�r APRWE➢ SIZETD NCI DWG NOo�o�I�TT�a� REVA Nam' vINgSOLL SCALE 0.035 I WT-KG 0.000 (SHEET 1 of 1 a 3 I 2 I 1 Page 21 of 178 0 .1 • 4 I 3 SH 2/31REV A 'WINDMILL VERSIEN A.2 ' 1 RECOMMENDED ELECTRICAL STUB-UP 01131 VENTAGE STUB-UP) AC LOAD LEAD annuli EDO PERMANENT MAGNET EXCITATIONCCNICCTIGI BOX (LOV VENTAGE STUB-UP) l00 [3,97 3050 1120.1] .„ TYP TOP -SECONDARY CB CONNECTION 2288 190.1] 4 BOX OPENING(IPTICNAL) TYP 1525 C60.01_ TYP 763 0.0I 305 Cl2.01 187 17.41 S Y HIGH VOLTAGE ln B TYP TYP -OP STUB AREA(fPTIWkU B I W GLAND PLATE ��•r�e e e "1 ' L`�� " 146 15.83 1 -� _ -•-- -•- �- - { TOP T �i I • 4 • �i 160 C6.33 � TYP 1"U I. 10 O l I O O 1344 '52.91 1188 C46.87 552 "21.7] OVERAL_ WIDTH T'P . STIMAUY HIGH VOLTAGE I. 0 0 W/ [LANDREA PLAIL I (.3) O mo 294 71.67I N 4 Par B aI /® #.i P 1: I 78 L311 I-, ,_ t 016.7 100.663 118 46] TYP- V MOUNTING HOLES LOW VOLTAGE STUB-U 902 [15.8] 03 C4.1 PRIMARY CO (10 PLACES) AREA, SURFACE MOUNTED -OPEN AREA- CONNECTION BOX (SEE NOTE 18) (SEE NOTE 3) FOR STUB-UP OPENING -.--500 119.73 - 718 C28.31 A 3250 1128.0] A OVERALL LENGTH OLYMPIAN' TITLE GRAVING CREATED FROM PRO/ENGINEER DIMENSIONS ARE IN MILLIMETERS CINCHES) STUB-UP VIEW 31 FILE. EEO MO➢IFICATION TO BE APPLIED TO SLID MODEL ONLY. G142L 61501_68, 6150L05 G175L66 IIR0 / 1P.-0=3 z� o�R0 �nZ Y/OHCG17513/14 00LG�1G2001G3 ISSUE➢ATE, I0/l5/14 BLE[iR6BGLLY A+Pt9VEo S$ CAGEA NO DWG NO 0L0467Y09 REVA MEE vumGULL SCALE 0.075 1VT-KG 0.000 'SHEET 2 of 3 4 3 2 1 Page 25 of 178 0 • Corbin Consulting Engineers, Inc. Project No: 20106 Page: of 1905 NW 169th Place, Suite 121 Project Twality MS Elec Supp Rev: Beaverton, Oregon 97006 Title 112.5KVA Transformer Date: 4/30/2020 CORBIN Tel: 503/645-0176 Originator RLS CHK: Seismic Restraint Force Worksheet per 2012 International Building Code and ASCE 7-10(chapter 13) Site-Building: Floor: Twality Middle School 1st Floor-4"Concrete SOG ' Component Data: Seismic Parameters: Component Weight, Wp= 950 lb Site Class D Overall Height, H= 46 in Ss= 0.96 Overall Length, L= 31.31 in Fa= 1.11 1 Effective Length, Ler= 29.11 in Sos= 0.72 Overall Width, W= 23.44 in Attachment Elevation z= 0 ft Effective Width, Wer= 20.5 in Avg Roof Elevation h= 41 ft Height to C.G., Hea= 24.78 in D Calculate H/2 Amplification Factor ap= 1.0 Length to C.G., L�= 15.71 in ❑Calculate L/z Response Factor Rp= 2.5 Width to C.G. W�= 9.379 in D Calculate W/2 Overstrength Factor 0.0= 2.5 Importance Factor Ip= 1.25 Seismic Forces: FP (talc)=0.4*ap*Sos*Wp/(Rp/lp)*(1+2*z/h)= 0.143 *WP= 136 lb (ASCE 7, Eq. 13.3-1) Fp (max)= 1.6*Sos*Ip*Wp= 1.431 *Wp= 1360 lb (ASCE 7, Eq. 13.3-2) GOVERNS FP (min)=0.3*Sos*Ip*Wp= 0.268 *WP= 255 lb (ASCE 7, Eq. 13.3-3) Horizontal Seismic Force, Eh=Fp= 0.268 *Wp= 255 lb Vertical Seismic Force, E„=0.2*Sps*Wp= 0.143 *W,= 136 lb Restraints: Length I Width No.of Support Legs, N= 4 No.of Restraints Acting in Tension, N,= 2 2 No.of Restraints Acting in Shear, N„= 4 4 E No.of Support Legs Acting in Compression, N,= 2 2 E.4 l Overturning Calculation: Wp Overturning Moment Mo= Eh*Heo= 6318 lb-in Resisting Moment Arms Arm= 15 8 in Resisting Moment MR=(0.9-0.2*Sos)*Wp*(Arm)= 10426 5687 lb-in Mo Me Strength Level Forces(IBC, 1605.2): Uplift, T=(MR-Mo)/NI/Wer= 0 -15 lb Comp, P= (1.2+0.2Sos)*Wp/N+MolNo/Wer= 269 350 lb Shear, V=(Eh)/N„= 64 64 lb Amplified Forces(ASCE 7,12.4.3.2): Uplift, T=(MR f2oMo)/N,/We„= -92 -247 lb (NOQST Ci'S F t72 Comp, P=(1.2+0.2Sos)*Wp/N+CloMo/N,/Wer= 431 581 lb I i SFo2mPyfL Shear, V=(11pEe)/Nv= 159 159 lb 4-3 be ,(7,4, Anchor to(E)concrete w/3/8"diameter expansion anchor thru hole in equipment base C-9 I Corbin Consulting Engineers, Inc. Project No: 20106 Page: of 1905 NW 169th Place, Suite 121 Project Twality MS Elec Supp Rev: Beaverton, Oregon 97006 Title 15KVA Transformer Date: 4/30/2020 j CORBIN Tel: 503/645-0176 Originator RLS CHK: Seismic Restraint Force Worksheet per 2012 International Building Code and ASCE 7-10(chapter 13) Site-Building: Floor: Twality Middle School 1st Floor-4"Concrete SOG Component Data: Seismic Parameters: Component Weight, Wp= 188 lb Site Class D Overall Height, H= 23.99 in Se= 0.96 Overall Length, L= 21.14 in Fe= 1.11 Effective Length, Leff= 19 in Sos= 0.72 Overall Width, W= 19.4 in Attachment Elevation z= 0 ft Effective Width, Wee= 17 in Avg Roof Elevation h= 41 ft Height to C.G., Hop= 11.93 in 0 Calculate H/2 Amplification Factor ap= 1.0 Length to C.G., Ley= 10.57 in 0 Calculate U2 Response Factor Rp= 2.5 Width to C.G. Wog= 8.07 in ❑Calculate W/2 Overstrength Factor Os= 2.5 Importance Factor Ip= 1.25 Seismic Forces: Fp(calc) =0.4*ap*SDs*Wp/(Rollo)*(1+2*z/h)= 0.143 *Wp= 27 lb (ASCE 7, Eq. 13.3-1) Fp(max)= 1.6*SDs*Ip*Wp= 1.431 *Wp= 269 lb (ASCE 7, Eq. 13.3-2) GOVERNS Fp(min)=0.3*SDS*Ip*Wp= 0.268 *Wp= 50 lb (ASCE 7, Eq. 13.3-3) Horizontal Seismic Force, Eh=Fp= 0.268 *Wp= 50 lb Vertical Seismic Force, E„=0.2*Sos*Wp= 0.143 *Wp= 27 lb Restraints: Length Width No.of Support Legs, N= 4 No.of Restraints Acting in Tension, Nt= 2 2 No.of Restraints Acting in Shear, N„= 4 4 Ev No.of Support Legs Acting in Compression, No= 2 2 E.0 Overturning Calculation: W, Overturning Moment Mo=Eh*H„= 602 lb-in Resisting Moment Arms Arm= 10 7 in [\vl) Resisting Moment MR=(0.9 0.2*SDs)*Wp*(Arm) = 1352 978 lb in MD MR Strength Level Forces(IBC, 1605.2): Uplift, T=(MR-Mo)/Nt/Well= 0 0 lb Comp, P=(1.2+0.2SDs)*WAIN+Mo(Nc/Weff= 47 55 lb Shear, V= (E1)/Ny= 13 13 lb Amplified Forces(ASCE 7,12.4.3.2): Uplift, T=(MR-DoMo)/N,Mleff= -4 -16 lb Comp, P= (1.2+0.2SDs)*Wp/N+OsMo/No/VNeff= 71 82 lb Shear, V=(00En)/Nly= 32 32 lb Anchor to(E)concrete w/3/8"diameter expansion anchor thru hole in equipment base C-10 CCorbin Consulting Engineers, Inc. Project No: 20106 Page: of 1905 NW 169th Place, Suite 121 Project Twality MS Elec Supp Rev: Beaverton, Oregon 97006 Title 30KVA Transformer Date: 4/30/2020 CORBIN Tel: 503/645-0176 Originator RLS CHK: Seismic Restraint Force Worksheet per 2012 International Building Code and ASCE 7-10(chapter 13) Site-Building: Floor: Twality Middle School 1st Floor-4"Concrete SOG Component Data: Seismic Parameters: Component Weight, W,= 303 lb Site Class D Overall Height, H= 28.32 in S.= 0.96 Overall Length, L= 25.14 in Fa= 1.11 Effective Length, Leff= 23 in Sos= 0.72 Overall Width, W= 23.2 in Attachment Elevation z= 0 ft Effective Width, Weff= 20.5 in Avg Roof Elevation h= 41 ft Height to C.G., Hcg= 13.18 in ❑Calculate H/2 Amplification Factor ap= 1.0 Length to C.G., Lcg= 12.57 in ❑Calculate y2 Response Factor RP= 2.5 Width to C.G. Wcg= 8.82 in ❑Calculate W/2 Overstrength Factor no= 2.5 Importance Factor lP= 1.25 Seismic Forces: F (calc)= 0.4*a *S *W R I * 1+2*z/h = 0.143 *W = 43 lb (ASCE 7, E . os ( // ) ( ) q 13.3-1) P P PI V P P FP(max)= 1.6*Sus*Ip*Wp= 1.431 *WP= 434 lb (ASCE 7, Eq. 13.3-2) GOVERNS FP(min)=0.3*Sos*lp*WP= 0.268 *WP= 81 lb (ASCE 7, Eq. 13.3-3) Horizontal Seismic Force, Eh= FP= 0.268 *WP= 81 lb Vertical Seismic Force, E„=0.2*Sus*Wp= 0.143 *WP= 43 lb Restraints: Length I Width No. of Support Legs, N= 4 No. of Restraints Acting in Tension, N,= 2 2 No. of Restraints Acting in Shear, N„= 4 4 E No. of Support Legs Acting in Compression, Nc= 2 2 E, ti, Overturning Calculation: WR Overturning Moment Mo=Eh*Hcg= 1072 lb-in Resisting Moment Arms Arm= 12 7 in Resisting Moment MR= (0.9-0.2*Sus)*Wp*(Arm)= 2637 1713 lb-in Mc MR Strength Level Forces(IBC,1605.2): Uplift, T=(MR-Mo)/N,/Wee= 0 0 lb Comp, P=(1.2+0.2Sos)*Wp/N+Mo/Nc/Wee= 74 91 lb Shear, V=(E„)/N),= 20 2D lb Amplified Forces(ASCE 7, 12.4.3.2): Uplift, T=(MR-OoMo)/N,M/ef= -1 -24 lb Comp, P=(1.2+0.2Sus)*Wp/N+S2oMo/Nc/Weff= 109 130 lb Shear, V= (S20E,J/N„= 51 51 lb Anchor to(E)concrete w/3/8"diameter expansion anchor thru hole in equipment base C-11 Corbin Consulting Engineers, Inc. Project No: 20106 Page: of 1905 NW 169th Place, Suite 121 Project Twality MS Elec Supp Rev: Beaverton, Oregon 97006 Title 45KVA Transformer Date: 4/30/2020 CORBIN Tel: 503/645-0176 Originator RLS CHK: Seismic Restraint Force Worksheet per 2012 International Building Code and ASCE 7-10(chapter 13) Site-Building: Floor: Twality Middle School 1st Floor-4"Concrete SOG Component Data: Seismic Parameters: Component Weight, Wp= 369 lb Site Class D Overall Height, H = 29.32 in Ss= 0.96 Overall Length, L= 25.14 in Fe= 1.11 Effective Length, Leff= 23 in SDs= 0.72 Overall Width, W= 24.34 in Attachment Elevation z= 0 ft Effective Width, Weft= 21.5 in Avg Roof Elevation h= 41 ft Height to C.G., Hco= 12.93 in 0 Calculate H/2 Amplification Factor ap= 1.0 Length to C.G., Lep= 12.57 in ❑Calculate 1/2 Response Factor Rp= 2.5 Width to C.G. W, = 9.48 in 0 Calculate W/2 Overstrength Factor no= 2.5 Importance Factor 1p= 1.25 Seismic Forces: F (calc)=0.4*a *S *W /R /I * 1+2*z/h = 0.143 *W = 53 lb (ASCE 7, E . 13.3-1 P P DS p( P' P) ( ) p q ) Fp(max)= 1.6*SDs*Ip*Wp= 1.431 *Wp= 528 lb (ASCE 7, Eq. 13.3-2) GOVERNS Fp(min)=0.3*SDs*Ip*Wp= 0.268 *Wp= 99 lb (ASCE 7, Eq. 13.3-3) Horizontal Seismic Force, Eh= Fp= 0.268 *Wp= 99 lb Vertical Seismic Force, Ev=0.2*SDs*Wp= 0.143 *Wp= 53 lb Restraints: Length I Width No.of Support Legs, N= 4 No.of Restraints Acting in Tension, N,= 2 2 No. of Restraints Acting in Shear, Nv= 4 4 E No.of Support Legs Acting in Compression, NI,= 2 2 E� Z Overturning Calculation: W Overturning Moment Mo=Eh*Hw= 1281 lb-in Resisting Moment Arms Arm= 12I 8 in Resisting Moment MR=(0.9-0.2*SDs)*Wp*(Arm)= 3212 2251 lb-in M0 MR Strength Level Forces(IBC, 1605.2): Uplift, T=(MR-Mo)/Nf/Wen= 0 0 lb Comp, P=(1.2+0.2SDs)*Wp/N+Mo/Nc/Wetf= 90 107 lb Shear, V=(Eh)/N,,= 25 25 lb Amplified Forces (ASCE 7, 12.4.3.2): Uplift, T= (MR-CoMo)/NL/Werr= 0 -22 lb Comp, P=(1.2+0.2SDs)*Wp/N+coMo/NC/Weff= 132 152 lb Shear, V=(OoEh)/N = 62 62 lb Anchor to(E)concrete w/3/8"diameter expansion anchor thru hole in equipment base C-12 CCorbin Consulting Engineers, Inc. Project No: 20106 Page: of 1905 NW 169th Place,Suite 121 Project Twality MS Elec Supp Rev: Beaverton,Oregon 97006 Title 150KVA Transformer Date: 4/30/2020 CORBIN Tel: 503/645-0176 Originator RLS CHK: Seismic Restraint Force Worksheet per 2012 International Building Code and ASCE 7-10(chapter 13) Site-Building: Floor: Twality Middle School 1st Floor-4"Concrete SOG Component Data: Seismic Parameters: Component Weight, Wp= 1192 lb Site Class D Overall Height, H= 49.08 in Sa= 0.96 Overall Length, L= 33.62 in Fe= 1.11 Effective Length, Leff 31 in Sips= 0.72 Overall Width, W= 27.78 in Attachment Elevation z= 0 ft Effective Width, Weff= 25.5 in Avg Roof Elevation h= 41 ft Height to C.G., Hcg= 24.45 in ❑Calculate H/2 Amplification Factor ap= 1.0 Length to C.G., Log= 16.57 in 0 Calculate L/2 Response Factor RP= 2.5 Width to C.G. Wcg= 10.15 in 0 Calculate W/2 Overstrength Factor S2o= 2.5 Importance Factor Ip= 1.25 Seismic Forces: FP(calc)=0.4*ap*Sos*Wp/(R,/Ip)*(1+2*z/h)= 0.143 *WP= 171 lb (ASCE 7, Eq. 13.3-1) FP(max)= 1.6*Sps*Ip*UVp= 1.431 *WP= 1706 lb (ASCE 7, Eq. 13.3-2) GOVERNS Fp(min)=0.3*Sos*Ip*Wp= 0.268 *Wp= 320 lb (ASCE 7, Eq. 13.3-3) Horizontal Seismic Force, Eh=Fp= 0.268 *Wp= 320 lb Vertical Seismic Force, E„=0.2*Sos*Wp= 0.143 *Wp= 171 lb Restraints: Length I Width No. of Support Legs, N= 4 No. of Restraints Acting in Tension, Kit= 2 2 No. of Restraints Acting in Shear, N„= 4 4 E No. of Support Legs Acting in Compression, Nc= 2 2 ER A Overturning Calculation: r WP Overturning Moment Mo= Eh*H,9= 7822 lb-in Resisting Moment Arms Arm= 15 9 in Resisting Moment MR=(0.9 0.2*Sos)*Wp*(Arm)= 13767 8129 lb-in Mo MR Strength Level Forces(IBC,1605.2): Uplift, T=(MR-Mo)/Nm/Wea= 0 0 lb Comp, P= (1.2+0.2S0s)*Wp/N+Mo/NcWeff= 329 412 lb Shear, V= (Eh)/N = 80 80 lb Amplified Forces(ASCE 7,12.4.3.2): Uplift, T=(MR f oMo)/NtMea= -93 -224 lb Comp, P= (1.2+0.2Sos)*Wp/N+S2oMo/Nc/Weff= 519 642 lb Shear, V= (C oEh)/N = 200 200 lb Anchor to(E)concrete w/3/8"diameter expansion anchor thru hole in equipment base C-13 DEWALT Design Assist Ver.1.4.1.0 P„gc 1 DEWALT Transformer AB Design ENGINEERED BY ?OWerS` May 01 2020 1.Project Information . Fy Company: Corbin Consulting Engineers Project Engineer: -- Address: ---Beaverton 97006 Phone: M:-P:- Email: ricky.steinle@corbinengineering.com Project Name: Transformer AB Design Project Address: Untitled Notes: Transformer AB Design 2.Selected: t t or Information tr Selected Anchor: Power-Stud—SD 1 Brand: DEWALT —• Material: 3/8"0 Medium Carbon Steel Embedment: ha 2 in hnom 2.375 in Approval: ICC-ES ESR-2818 Issued I Revision: Dec,2018 - Drill Method: Hammer Drilled 3.Design Principles 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) 520= User Defined 4.Base Material Information';';' 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 in Length 0 in Width 0 in Standoff None Height 0 in Strength 0 psi Profile: None Input data and results must be checked for agreement with the existing conditions.the standards and guidelines and must be checked ler plausibility C-14 DEWALT Design Assist Ver.1.4.1.0 Page 2 DEWALT Transformer AB Design ENGINEERED BY'?owers- May 01 2020 5.Geometric Conditions z 247 159 4.2 r w' • D mot: i0 4 x fa ttt.tt ;.(100 in emir 2.250 in Cac 6.500 in snur 3.750 in (i.$ tzar a,;ReS t': "; Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 247.00 4091.00 0.060 OK Concrete Breakout Strength 247.00 1284.00 0.192 OK Pullout Strength 247.00 1087.00 0.227 OK Controls Shear Loading Design Proof Demand (lb) Capacity (Ib) Utilization Status Critical Steel Strength 159.00 1586.00 0.100 OK Concrete Breakout Strength 159.00 1152.00 0.138 OK Controls Pryout Strength 159.00 1844.00 0.086 OK 7.Warnings and Remarks ANCHOR DESIGN CRITERIA IS SATISFIED 0 • 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 ACT 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 C-15 DEWALT DEWALT Design Assist Ver.1.4.1.0 page 3 ENGINEERED BY'?OWers" Twality Middle School May 18 2020 8.Load tondtttons' " Design Loads/Actions Z Nu 247 lb Vux 0 lb Vuy 159 lb 4ry Y Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb 11>Mur Consider Load Reversal X Direction 100% Y Direction 100% I / _. 9.Load Distribution- Max.concrete compressive strain: 0.000 % Anchor Eccentricity Max.concrete compressive stress: 0.000 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 1 247.00 159.0 0.0 159.0 0.000 0.000 I t mt data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility C-16 REV. DESCRIPTION By DATE - —_- __ __ __ '„ ---_ __ __/__/__ _ ___- __ __ --5-- - ---- __ __ __�_- 25.50 25.93 r@[648] $ I I [659] ' $g@. ENTERING SIDE • . . . .��+�+ I'^ APPROXIMATE ACCESS POINT APPROXIMATE G 29.32 • ��H�� • CENTER OF GRAVITY 6.96 CENTER OF GRAVTY , • N [7451 . I [177] ' 12.93 e. r 12.93 ' - ' '} ''',� [328] i;e. [328] 1y {{ L ' 1 I e e. L 1 4.50 25.14 12.57� 3.50 [114] [t9]�I 924e] 1 '— [e39] 4.28 [319] [89] [109 fy [tog] ' 3.82 21.50 1.42 [e7] [54e7 t- C361 35 .25 C3 f 'r:1 19 z ns1 ,•% a3.DD [1.5o ':': illir tYI [6643 SEISMIC Ol1AI IFlGATION .'� TRANSFORMER SPECIFICATION TO BE COMPLIANT WITH THE SEISMIC REQUIREMENTS OF ASCE/SEI 7, � ' - 45kVA 3 PHASE 60 HERTZ 39DB THIS UNIT IS SELF CERTIFIED TO ICS ES AC156 PRIMARY VOLTAGE: 480V Della, 6 - 2.5% 2+4- Tape BY SHAKE TABLE QUALIFICATION TESTING iJ' SECONDARY VOLTAGE: 208Y/120V THE ENCLOSURE ABOVE IS IBM. 1[ 1� 150 Deg C RISE ABOVE 40 Deg C AMBIENT 50 DIA 220 Deg C INSULATION SYSTEM Aluminum WINDING 4.00 [13] (4 PLACES) MAXIMUM WEIGHT: 369 LBS [1(12]`.. Type 2 Standard Painted ANSI 49 Grey ENTERING BOTTOM NOTES: ACCESS POINT MINIMUM EFFICIENCY 98.40%0 35% LOADING 75 Deg C cULus LISTED TO UL1561 AND C22. 2No47, FILE NUMBER E6888 COMPLYING WITH 10 CFR 431 (78 FR 23335-APRIL 18. 2013) NEMA ST-20 (2014) ROUTINE TESTS ARE COMPLETED ON ALL UNITS. MANUFACTURED IN 1509001 FACILITIES INCHES GREEN PREMIUM (RoHS/REACH COMPLIANT, PRODUCT ENVIRONMENTAL PROFILE) DUAL DIMENSIONS: NICHETERS REGISTERED TO DOE VIA 10 CFR 429 & NRCAN EXN45T3H MINIMUM SIDE AND REAR CLEARANCE 1/2 INCH PER UL1561 ALCOVE TESTING. 408 NAME: Twality Middle School District Tigard,OR EQUIPMENT DESONA1I0N:15KVA FRONT ACCESS MUST COMPLY WITH NEC WORK SPACE REQUIREMENTS. JOB IOCA110N• EQUIPMENT TYPE: LV DISTRIBUTION TRANSFORMER WIRE ACCESS SHOWN SHADED ABOVE. LOCATIONS ARE FRONT SIDES AND FRONT BOTTOM. DRAWN BY: (Q2C) DRAWING TYPO ELEVATION MEW ENG �- R: _________1 DATE May 20 2019 y........... DRAWING STATUS:QUOTE NOT FOR CONSTRUCTION DWGY FQ-815679-20917947-01 IPO 1 OF 1 1 REV- C) V REV DESCRIPTION BY DATE _ ____ __ __ __ __ _ ________ __ __ /__ __ __f__/__ _ ____ __ __ __ __ _ _�_ 21.5D 21.18 [546]-1 [538]-1 . - gggg APPROXIMATE ENTERING SIDE BES� CENTER OF ACCESS POINT ` ' GRAVITY • APPROXIMATE 23.99 .��[ ®. 5136] GRAVITY CENTER OF •=i [609] e¢e� + 11..93 Li 11.93 - + [303] ` i [303] ! 4.50 UPI: a, _1 I t3.50 [114] 8.07 L _10.57 [89] .75 [203] (^� [269] [19] h 21.14 H CONDUIT 2'88 [537] /' ENTRY ~ [58] 3.07 17.00J 1.20 [76]� [432] I— [30] 1.07 `1, [27] mom mg Z7.I t 14mom I t� 15.00 y% sooee 19.00 [381] ti%' SEERS [483] Q ! ' SWAM C ` 50 DIA SEISMIC OIMI IFICATIQly [19]�� [13] TRANSFORMFR SPECIFICATION TO BE COMPLIANT WITH THE SEISMIC REQUIREMENTS OF ASCE/SEI 7, 2 70_ (4 PI AGFA) 15kVA 3 PHASE 60 HERTZ 39DB THIS UNIT IS SELF CERTIFIED TO ICS ES AC156 [6g) ENTERING BOTTOM PRIMARY VOLTAGE 4BOV Delta. 6 - 2.5% 2+4- Taps ,i BY SHAKE TABLE QUALIFICATION TESTING ACCESS POINT SECONDARY VOLTAGE: 2087/120V V THE ENCLOSURE ABOVE IS 17M. ISO Deg C RISE ABOVE 40 Deg C AMBIENT 220 Deg C INSULATION I,I>rvJA Aluminum WINDING MAXIMUM WEIGHT: 188 LBS Type 2 Standard Painted ANSI 49 Grey NOTES: MINIMUM EFFICIENCY 97.89%O 35% LOADING 75 Deg C cULos USTED TO UL1561 AND C22. 2No47, FILE NUMBER E6888 COMPLYING WITH 10 CFR 431 (78 FR 23335-APRIL 18, 2013) NEMA ST-20 (2014) ROUTINE TESTS ARE COMPLETED ON ALL UNITS. MANUFACTURED IN 1509001 FACILITIES NCHES GREEN PREMIUM (Rol S/REACH COMPLIANT, PRODUCT ENVIRONMENTAL PROFILE) DUAL DIMENSIONS:I CIMETERS REGISTERED TO DOE VIA 10 CFR 429 &NRCAN EXN 1 5T3H MINIMUM SIDE AND REAR CLEARANCE 1/2 INCH PER UL1561 ALCOVE TESTING. JOB NAME. Twality Middle School District Tigard.OR EQUIPMENT DEsciimmON:15JOIA FRONT ACCESS MUST COMPLY WITH NEC WORK SPACE REQUIREMENTS. JOB LOCATION: EQUIPMENT TYPE: LV DISTRIBURON TRANSFORMER WIRE ACCESS SHOWN SHADED ABOVE. LOCATIONS ARE FRONT SIDES AND FRONT BOTTOM. DRAWN BY: [Q2C) DRAWING TYPE: ELEVATION NEW ENGR a DATE: May 20 2019 ®- DRAWING STATUS:QUOTE NOT FOR CONSTRUCTION DWG*F0-015679-20917B41-01 I PG 1 OF 1 I REV- '. 9 REV DESCRIPTION ay T j S 24.88 25.50 [627] 1 ° • nal ENTERING SIDE e s s ''II APPROXIMATE ACCESS POINT APPROXIMATE ° 28.32 • SOA • GRAVELY ER OF CENTER OF s ° [719J • 5.80 • ° ° • 13I18 [1a7J Y. 13.18 ° - ° ' 3 I L!1 e• 1 J/ 12.57 I .50 4.50, .75 8.82. •I [19]'�1 Ctal [zza] 25.14 3.80 [esa] [a77 S ID 3.82 20.50 1.35 i F- 7[aN5 !a F' 1 r."•f.j 1 1 j-i111111 sea]1 .50 ;' 1 23.00 t 1.25 [32]O 1.00 j [LS] 05 CIA SEISMIC QDAI IOCATOO [102] (4t r N 4.00 [ PLACES) TRANSFORMER SPECIFICATION 1 TO BE COMPLLWT WITH THE SEISMIC REQUIREMENTS OF ASCE/SEI 7, ENTERING BOTTOM ACCESS POINT 3 PHASE 60 HER 390E ` THIS UNIT IS SELF CERTIFIED TO ICS ES AC156 PRIMARY VOLTAGE: 480V Delta, 8 — 2.59: 2+4— Taps .!\ BY SHAKE TABLE QUALIFICATION ItSIING SECONDARY VOLTAGE 208Y/120V + THE ENCLOSURE ABOVE IS 18M. 150 Deg C RISE ABOVE 40 Deg C AMBIENT v 220 Deg C INSULATION STsILM Aluminum WINDING MAXIMUM WEIGHT: 303 LEIS Type 2 Standard Painted ANSI 49 Grey NOTES: MINIMUM EFFICIENCY 98.23%0 35% LOADING 75 Deg C cULus LISTED TO UL1581 AND C22. 2No47, FILE NUMBER E6868 COMPLYING WITH 10 CFR 431 (78 FR 23335—APRIL 18, 2013) NEMA ST-20 (2014) ROUTINE 1LDI5 ARE COMPLETED ON ALL UNITS. MANUFACTURED IN 1509001 FACILITIES INCHES GREEN PREMIUM (RoHS/REACH COMPLIANT, PRODUCT ENVIRONMENTAL PROFILE) DUAL DIMENSIONS: MILLIMETERS REGISTERED TO DOE VIA 10 CFR 429 &NRCAN EXN30T3H MINIMUM SIDE AND REAR CLEARANCE 1/2 INCH PER UL1561 ALCOVE TESTING. JOB NAME Teolllty Middle School District Tiaord,OR EQUIPMENT DESGNAIION:30((VA FRONT ACCESS MUST COMPLY WITH NEC WORK SPACE REQUIREMENTS. JOB LOCATION: EQUIPMENT Tree LV DISTRIBUTION TRANSFORMER WIRE ACCESS SHOWN SHADED ABOVE. LOCATIONS ARE FRONT SIDES AND FRONT BOTTOM. DRAWN 8r (02C) DRAWING TYPE ELEVATION VIEW ENOR: SQUARE 0 DATE, May 20 2019 I.—.- DRAWING STATUS:QUOTE NOT FOR CONSTRUCTOR Owsi FQ-815679-20917890-01 LPG 1 OF 1 I REV— C) DATE REV DESCRIPTION BY -_I'-- _ ____ __ __ __S__ 31.31 24.00 r [795] [al 01- memee •g�$pgqgq�}g$�[gp$p• gp$p • U . •l • 6886� 8 • APPROXIMATE AAPPROXIMATE • SQUARE CENTER OF I CENTER OF dT�Vf1Tt6 ® GRAVITY ENTERING GRAVITY ' SIDE I - ACCESS 3.80 ''['.) 46.00 • • POINT [97] [1169] } • 24.78 . r 1340 r/ a 24.78 • • [629] [340] :/5.60 [629] 1;; 1 1 CONDUIT 4.50 •15.71� —3[92] ENTRY [1t75 I+ 9.79 •L [399] [19] �[•iii ' [249] NJ 4.78 y [121] Z. 3.8: 20.50 1.47 Ng] V [521]—� r- [37] 1.16 F I Do] 1 g . o 0•000 , ['iil eeeeeee F�. 23.38 bii]gooee: � [594] , Y.EEa6'eee 29.11 i I o0°:gEW [739] SEISMIC QUA IFlCATION TRANSFORMER SPECIFICATION ` ' ://,']mete V TO BE COMPLIANT WITH THE SEISMIC REQUIREMENTS OF ASCE/SEI 7, ,, SSooae 112.5kVA 3 PHASE 60 HERTZ 44DB THIS UNIT IS SELF CERTIFIED TO ICS ES AC156 BY SHAKE TABLE QUALIFICATION TESTING t;')emtoomm PRIMARY VOLTAGE: 480V Delta, 6 — 2.5% 2+4— Tape THE ENCLOSURE ABOVE IS 21K. a..+'. ' ®11S$E8� . SECONDARY VOLTAGE: 206Y/IZ0V ...yv�__ 150 Deg C RISE ABOVE 40 Deg C AMBIENT .50 DIA 220 Deg C INSULATION Sro:LM Aluminum WINDING MAXIMUM WEIGHT: 950 LBS NOTES: 1.00 (4 PLACES) TYPe 1 Standard Pointed ANSI 49 Grey NULue LISTED TO UL1561 AND C22. 2No47, FILE NUMBER E6868 [25]~ MINIMUM EFFICIENCY 98.74%0 35% LOADING 75 Deg C NEMA ST-20 (2014) ROUTINE TESTS ARE COMPLETED ON ALL UNITS. 5.50 ENTERING BOTTOM COMPLYING WITH 10 CFR 431 (78 FR 23335—APRIL 18. 2013) MANUFACTURED IN 1509001 FACILITIES [140] ACCESS POINT INCHES GREEN PREMIUM (RoHS/REACH COMPLIANT. PRODUCT ENVIRONMENTAL PROFILE) DUAL DIMENSIONS: MILLIMETERS REGISTERED TO DOE VIA 10 CFR 429 6:NRCAN EX 1 1 2T3H MINIMUM SIDE AND REAR CLEARANCE 1/2 INCH PER UL1561 ALCOVE TESTNG. JOB NAME' TWality Middle School District Tigard,OR EQUIPMENT DESGNA11ON:I12.5KVA FRONT ACCESS MUST COMPLY WITH NEC WORK SPACE REQUIREMENTS. J06 LOCATION: EQUIPMENT TYPE LV DISTRIBUTION TRANSFORMER WIRE ACCESS SHOWN SHADED ABOVE. LOCATIONS ARE FRONT SIDES AND FRONT BOTTOM. DRAWN BY: (02C) ORAIWNG TYPE ELEVATION VIEW ENGR i nn2 M DATE; May 20 2019 DRAWING STATUS:QUOTE NOT FOR CONSTRUCTION DWG' 615 67 0-20 918 0 1E—D1 1PC 1 OF 1 I REV- C) N O REV DESCRIPTION BY DATE - --__ -- _-`__l__ _ __-- - ---- / J_ r 33.65 F 28.45 [355] I [723] SIDE 111111.11..111 ACCESS ENTERING SOUARE 0 ° APPROXIMATE ( 7--�—� APPROXIMATE a R CENTER OF I CENTER OF ° • GRAVITY GRAVITY • _ /-T^� 49.08 Dog] 4.78 1 1J [1247] . • ,.;2, [121]- • • Q NV 24.45 °"'f 24.45 [621] 1[3383 '. E [821] • / �e........1 4.78 e 3.68 4.50 (ENV 16.57 [93] CONDUIT [71+] to.is [azt]: ENTRY 1.00 — [258] MI 4.7 4.78 Z [121] 9.55 ?J [243] 3.88 25.50 1.14 g [ss] [648] II [29] f7- } Jf ri ' .„SG:love000ee .-eSeQ e 11:1:41E8ggSeee ee_eSge SF G WLIFlCATION 25.38 I]� ]NNgi.geO'' 31.00 TRANSFORMER SPECIFICATION TO BE COMPUANT WITH THE SEISMIC REQUIREMENTS OF ASCE SEI 7, [645]� ��jeoovee e / ;;;;; no 000 [787] PRIMARY 3 PHASE 60 HERTZ 47DB THIS UNIT IS SELF CERTIFIED TO ICS ES AC156 BY SHAKE TABLE QUALIFICATION TESTING ]:%:;%]1=e�egeoo PRIMARY VOLTAGE: 480V Delta, 6 - 2.5% 2+4- Taps THE ENCLOSURE ABOVE IS 22K. ]/:�.1]$gogg�� SECONDARY VOLTAGE: 20BTJI20V 1�1^t�eevevoo 150 Deg C RISE ABOVE 40 Deg C AMBIENT M.Y veggaoo 220 Deg C INSULA110N STORM Aluminum WINDING [` MAXIMUM WEIGHT: 1,192 LBS .50 DIA Type 1 Standard Painted ANSI 49 Grey NOTES: MINIMUM EFFICIENCY 98.83%0 35% LOADING 75 Deg C cULue USTED TO UL1561 AND C22. 2No47, FILE NUMBER E8868 1.00 [13] COMPLYING WITH 10 CFR 431 (78 FR 23335-APRIL 18, 2013) NEMA ST-20 (2014) ROUTINE IL. IO ARE COMPLETED ON ALL UNITS. [25] (4 PLACES) MANUFACTURED IN 1509001 FACILITIES 8.00 INCHES GREEN PREMIUM (ROHS/REACH COMPLIANT, PRODUCT ENVIRONMENTAL PROFILE) ' [203]— ENTERING BOTTOM DUAL DIMENSIONS.. MIWMETERS REGI ILKED TO DOE VIA 10 CFR 429 do NRCAN ACCESS POINT EX 1 50T3H MINIMUM SIDE AND REAR CLEARANCE 1/2 INCH PER UL1561 ALCOVE TESTING. JOB NAME TWality Middle School District Tigard,OR EQUIPMENT DESGNATION:150RVA FRONT ACCESS MUST COMPLY WITH NEC WORK SPACE REQUIREMENTS. J00 LOCATION: EQUIPMENT TYPE: LV DISTRIBUTION TRANSFORMER WIRE ACCESS SHOWN SHADED ABOVE. LOCATIONS ARE FRONT SIDES AND FRONT BOTTOM. DRAWN BY: (02C) DRAWING TYPE ELEVATION HEW ENGR DATE: MDY 20 2019 tr4 s:-.4. DRAWING STATUS QUOTE NOT FOR CONSTRUCTION OWGP F0-815679-20916043-01 I PG 1 OF 1 I REV- IV Corbin Consulting Engineers, Inc. Project No: 20106 Page: of 1905 NW 169th Place,Suite 121 Project Twality MS Elec Supp Rev: Beaverton,Oregon 97006 Title MDP-4N-1 E-1 (SECT 2) Date: 4/30/2020 CORBIN Tel:503/645-0176 Originator RLS CHK: Seismic Restraint Force Worksheet per 2012 International Building Code and ASCE 7-10(chapter 13) Site-Building: Floor: Twality Middle School 1st Floor-4"Concrete SOG Component Data: Seismic Parameters: Component Weight, Wp= 1140 lb Site Class D Overall Height, H= 91.5 in So= 0.96 Overall Length, L= 42 in Fe= 1.11 Effective Length, Left= 36 in Sips= 0.72 Overall Width, W= 24 in Attachment Elevation z= 0 ft Effective Width, We 21 in Avg Roof Elevation h= 41 ft Height to C.G., H�= 45.75 in ID Calculate H/z Amplification Factor ap= 2.5 Length to C.G., L�= 21 in O Calculate Li? Response Factor RP= 6.0 Width to C.G. Wc9= 12 in I]Calculate W/2 Overstrength Factor S2o= 2.5 Importance Factor Ip= 1.25 Seismic Forces: Fp(talc)=0.4*ap*Sos*Wp1(Rp/lp)*(1+2*z/h)= 0.149 *Wv,= 170 lb (ASCE 7,Eq. 13.3-1) Fp(max)=1.6*Sos*lp*WP= 1.431 *WP= 1632 lb (ASCE 7,Eq. 13.3-2) GOVERNS Fp(min)=0.3*Sos*lp*Wp= 0.268 *Wp= 306 lb (ASCE 7,Eq. 13.3-3) Horizontal Seismic Force,Eh=Fp= 0.268 *WP= 306 lb Vertical Seismic Force, E„=0.2*Sips*Wp= 0.143 *WP= 163 lb Restraints: Length I Width No.of Support Legs, N= 4 No.of Restraints Acting in Tension, Nt= 2 2 No.of Restraints Acting in Shear, N = 4 4 E No.of Support Legs Acting in Compression, No= 2 2 E.4 Overturning Calculation: W Overturning Moment Mo=Eh*Hop= 13998 lb-in P Resisting Moment Arms Arm= 18 11 in Resisting Moment MR= (0.9-0.2*Sips)*Wp*(Arm) = 15531 9060 lb-in MC M R Strength Level Forces(IBC, 1605.2): Uplift, T= (MR-Mo)/Nt/W0= 0 -118 lb Comp, P=(1.2+0.2Sos)*Wp/N+MO/Nc/Wee= 386 525 lb Shear, V=(Eh)/N„= 76 76 lb Amplified Forces(ASCE 7,12.4.3.2): Uplift, T=(MR-0.0Mo)/Nt/Werc= -270 -617 lb Comp, P=(1.2+0.2Sos)*WAIN+00Mo/N0/Wee= 677 1025 lb Shear, V=(noEh)/Ny= 191 191 lb Anchor to(E)concrete w/1/2"diameter expansion anchor thru hole in equipment base C-22 DEWALT Design Assist Ver.1.4.1.0 Page I DEWALT ENGINEERED BY'?oWerS- Twality Middle School May 01 2020 1.Project Informatio t Company: Corbin Consulting Engineers Project Engineer: RLS Address: ---Beaverton 97006 Phone: M:-P:- Email: ricky.steinle@corbinengineering.com Project Name: Twality Middle School Project Address: Untitled Notes: Switchboard AB Design in Selected Anchor: Power-Stud+SDI Brand: DEWALT -- Material: 1/2"0 Medium Carbon Steel Embedment: hef 2 in hnom 2.5 in Approval: ICC-ES ESR-2818 Issued I Revision: Dec,2018 - Drill Method: Hammer Drilled 3.Design Principles ;r Design Method: ACI 318-11 Load Combinations: Section 9.2 User Defined Loads Seismic Loading: Tension D.3.3.4.3(d) Shear D.3.3.5.3(c) 00= User Defined 4.Base Material Information Concrete: Type Cracked Normal Weight Concrete Strength 3000 psi Reinforcement: Edge Reinforcement None or<#4 Reber Spacing Tension No(Condition B) Shear No(Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0 in Length 0 in Width 0 ;u Standoff None Height 0 in Strength 0 psi Profile: None I np at data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be clucked for plausibility C-23 DEWALT Design Assist Ver. 1.4.1.0 Page 2 DEWALT Twality Middle School ENGINEERED BY?OWers May 01 2020 5.Geometric Conditions z 6:7a 0 _ y q D -191 4 yi ilrtln 4.000 in cmin 3.250 in oa, 8.000 in smin 4.500 in 6.Summary Resul` ? Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 617.00 6810.00 0.091 OK Concrete Breakout Strength 617.00 1284.00 0.481 OK Controls Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 191.00 2574.00 0.074 OK Concrete Breakout Strength 191.00 1227.00 0.156 OK Controls Pryout Strength 191.00 1844.00 0.104 OK ANCHOR DESIGN CRITERIA IS SATISFIED 0 + 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 professionallengineer,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 C-24 DEWALT Design Assist Ver.1.4.1.0 Page 3 DEWALT Twality Middle School ENGINEERED BY r?OWerS- May 01 2020 8.Load Conditid"o' Design Loads/Actions Z Nu 617 lb Vux -191 lb Vuy 0 lb }N Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb Consider Load Reversal X Direction 100% Y Direction 100% M O-ic-.X 9.Load Distribution °., s; Max.concrete compressive strain: 0.000 % Anchor Eccentricity Max.concrete compressive stress: 0.000 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 1 617.00 191.0 -191.0 0.0 0.000 0.000 Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility C-25 REV DESCRIPTION BY DATE - ---- -- -- -- - ---- -- _- -_1__ - --- f -f== S f T—bus T-bus T-bus T-bus 19.5 in 19.5 in 19.5 In 19.5in USER SELECTED EUSERC DOORS :NR`A.�e ®_r. , EI4W e m Deere=� ==Der e 9 e oee� � eee °eee e°e°ems J Portland General Dec[OR) 3 ®® =13.5 G r 13.5 A 22.5, 15 ❑ //, / EUSERC DWG 332 fCI , � Q c13 uP I I 0 ////❑ CT DWG 322 330 15 ❑ //❑ 91.50 22.5 3 [2324] EUSERC Terminations PS DWG 345. 347 ❑ Portland General Elec (OR) %%// ID f1 d /PS i/❑ }pI /❑ /% 22.5 J 2 `o ��m®egg i��❑ i� e 28.5 63(/ 63 63 ❑ 63 4 1 1 4.5 men SeE+b M'em=ere_ Z eee ed. 6`We Ww o— � �--'eee® C }_ 22.5 3�^®®®®=73.5 3.5 ( 1.501 SECT 1 SECT 2 SECT 3 SECT 4 ^�`V�� [38] 48.00 42.00 36.00 36.00 [1219] [1067] [914] [9t4) SS 1 SS 2 5S 3 SS 4 48.00 -- 42.00 -- 36.00 36.00 [1219] [1067] [914] [9141 Lineup 162.00 [4115] INCHES DUAL DIMENSIONS MIWMETERS Joe NAME Twat),Middle School District TQard,0R EQUIPMENT DESIGNATION:4 P-4N-1E-1 JOB LOCATION: EQUIPMENT TYPE: QED-2 Switchboard DRAWN BY: (Q2C) DRAWING TYPE: ELEVATION VIEW MRIn=1. DATE- blav 20 2019 rssw.ew...o„ DRAWING STATUS:QUOTE DWG'FQ-815679-20595152-01 I PG I of 3 I REv- n N 6) REV DESCRIPTION BY DATE _ ____ r `- T 2[g]-1 w 3[7871 �3[7a° r [4] t ] '14 1 24.00 •` .75"-i .75'- [file] ,.[375] -.[375] 1 [ 2.50_1 [64] 2[4.00 610 TOP VIEW - FRONT `h 6,07"'� • 0 Z 91.50 v [2324] 90.00 [2266] 43.00 31.00 31.00 2.50�{ [1062] < . • r [+87]1 r [+87]—• [64] f 24.00 0]21.00 1 50 11.85.-' 11.85.-'e 14.25 3.t' 3.1' [S33] pql .. [362] e e . [301]., ,.[301]'. [ 5.4{ z.a • a 5.4{ z.e-e 1.501 48.00 42.00 I 36.00 I 36.00 [36] [1219] [1067] [014] [914] LEFT SIDE V)Ey( .75/[,9] D A �' NM HOLES OFFSET NOTE:ALL DEUCES REQUIRING RAILUNG OR INSERTION IN MOUNTING PAD DUAL DIMENSIONS:INCHES 3.00/[76] PIT SUCH AS CONDUIT.ANCHORING runs. SLEEVE INSERTS, ETC. MILUMEIERE FROM SIDE ft OOR PLAN - FRONT SHOULD BE INSTALLED BEFORE SETTING EQUIPMENT IN PLACE. JOB MA is Twilit,'Middle SCI1001 District Toad.OR EQUIPMENT DESIGNATION:MDP-4N-1E-1 JOB LOCATION: EQUIPMENT TYPE: QED-2 Switchboard DRAWN BY: (02C) DRAWING TYPE: SIDE,TOP VIEW do FLOOR PLAN FNCR: oi__Yii=J DATE: May 20 2019 r.A.+�.x..x. DRAWING STATUS:QUOTE OWG4 FO-615679-20895152-01 I PG 2 OF 3 I REV- C) N V REV DESCRIPTION SWITCHBOARD GENERAL NOTES PRODUCT DFSCRIPT1DN h RA11NOS Power System Data 480Y/277V 3Ph 4W 60Hz / 3 Phase Wye Solidly Grounded System Short Circuit Currant Rating: 50kA RMS Incoming Section 1 Coble Through the Bottom Left of Lineup Bus System Data 2500A Silver Plated Copper Main Bus (4) .25x2.00 IN/6x51 mm Cu Bus Bar Per Phase/Neutral (1) .25x1.75 IN/6x44 mm Cu Ground Bus 7\ Enclowurit Datr Type I Free Standing Exterior Paint Color. ANSI 49 Front Accessibility Only Required A"y Handling: Rollers N Lifting Assemblies Rodent barriers Base channels cannot be removed from EUSERC switchboard line—ups Utility sealing hardware installed for unmetered bus compartments ( Estimated Shipping Weight Shipping Split 1 700.00 ass / 317.52 kgs Shipping Split 2 1140.00 !be / 517.10 kgs Shipping Split 3 905.00 lbs/410.51 kgs Shipping Split 4 830.00 lbs/ 376.48 kgs Complete Lineup 3575.00 lbs / 1621.62 kgs Cede Standards PP U.L Deadfront and suitable for use as Service Entrance when not more than es (6) disconnecting means are provided. Rating Nameplates ST1— Deadfront — Section Bus 2500A ST2— Service Entrance — Section Bus 2500A ST3— Deadfront — Section Bus 2500A ST4— Deodfront — Section Bus 2500A r PRODUCT INFORMATION Wiring All wiring to be Machine Tool Wire type Y Instruction Bulletins Reference 80043-055 For Handling, Installation, Anchoring, Inspection And Maintenance Information Product Accessories/Qptiong Certified Test Report Seismic Qualified 24V Trip Unit Display Power Locally Mounted ERMS Switch das NAME; Twality Middle School District Tigard, OR EQUIPMENT DESIGNATION:LIP-1N-1E-1 u0B LOCATION: EQUIPMENT TYPE Om-2 Switchboard DRAWN BY: (02C) DRAWING TYPE: GENERAL NOTES ENGR. i (Ylei61 DATE: May 20 2019 rer.ws.wu DRAWING STATUS:QUOTE DWC4 FO-815679-20895152-01 I PG 3 OF 3 I REV- co u'-' ` . ;) N.>(.bort v .50?--aN`1E `I be 4 a ° n . e a . d ?. a ' a<3t 25 k,'.(1 v\ r JEw� ')/s" 'S -> i ;; 30,u- 1_ � t,``t`j P-,�. l'i F�a)�t..�`'p �,f;:,;� - rr,) f��l`a) �'fI rl- is :. L + _ _� k , i CDrvC,/LSD ki T1--- +N/3/8"45 e-2l a-391-i-r t✓ja„ F E r r�T q Page: i CORGI' CO\SILT ,G ENGINEERS,IlC, PROJECT NO: o`l7(JL ..----of 169u,Place, Suite 121 PROJECT T,Mi stAl 01 REV Beaverton,Oregon 97006 TITLE Fhaf=t.2;,L1n2" ci,op'N,' 7— DATE 5i((/rr) CORBIN Tel: 503/645-0176 Fax: 503/645-0415 ORIGINATOR t_ CHK C-29 REV DESCRIPTION BY DATE - ---- -- --/--/-- • -- --/--/-- - ---- -- --/ -/-- CKT RATING PHASE BUS PHASE BUS RATING CKT NO ACCESSORIES TYPE AMP/P CONN CONN AMP/P TYPE ACCESSORIES NO 18.00" MTG 4.50" BLANK MAX FRAME 4.50" BLANK ON LEFT HLO Fixed Off A —o��- J - -- C 1 QB 125/3 B --C-Ne- ON RIGHT --.57&-- B 20/3 BD PS 4.50" FP 2 C —�~- KM -A^� A o HLO Fixed Off A --r - PHASE BUS`--e '-- C HLO Fixed Off 3 QB 200/3 B - e-...6^ FRONT B 200/3 QB 4 A HLO Fixed Off A —rTh� —` o-- C HLO Fixed Off 5 JD 250/3 B —6. --6-Th— B 200/3 QB 6 C o-°�BACK -�— A II 6lDA 1 � \ �1 A B C PHYSICAL DATA ELECTRICAL DATA UL Service Entrance SYSTEM: 208Y/120V 3Ph 4W 60Hz ENCLOSURE Type 1 System Ampacity: 600A Surface - Hinged 10kA SYMS. SCCR FRONT CAT#: HC3273TSHR MAIN: MAIN BREAKER LD 600AS/600AT BOX CAT#: HC3273DB9 ACC: HPL,STD LI 80% DIMENSIONS: Bottom FEED 73"(1854mm)Hx32"(813mm)Wx9.5"(286mm)D 25kA AIR WIRE BENDING SPACE: INCOMING CONDUCTORS(S) PER NEC, CEC, NOM: TOP - 14.16"(360mm) Wire Bending Space: BOTTOM - 18.68"(474mm) Phase Lugs:1 - (2) 2/0 - 500 kcmil RIGHT SIDE - 8.77"(223mm) BRANCH SUMMATION LEFT SIDE - 8.66"(220mm) 1 - 125A/3P QB HPL 3 - 200A/3P QB HPL PBA: 404HR 1 - 250A/3P JD HPL 1 - 20A/3P-PS BD BUSSING: COPPER tW?, C t J 1 ti- Tin Plated OPTIONAL FEATURES: SEISMICALLY QUALIFIED : IBC/ASCE7/CBC/NBCC SHIP COMPLETELY ASSEMBLED Copper GROUND BAR COPPER SOLID NEUTRAL (Continued on next page.) JOB NAME: Twality Middle School District Tigard, OR EQUIPMENT DESIGNATION: SDP-2N-1E-1 JOB LOCATION: EQUIPMENT TYPE: I—Line (Circuit Breaker Type) PANEL 1 OF 1 DRAWN BY: (02C) DRAWING TYPE: ONE LINE DIAGRAM ENGR: SQUARES DATE: May 20 2019 by eaxwe.r JMcsrlc DRAWING STATUS: QUOTE DWG# 00-815679-20911157-01 I PG 1 OF 2 I REV - C-30 DEWALT Design Assist Ver.1.4.1.0 Page DEWALT I ENGINEERED BY'?OWerS" Twality Middle School May 18 2020 _t1. r Company: Project Engineer: -- Address: ---Beaverton 97006 Phone: M:-P:- Email: ricky.steinle@corbinengineering.com Project Name: Untitled Project Address: Untitled Notes: Panelboard SDP-2N-1E-1 AB Design Selected Anchor: Screw-Bolt+ Brand: DEWALT5..: .r. Material: 3/8"0 Low Carbon Steel Embedment: her 1.33 in hnom 2 in Approval: ICC-ES ESR-3889 Issued I Revision: Nov,2018 - Drill Method: Hammer Drilled Design Method: ACI 318-11 Load Combinations: Section 9.2 User Defined Loads Seismic Loading: Tension D.3.3.4.3(d) Shear D.3.3.5.3(c) 12o User Defined 4.Base Material Information 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 in Length 0 in Width 0 Standoff None Height 0 in Strength 0 psi Profile: None Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility C-31 DEWALT Design Assist Ver.1.4.1.0 Page 2 DEWALT ENGINEERED BY'?owers" Twality Middle School May 18 2020 5.Geometric Conch z O0 80 s 0 • P. O hmin 3.500 in cmin 1.500 in cac 5.000 in smin 2.000 in s:M Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 80.00 5674.00 0.014 OK Concrete Breakout Strength 80.00 696.00 0.115 OK Pullout Strength 80.00 481.00 0.166 OK Controls Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 0.00 0.00 0.000 OK Controls Concrete Breakout Strength OK Pryout Strength 0.00 0.00 0.000 OK ANCHOR DESIGN CRITERIA IS SATISFIED 0 • 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 he checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility C-32 DEWALT Design Assist Ver.1.4.1.0 Page 3 DEWALT ENGINEERED BYpowers' Twality Middle School May 18 2020 _ xa_ Design Loads/Actions Z Nu 80 lb Vux 0 lb Vuy 0 lb �N Y Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb •�� Consider Load Reversal X Direction 100% Y Direction 100% istributimr 'h Max.concrete compressive strain: 0.000 % Anchor Eccentricity Max.concrete compressive stress: 0.000 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 80.00 0.0 0.0 0.0 0.000 0.000 Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility C-33 ( wa)o sN..,) r a sof-6.K.) — , r z 5 1111111111 3 i A n p ,o^c.e?wp t / Ce-1 , 10' 'von 1 rG - � ? 14 ,` Page: -\ CORBIN CONSULTI\G ENGII,EERS INC. PROJECT NO: a LA O io Li 1905 NW 16901 Place, Suite 121 PROJECT -v L 7 m•' . REV Beaverton,Oregon 97006 TITLE P'-E c. ,etaz 3,10R)!Lr DATE S7f t/c9r `CORBIN Tel:503/645-0176 Fax: 503/645-0415 ORIGINATOR CHK f C-34 REV DESCRIPTION BY DATE -- --/-- -- - --- CKT RATING PHASE BUS PHASE BUS RATING CKT NO ACCESSORIES TYPE MVP CORN CONK AMP/P TYPE ACCESSORIES ND HLO Fixed Off A o-- 13.50" MTG--r--‘4J C HLO Axed Off 1 QB 125/3 B --� -- .—— J B 125/3 QB 2 C ��o-- ON J FT _e---•6_— A HLO Fixed Off A --e.--..?,— ON RIGHT --eTh.— C HLO Fixed Off 3 QB 200/3 B --�Thi— HCM —r"."6 — B 200/3 QB 4 C 0--PHASE BUS ..". — FRONT A HLO Fixed Off A '��" "��— C HLO Fixed Off 5 JD 250/3 B -rm. �g '--��— B 200/3 QB 6 C _°� -4 A leo ! 4D//-' B 0A 5 �� ,? A C PHYSICAL DATA ELECTRICAL DATA UL Service Entrance SYSTEM: 208Y/120V 3Ph 4W 60Hz ENCLOSURE Type 1 System Ampacity: 400A Surface - Hinged 10kA SYMS. SCCR FRONT CAT#: HC3264TSHR MAIN: MAIN BREAKER LA 400A BOX CAT#: HC3264B ACC: HPL DIMENSIONS: Bottom FEED 64"(1626mm)Hx32"(813mm)Wx8.25"(210mm)D 42kA AIR WIRE BENDING SPACE: INCOMING CONDUCTORS(S) PER NEC, CEC, NOM: TOP - 14.16"(360mm) Wire Bending Space: BOTTOM - 16.96"(431mm) Phase Lugs:1 - #1 - 600,(2)#1 - 250 kcml LEFT SIDE - 6.27"(159mm) BRANCH SUMMATION RIGHT SIDE - 6.27"(159mm) 2 - 125A/3P QB HPL 3 - 200A/3P QB HPL PBA: 403HR 1 — 250A/3P JD HPL BUSSING: COPPER � / {-{. Tin Plated "1 al?P.- OPTIONAL FEATURES: SEISMICALLY QUALIFIED : IBC/ASCE//CBC/NBCC SHIP COMPLETELY ASSEMBLED BRANCH USER PLACEMENT Copper GROUND BAR (Continued on next page.) JOB NAME: Twality Middle School District Tigard, OR EQUIPMENT DESIGNATION: SDP-2N-1A-1 JOB LOCATION: EQUIPMENT TYPE: I-Line (Circuit Breaker Type) PANEL 1 OF 1 DRAWN BY: (Q2C) DRAWING TYPE: ONE LINE DIAGRAM ENGR: SQUARED DATE: May 20 2019 bee w.we..ei.«.i. DRAWING STATUS: QUOTE DWG# 00-815679-20911495-01 I PG 1 OF 2 I REV - {- -- l•- -Q., O 0,-4,- C-35 wcOb 51-1.o u/+i1. _ _ ,A^N 11;(y) 1/2"0 L e'sr Sc a- li fit.3v 4-R-4 --a43--r c` L i-- - 1 w- a.1S� ( "A) Fi✓oC,2Q \ B s..-ww2T— 100N1 1 li Pt i lk Yhllv(u) V?"4 (... z- a_- -ems =) q4 /t-r ,/.4 /i.4- scu> (,)` vtdic. pXC 4.C.. W= t 05 f l.,,) 6.a,4 k-i*non) C t. ('. -„,{ " i ,- ,°C, C_O F1 +f3) C I , C7 w' - 3o5 (t ,(R) = 4r > a 07( Page' CORBIN CO\SL`LTIVG ENGIN EERS J'C, PROJECT NO: �D I(�� 1905 NW 169th Place, Suite 121 11,,npn PROJECT f v�G- Z`y Vt�S REV Beaverton,Oregon 97006 TITLE >A-,.4 E� W ( 'PP-)ti` DATE -cl,.P cf:D CORBIN 7el: 503/645-0176 Fax: 503/645-0415 ORIGINATOR i2l� CHK C-36 REV I DESCRIPTION BY DATE - ---- /-- - -___ / /- FT QBv QB ® �b S/F S/F�`55 f\ 200 200 /CKT RATING p RATING CKT NO ACCESSORIES TYPE AMP/P 10 I •� mop TYPE ACCESSORIES NO 1 HLO Fixed Off Q0B 20/1-0 i 0-- 20/1 QOB HLD Fixed Off 2 3 HLO Fixed Off QOB 20/1 j r 20/1 QOB FILO Fixed Off 4 5 HLO Fixed Off QOB 20/1---e 0 • o o— 20/1 QOB HLO Fixed Off 6 7 HLO Fixed Off QOB 20/1 0 • 20/1 QOB HLO Fixed Off 8 9 HLO Fixed Off 00B 20/1 0 •• o--- 20/1 00B HLO Fixed Off 10 11 HLO Fixed Off QOB 20/1� • '— 20/1 QOB HLO Fixed Off 12 13 HLO Fixed Off Q0B 20/1 • 0 o 20/1 QOB HLO Fixed Off 14 15 HLO Fixed Off Q06 20/1 • 0* 20/1 00B HLO Fixed Off 16 17 HLO Fixed Off Q06 20/1—‘—‘0 • 0 20/1 Q0B HLO Fixed Off 18 19 HLO Fixed Off Q0B 20/1 0 • 0 20/1 Q0B HLO Fixed Off 20 21 HLO Fixed Off 008 20/1 0 • Co— 20/1 00B HLO Fixed Off 22 23 HLO Fixed Off Q08 20/1--r-No • S---1-- 20/1 Q0B HLO Fixed Off 24 25 _ HLO Fixed Off 00B 20/1-0 • 0— 20/1 Q0B HLO Fixed Off 26 27 HLO Fixed Off Q0B 20/1 - • 0-- 20/1 QOB HLO Fixed Off 28 29 HLO_ Fixed Off Q0B 20/1 .(Th) • 6.--ND 20/1 Q013 HLO Fixed Off 30 31 HLO Fixed Off Q0B 20/1-0 0 • 20/1 Q0B HLO Fixed Off 32 i 33 HLO Fixed Off 008 20/1� • - � 20/1 Q0B HLO Fixed Off 34 35 HLO Fixed Off Q08 20/1—�o • oa— 20/1 008 FILO Fixed Off 36 37 HLO Fixed Off QOB 20/1� • a 20/1 008 HLO Fixed Off 38 39 HLO Fixed Off 008 20/1� • o— 20/1 Q08 HLO Fixed Off 40 41 HLO Fixed Off 008 20/1 • e---Th3— 20/1 008 HLO Fixed Off 42 43 HLO Fixed Off Q08 20/1-0"Th • - - 0.----.12--- 20/1 Q08 HLO Fixed Off 44 45 HLO Fixed Off QOB 20/1-C-% • 0 20/1 Q0B HLO Fixed Off 46 47 HLO Fixed Off Q0B 20/1- • o-- 20/1 Q08 HLO Fixed Off 48 49 HLO Fixed Off QOB 20/1 0 • 20/1 Q08 HLO Fixed Off 50 51 HLO Fixed Off Q0B 20/1� • Th - 20/1 008 HLO Fixed Off 52 53 HLO Fixed Off 006 20/1^ • ^ 20/1 00B HLO Fixed Off___ 54 55 HLO Fixed Off Q08 20/1 0 e - o O 20/1 Q0B HLO Fixed Off 56 57 • 58 59 • 60 61 • 62 63 • 64 65 • 86 67 • 68 89 • 70 71 BLANK • BLANK 72_ H 400�A0 0 SjM PHYSICAL DATA � ELECTRICAL DATA ENCLOSURE Type 1 SYSTEM: 208Y/120V 3Ph 4W 60Hz Surface - Hinged System Ampacity: 400A FRONT CAT#: NC86VSHR 10kA SYMS. SCCR BOX CAT#: MHB6BE MAIN: MAIN LUGS : 400A DIMENSIONS: Bottom FEED 86''(2184mm)Hx20"(508mm)Wx5.75"(146mm)D INCOMING CONDUCTORS(S) PER NEC, CEC, NOM: WIRE BENDING SPACE: Wire Bending Space: TOP - 12.25" 312 mm Phase Lugs:1 - 1/0 - 750, (2) 1/0 - 350 kcmi BOTTOM - 16.2"(411)mm BRANCH SUMMATION SIDE - 5.9"(150)mm 2 - 200A/3P QB HPL 56 - 20A/1P QOB HPL PBA: 709HR BUSSING: COPPER (n)_ a I Silver/Tin Plated OPTIONAL FEATURES: SEISMICALLY QUALIFIED : IBC/ASCE7/CBC/NBCC SHIP COMPLETELY ASSEMBLED BRANCH USER PLACEMENT (Continued on next page.) JOB NAME: Twality Middle School District Tigard, OR EQUIPMENT DESIGNATION: 2N-2B-1 JOB LOCATION: EQUIPMENT TYPE: NQ (Circuit Breaker Type) PANEL 1 OF 1 DRAWN BY. (02C) DRAWING TYPE. ONE LINE DIAGRAM ENGR: S0UAREE DATE: May 20 2019 by MAW!Il...d. DRAWING STATUS: QUOTE DWG# OQ-815679-20908608-01 I PG 1 OF 2 I REV - FO Q P.-S- ?-E nag Olg c-'Y `j C-37 Corbin Consulting Engineers, Inc. Project No: 20106 Page: of 1905 NW 169th Place, Suite 121 Project Twality MS Elec Supp Rev: Beaverton, Oregon 97006 Title SDP-4N-28-1 Date: 4/30/2020 CORBIN Tel: 503/645-0176 Originator RLS CHK: Seismic Restraint Force Worksheet per 2012 International Building Code and ASCE 7-10 (chapter 13) Site-Building: Floor: Twality Middle School 2nd Floor-1 1/8" Plywood Sheathing w/1 1/2"Concrete Topping Component Data: Seismic Parameters: Component Weight, Wp= 860 lb Site Class D Overall Height, H= 91.5 in S,;= 0.96 Overall Length, L= 42 in Fe= 1.11 Effective Length, Leff= 36 in SOS= 0.72 Overall Width, W= 24 in Attachment Elevation z= 11 ft Effective Width, Weff= 21 in Avg Roof Elevation h= 41 ft Height to C.G., Hoo= 45.75 in l7 Calculate H/2 Amplification Factor ap= 2.5 Length to C.G., Lyg= 21 in El Calculate 1/2 Response Factor RP= 6.0 Width to C.G. W, = 12 in 11, Calculate W/2 Overstrength Factor S20= 2.5 Importance Factor Ip= 1.25 Seismic Forces: Fp(calc)=0.4*ap*Sos*Wp/(Rp/Ip)*(1+2*z/h)= 0.229 *Wp= 197 lb (ASCE 7, Eq. 13.3-1) Fp(max)= 1.6*Sos*Ip*Wp= 1.431 *Wp= 1231 lb (ASCE 7, Eq. 13.3-2) GOVERNS Fp(min)=0.3*Sus Ip*Wp= 0.268 "Wp= 231 lb (ASCE 7, Eq. 13.3-3) Horizontal Seismic Force, Eh=FP_ 0.268 * p_ 231 lb Vertical Seismic Force, E„=0.2*Sos*Wp= 0.143 *Wp= 123 lb Restraints: Length I Width No.of Support Legs, N= 4 No.of Restraints Acting in Tension, Nt= 2 2 No.of Restraints Acting in Shear, N„= 4 4 E No.of Support Legs Acting in Compression, No= 2 2 E7 Overturning Calculation: w Overturning Moment Mo=Eh*Hcp= 10560 lb-in R Resisting Moment Arms Arm = 18 11 in Resisting Moment MR=(0.9-0.2*Sos)*Wp*(Arm) = 11716 6834 lb-in MO MR Strength Level Forces(IBC, 1605.2): Uplift, T=(MR-Mo)/Nt/Weff= 0 -89 lb Comp, P=(1.2+0.2SDs)*Wp/N+Mo/N,/Weff= 291 396 lb Shear, V=(Et,)/N„= 58 58 lb Amplified Forces(ASCE 7,12.4.3.2): Uplift, T=(MR-OoMo)/Nt/Wen= -204 -466 lb Comp, P=(1.2+0.2SDs)*Wp/N+S2aMo/NJVVee= 511 773 lb Shear, V=(c2OEh)/N„= 144 144 lb Anchor to Plywood Sheathing/Concrete Topping w/thru bolts w/wood blocking below deck C-38 • REV DESCRIPTION _ ____ _.-/__/_. �__ __ _ ____ __ __ , SWITCHBOARD GENERAL NOTES — SERIES 2 PRODUCT DESCRIPTION de RATINGS. Power SY9tem Datrt 480Y/277V 3Ph 4W 60Hz / 3 Phase Wye Solidly Grounded System Short Circuit Current Rating: 35k4 RMS No T-bus Incoming Section I Cable Through the Bottom Left of Lineup Bus System Data 1000A Silver Plated Copper Single Section with No Main Bus (I) .25x.875 IN/6x22 Nun Cu Ground Bus Enclosure Data Type 1 Free Standing s �oome�eO FronExterior Point Calor. ANSI 49 / ` eg� Front Access'kility Only Required T .�....'. .. Himane Rotors i Lifting Assemblies 000 00 13.5 Estimated lit 1 nQ Wei / Shipping Split 1 860.00 lbs / 390.10 Age '//� Complete Lineup 860.00 Ibs / 390.10 kgs // Code Standsrdg /❑ U.L. Deadfront Retina Nameplates f'P5 Sit- Deadfront - Section Bus 1000A ❑ PRODUCT INFORMATION — All wiring to be Machine Tool Wire type 91.50rj- 232 o Instruction Bulletins [232aj Reference 80043-055 For Handling, Instollation, yR'/ //PS Anchoring, Inspection And Maintenance Information \ _1 / Product Aecassoriea/Options / Certified Test Report /„., / Seismic Qualified \i 63/„ 63 o e ee } °13.5 (.-- 1.5o1 SECT 1 `r� [361 42.00 V SS 4 42.00 [10577 Lineup 42.00 [1067] DUAL DIMENSIONS INCHES MILLIMETERS JOB NAME TWality Middle School UISGIct Tlganl,OR EQUIPMENT CESGNATION:SDP-4N-7B-1 JOB LOQATION: EQUIPMENT TYPE: QED-2 Switchboard DRAWN er (Q2C) DRAWING TYPE: GENERAL NOTES ENGR O DATE: Moy 20 2019 rear ne.,ri. DRAWING STATUS:QUOTE mall EO-515t79-24524075-01 tPG 1 OF a I REV- n W REV DESCRIPTION 8Y DATE _ ____ -- --/-- -- - ---- p 37.00 2.50(�.�/ y [64]- 24.00 19.00 [610] .[483] (T3 ! 24.00 [s10rl TOP VIEW — FRONT ( 91.50 [23243 E 90.00 V [2286] 37.00 2.50 [940] [64]-1 24.00 21.00 1i.60 ', [ 10] [rail] •3` [396]\= _ i 1.50J 42.00 I FFf SIDE VIEW .75/[19] DIA [1067] MID HOLES OFFSET NOTE:AU.DEVICES REDUIPoNG DRAWNG OR INSERTION IN MOUNTING PAO INCHES 3.00/[76]TIP SUCH AS CONDUIT.ANCHORING STUDS. SLEEVE INSERTS. ETC. DUAL DIMENSIONS: MILLIMETERS FROM SIDE fl 00R PLAN - FRONT SHOULD NE INSTALLED BEFORE SETTING EQUIPMENT IN PLACE, JOB NAME: TwaSty Middle School District Tigard,OR EQUIPMENT OESIGNWON:SUP-4N-28-1 JOB LOCATION: EQUIPMENT TYPE: QED-2 Switchboard DRAWN BT. (Q2C) DRAWING TYPE: SIDE,TOP VIEW& FLOOR PLAN ENGR: DATE: NOV20 2019 N.-.* DRAWING STATUS:QUOTE owOi FQ-815679-24524075-01 I PG 2 OF 2 ]REV- I 0 0 ii p:-%-.{24#-- -. 6 ,-)745.40 4.,..n. tr i:2,sit•i D wood.) ., z 7.6" (bu c<:-.: r•-v-- 1 IIIIIPP :.! ..4 ,..—c:tv6r) t •.., "PI .1 ,---- - lit ill' I - - - — -1 , ,.,, ,,,.. — ':- 6(bk.( -rnAl-'4 tAll :•-' fp, . . ,, -t:-) (T /- i.,, T .-... 4,-(,) ,,•-• , il i fl'i 4-7—(4-.,_ , l).•,),C L ..,,, , • c I .„. ---, 0 c,), L(- 64 :'-'ll Y••C,t,• _i...(x.0 Pp 7*- 0 .L4141(Iasi 1 .:,\)' 7--". ,5-tf* P a,\.( -foo — -: C t---- (,) / I" C CORBI\I CO Still-\G ENGII‘EERS,'.\C. 1905 NW 169th Place, Suite 121 Beaverton,Oregon 97006 CORBIN Tel: 503/645-0176 Fax: 503/645-0415[ PROJECT NO: .._, OIL)LP PROJECT TITLE REV Jt'ire-r-ll 66...,,,i,S.--r PPoe,7 DATE :-/ ORIGINATOR 7 :-l''''t f ( 111:5; CHK C-41 a D /...„f..4 a coLi0D ? 1 1^C6c i CS ,a-, -(6A() ..... .. ..... ..... .. .... . . .. ...... I24= 1-1C 1 -.J _ --- a-18 car I /a ae a. .,k C.e 1 /1 r, i-t-O( ( 77) , C.DGCG,</‘/- G+4 „Ail--c, ?r, rN1tr IPA ^ t O'r. (7,ci ,/1 , 8P1. �11` F? S c- f 2-. i-,,..4> = I--61 kNu/ -ma-"3- , / X r� CTn �"t/ 5 ly i. U vt 1 ' 'Q{t' (.„- i C_ J(...,C ,• `4,F1 -3,.., - Fr:. .s�; 0Y(p 67 '1 ;, 4 € (,- C u4- ES !�f 4' O i pi,,,til 20G(U.1.F, 1- -ci-, z)f 4 frt. CJ'..)C.flh.fi`, h'..X hjf+'�U/L4.Lr- cJi P`:7 C..oc-,re T a7i + -)04 2 ( Ft v Ial la- ce ,-r 1/4.4 ?C 5G2 ..) 4- 1G/--na ,;-,1 ,6-, �+ Page' c CORD CO SULU\G ENGE'ERS,INC PROJECT NO: JC�+ (.7!'-f of 1905 NW 169h Place, Suite 121 PROJECT TW/ ur Tli Y1'1'S REV Beaverton,Oregon 97006 TITLE W i 0--. 15i�--4 �'A PPvQ' DATE NLl 0 0 CORBIN Tel: 503/645-0176 Fax: 503/645-0415 ORIGINATOR 6-5 CHK C-42 7 j aj'ct1-1-7.-5P(4-cF w. Li r-c,' O,L , Yf1. (r:_= a,-s= _ 49, •j( -rev', = 5"`t-+sue 14 - �.Viz. -' t ,- , < P.) tt_,0 c10 n.�t fe <_ w 4 t. w/ca) `ru..cp ti-1, 5cf a - 60( Page �� CORBII CONSULTING ENGINEERS,INC, PROJECT NO: , 1905 NW 169m Place, Suite 121 PROJECT REV Beaverton,Oregon 97006 TITLE DATE C[ ORBIN Tel: 503/645-0176 Fax:503/645-0415 ORIGINATOR CHK 01 C-43 I Y 2 X 5410 Ri Ii! Loads:BLC 1.Dead Load Corbin Consulting Enginee. . SK- 1 RLS Twality M.S. Wire Basket Support Wall Check May 18, 2020 at 8:05 AM 20106 Wire Basket Support Wall Check.r3d C-44 Column: Ml - Shape: 2X4 Material: DF Dy --- in Length: 156 in I Joint: N1 Dz in J Joint: N2 LC 1:Wall Check Code Check: 0.269 (bending) 325 at 73.895 in Report Based On 20 Sections 31.391 at0.in Vy lb A lb Vz lb -87.609 at 156 in Mz lb-in T lb-in My ---------- lb-in -1182.042 at 73.895 in .386 at 73.895 in AILft ksi fa ksi fc ksi -.386 at 73.895 in AF&PA NDS-05/08: ASD Code Check Max Bending Check 0.269 Max Shear Check 0.139 (y) Location 73.895 in Location 156 in Equation 3.9-3 Max Defl Ratio L/479 CD 1 RB 15.578 CL .958 Cr 1 Cfu 1.1 CP .027 (ksi) Cm Ct CF y-y z-z Fc' .047 1 1 1.15 Lb 156 in 156 in Ft' 1.013 1 1 1.5 le/d 104 44.571 Fb1' 1.437 1 1 1.5 Sway No No Fb2' 1.65 1 1 1.5 Le-Bending Top 156 in Fv' .18 1 1 Le-Bending Bot 156 in E' 1700 1 1 C-45 Y 2 ABB Oki -B211bin 5sib 3 kk; Loads:BLC 1,Dead Load Corbin Consulting Enginee... SK-2 RLS Twality M.S.Wire Basket Support Wall Check May 18, 2020 at 8:07 AM 20106 Wire Basket Support Walt Check.r3d C-46 Column: N!2 Shape: 2X6 Material: DF Dy in Length: 156 in I Joint: N3 Dz in J Joint: N4 LC 1: Wall Check Code Check: 0.120 (bending) -.083 at 73.895 in Report Based On 20 Sections 31.391 at 0 in Vy lb A - - lb Vz lb -87.609 at 156 in 821 at 156 in T lb-in Mz lb-in My lb-in -1182.042 at 73.895 in .156 at 73.895 in ft ksi Ali fa ksiWI fc ksi -.156 at 73.895 in AF&PA NDS-05/08: ASD Code Check Max Bending Check 0.120 Max Shear Check 0.088 (y) Location 73.895 in Location 156 in Equation 3.9-3 Max Defl Ratio L/1877 CD 1 RB 1.563 CL 1 Cr 1 Cfu 1.15 CP 1 (ksi) Cm Ct CF y-y z-z Fe' 1.65 1 1 1.1 Lb 1 in 1 in Ft' .878 1 1 1.3 le/d .667 .182 Fb1' 1.3 1 1 1.3 Sway No No Fb2' 1.495 1 1 1.3 Le-Bending Top 1 in Fv' .18 1 1 Le-Bending Bot 156 in E' 1700 1 1 C-47 DEWALT Design Assist Ver.1.4.1.0 l'agc DEWALT ENGINEERED BY'Powers Twality MS May 14 2020 Company: Project Engineer: Address: ---Beaverton 97006 Phone: M:-P:- Email: ricky.steinle@corbinengineering.com Project Name: Untitled Project Address: Untitled Notes: Cable Tray AB Design 2.Selected Anchor Information Selected Anchor: Screw-Bolt+ Brand: DEWALT Material: 1/4"0 Low Carbon Steel Embedment: lief 1.94 in h.= 2.5 in Approval: ICC-ES ESR-3889 Issued I Revision: Nov,2018 - Drill Method: Hammer Drilled .' Design Method: ACI 318-11 Load Combinations: Section 9.2 User Defined Loads Seismic Loading: Tension D.3.3.4.3(d) Shear D.3.3.5.3(c) Q = User Defined 4.Base Material Information 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 in Length 0 in Width 0 in Standoff None Height 0 in Strength 0 psi Profile: None Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility C-48 DEWALT Design Assist Ver.1.4.1.0 Page 2 DEWALT ENGINEERED BY-Powers- Twality MS May 14 2020 5.Geometric Conditions oat 545 0 r,x 0 ; 0 x hmin 4.000 in cmin 1.500 in cAe 6.100 in stain 1.500 in 6.Summary Results, Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 545.00 2948.00 0.185 OK Concrete Breakout Strength 545.00 1227.00 0.444 OK Pullout Strength 545.00 602.00 0.905 OK Controls Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 46.00 1020.00 0.045 OK Controls Concrete Breakout Strength 46.00 3235.00 0.014 OK Pryout Strength 46.00 1761.00 0.026 OK 7.Warnings and Remarks ANCHOR DESIGN CRITERIA IS SATISFIED * The results of the calculations canted 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 suength. Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility C-49 DEWALT DEWALT Design Assist Ver.1.4.1.0 Page 3 Twality MS ENGINEERED BY'TOWerS May 14 2020 Design Loads/Actions Z Nu 545 lb Vux 0 lb Vuy 46 lb 4Nu Y Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb Mw •ivo, Consider Load Reversal X Direction 100% Y Direction 100% nt Max.concrete compressive strain: 0.000 % Anchor Eccentricity Max.concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting anchor forces/Load distribution Anchor Tension Load (Ib) Shear Load (lb) Component Shear Load (Ib) Anchor Coordinates(in) Shear X Shear Y X 1, 545.00 46.0 0.0 46.0 0.000 0.000 Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility C-50 c PPc1F i-art-. NO.:, w 2 r F4 - vw/ = clvQ r = fat-. e.. c2r ,9 4- are Ctsryit rxcy, , (`)- 6-2,tPP'.F, G-zttt,. 5E t" t+}^ ._ ;t.,., ,- r ! T(Z:..{ _o c/AtA 6.) G-- e, l r'(:),r t ,(r, / ` = a , -Ir;&F- : a �Lr._, (ao 8.0LF-)( 1) /(p-61A�rt, - , , „ Fug.,_,_ SS i,� , :7- - a,3 - = t1`& Pr-< 3 r,1 ; , - _. P G*5-0 r�� 0 ,t, oJ( `t ca, _f- `""''i k� E_ to-C,- `.CI i __ I fi.= ia150. .Q: KJ --, L4' 0,C . Fp r. 0 ,Li L '` („. (),,D.t'/.F) (gc-I J "- d.('} F ,,, / : °'� +3,D = 3-2Q 4 < (O :1 1 e..-Kr d,L', 0... Ll' Q- P 6-ua ,c- GS-f as (-to'D C, M. FOrt 14910c7t ill 0 3 -- LiiippD�tt�� OJT tt r ��,1i PROJECT NO: o�C�((�CP (Page - CO111)11` CO�S[1LT `GENGII`GERS _1VC. PROJECT I,.,c�r}-2.' '1 al _ REV 1905 NW 1Ore Place, Suite 121 Beaverton,Oregon 97006 TITLE 0I�--' gt I �— SLAPP+-�2�' DATE I4 CORBIN Tel. 503/645-0176 Fax. 503/645-0415 ORIGINATOR Iu-5 CHK J C-51 • p c._ v rZ,i3S- d 4 F-1.. 'v2., x 3 112- y rJtu') 7/,8nc l.„/�U-w(7,0 P:r..K ti ,_�I i)hl t. 1.1 - - uu�� f = /S Jb Ei~voR, 3 S<. LF ,,L,.-) ' 1 .--Nd 'f_,,,, .. 6.\1),4 *- 021-78 -6 14'1,:)."::. -4.e'l ''") r ; a j1 3/\',Ld-r - 1 , c. i �s: 1N C alb = w - 2Nt_at; -fib , .--q C1fCi < 1Pi )12- K/t1-4 tx `3 P., lry✓,t G (^), - fee t( F NNL aNl -ai3-r s} 'a( `,() ° Page: CCORBIN CONSULTING ENGINEERS,INC. PROJECT NO: jot i:? / 1905 NW 169th Place, Suite 121 PROJECT 1 w/h�.iTA �J REV Beaverton,Oregon 97006 TITLE i�rll -i (lvrd?. S a�p�OFF DATE 57 CORBIN Tel.503/645-0176 Fax.503/645-0415 ORIGINATOR K_t{ CHK C-52 71 F t„tJ fY,u v, 2, {{ ,,,,= r= 0,, a(,- -ti 9.. = lyf, !-! le-, Imo. to-6; -. - (6"/ v) tc C4 _ ,� C?,�.'JOJ - QlLq J > S& , Q;< A�c.,-r-pr( '? .; HILL ,L ,,s e n, , 3 6u0Lai-4 4-4‘4 57? .6-41,P 16ofi, ,L., ag, fiSFv-Lt = =1t , a-? C.,. Wl zSt_. -0 f S . G, , ',r ;,= Q,Ltac't (IC ,{.t� �--•v e , F- Tvt 4 -s Hi, 0,c, -) t ,�t? F ( 1 ,1, ' ,.,, .. t ( . ,,?LS.-,, LS C F, ic,T 4 It,. 1 p(A fi t Page: -[ CORBIN CONS 1TING ENGINEERS,INC, PROJECT NO: d�10 1905 NW 169th Place, Suite 121 PROJECT /t,vr`�r i''7 rAS REV Beaverton,Oregon 97006 TITLE �ry r.t�_� JPU 21 DATE �f�at? CORBIN Tel:503/645-0176 Fax:503/645-0415 ORIGINATOR J�L`- CHK C-53 Y �► X • • t t t • • • t I • • • • • • •• • • z• • t • • 7wb t • • • t t • • • • • • • 11.21. `: LOWa:BLC 1,Dead Load Corbin Consulting Enginee... SK- 1 RLS Twality M.S. PNL 2N-2A-2 Wall Check May 18, 2020 at 8:15 AM 20601 PNL 2N-2A-2 Wall Check.r3d C-54 Column: M9 - Shape: 2X6 Material: DF Dy in Length: 120 in I Joint: N1 Dz in J Joint: N2 LC 1:Wall Check Code Check: 0.386 (bending) -.139 at 56.842 in Report Based On 20 Sections 99.517 at 0 in A lb Vy lb Vz lb -82.483 at 120 in Mz lb-ir T lb-in My - lb-in -3626.388 at 37.895 in .48 at 37.895 in ft vrr ksi fa ksi fc ksi -.48 at 37.895 in AF&PA NDS-05/08: ASD Code Check Max Bending Check 0.386 Max Shear Check 0.101 (y) Location 37.895 in Location 0 in Equation 3.9-3 Max Defl Ratio L1863 CD 1 RB 17.127 CL .954 Cr 1 Cfu 1.15 CP .048 (ksi) Cm Ct CF y-y z-z Fe' .079 1 1 1.1 Lb 120 in 120 in Ft' .878 1 1 1.3 le/d 80 21.818 Fb1' 1.241 1 1 1.3 Sway No No Fb2' 1.495 1 1 1.3 Le-Bending Top 120 in Fv' .18 1 1 Le-BendingBot 120 in E 1700 1 1 C-55 REV DESCRIPTION BY DATE - ---- -- -- --/-- CKT RATING RATING CKT NO ACCESSORIES TYPE AMP/P AMP/P TYPE ACCESSORIES NO 1 HLO Fixed Off/On 006 20/1--0� • 20/1 QOB HLO Fixed Off/On 2 3 HLO Fixed Off/On 00B 20/1--�--a • 20/1 QOB HLO Fixed Off/On 4 5 HLO Fixed Off/On 00B 20/1 0 • o— 20/T QOB HLO Fixed Off/On 6 7 HLO Fixed Off/On 00B 20/1 a -• o- 20/1 00B HLO Fixed Off/On 8 9 HLO Fixed Off/On 008 20/1 0 • 20/1 QOB HLO Fixed Off/On 10 11 HLO Fixed Off/On 008 20/1 P- • o-- 20/1 QOB HLO Fixed Off/On 12 13 HLO Fixed Off/On QOB 20/1—o • o- 20/1 00B HLO Fixed Off/On 14 15 -- ------•---0 _a- 20/1 QOB HLO Fixed Off/On 16 17 HLO Fixed Off/On QOB 40/3- ----•--b o- 20/1 QOB HLO Fixed Off/On 18 19 • HLO Fixed Off/On 20 21 HLO Fixed Off/On 00B 20/1� 60l 2 qOB 22 23 HLO Fixed Off/On QOB 20/1-iir-s0 20/1 00B HLO Fixed Off/On 24 25 HLO Fixed Off/On 00B 20/1---0 • o-- 25/1 008 HLO Fixed Off/On 26 27 HLO Fixed Off On 006 20/1--0 30/2 2 00B HLO Fixed Off/On 28 29 HLO Fixed Off/On 00B 20/1--0 30 31 HLO Fixed Off/On 00B 20/1--0 0 • '— 20/1 00B HLO Fixed Off/On 32 33 HLO Fixed Off/On 00B 20/1 0 • 20/1 00B HLO Fixed Off/On 34 35 HLO Fixed Off/On 00B 20/1 0 • i� 20/1 0OB HLO Fixed Off/On 36 37 HLO Fixed Off/On 00B 20/1-a 0 • a 0- 20/1 00B HLO Fixed Off/On 36 39 HLO Fixed Off/On 00B 20/1 4 20/1 00B HLO Fixed Off/On 40 41 HLO Fixed Off/On 00B 20/1� • o 20/1 006 HLO Fixed Off/On 42 43 HLO Fixed Off/On QOB 20/1— ♦ ' 20/1 Q013 HLO Fixed Off/On _ -1445 HLO Fixed Off/On 006 20/1-b''h • � 20/1 Q0B HLO Fixed Off/On46 47 HLO Fixed Off/On 0OB 20/1—n - • ^- 20/1 QOB HLO Fixed Off/On 48 49 HLO Fixed Off/On QOB 20/1 0 • (---'o- 20/1 0013 HLO Fixed Off/On 50 51 HLO Fixed Off/On 00B 20/1--o^ ► o— 20/1 00B HLO Fixed Off/On 52 53 HLO Fixed Off/On 008 20/1� , • 0— 20/1 QOB HLO Fixed Off/On 54 55 HLO Fixed Off/On Q08 20/1,o •• �-- 20/1 00B HLO Fixed Off/On 56 57 HLO Fixed Off/On QOB 20/1-0 0 � 20/1 QOB HLO Fixed Off/On 58 59 HLO Fixed Off/On Q0B 20/1--4---1 . • --b- 20/1 QOB HLO Fixed Off/On 60 61 •---- 62 63 64 65 —•- 66 67 i 68 69 i 70 71 BLANK ---1-41- BLANK 72 2spa Ep M Li. 0 s N PHYSICAL DATA ELECTRICAL DATA ENCLOSURE Type 1 SYSTEM: 208Y/120V 3Ph 4W 60Hz Surface - Hinged System Ampocity: 250A FRONT CAT#: NC62VSHR 10kA SYMS. SCCR BOX CAT#: MH62BE MAIN: MAIN LUGS : 250A DIMENSIONS: Bottom FEED 62"(1575mm)Hx20"(508mm)Wx5.75"(146mm)D INCOMING CONDUCTORS(S) PER NEC, CEC, NOM: WIRE BENDING SPACE: Wire Bending Space: TOP - 12.25"(311)mm Phase Lugs:1 - 1/0 - 750, (2) 1/0 - 350 kcmi BOTTOM - 17.1"(434)mm BRANCH SUMMATION SIDE - 5.9"(150)mm 52 - 20A/1P QOB HPL 1 - 40A/3P QOB HPL PBA: 709HR 1 - 60A/2P Q08 HPL 1 - 25A/1P QOB HPL BUSSING: COPPER 1 - 30A/2P 008 HPL Silver/Tin Plated '` OPTIONAL FEATURES: W k7, -. SEISMICALLY QUALIFIED : IBC/ASCE7/CBC/NBCC SHIP COMPLETELY ASSEMBLED Copper GROUND BAR (Continued on next page) JOB NAME: Twality Middle School District Tigard, OR EQUIPMENT DESIGNATION: 2N-2A-2 JOB LOCATION: EQUIPMENT TYPE: NQ (Circuit Breaker Type) PANEL 1 OF 1 DRAWN BY: (Q2C) DRAWING TYPE: ONE LINE DIAGRAM ENGR: SQUARED DATE: May 20 20'9 Sdw,,,d 'Ii.,,,, DRAWING STATUS: QUOTE DWG# OQ-815679-20909009-01 I ,c 1 DE 2 I REV - C-56 14- ttibuna.p — 1 1-'R.00 2 4 E 1 «J!WOOtg STw C D 31/2" vA./(k L- . y 4 3 m r�Ct-t`) /t"t 11-t,.a P �,..)5 1ll/ P L y t I: Eq? �, � ^ F t2rb ,� {motts��,C��i { � 4 y 5: " aI-PL2 z J. r> �� a u f Y. i co c-rr-e,,r,.i( v..tTf-GJRs7w ../ :-C_ C'61tIS ) .Y( ' ^ I(.Q# i a-'. V`p > LPG ,, Ole. (x.)/ 2)/?"d) S.a"LONE- ..-/- ., ,C., A->f D I\C, Page: �� CCOM-' CO'S LTlG ENGI NEERS PROJECT NO: Ot.O/ Ot P ot: 1905 NW 169th Place, Suite 121 PROJECT 1 t vht- T if REV Beaverton.Oregon 97006 TITLE 17 rV4 i t.C'�004?O -.(APPot-' DATE �/ '2-..) CORBIN Tel. 503/645-0176 Fax: 503/645-0415 ORIGINATOR -f-�� CHK f C-57 2 ria.% F • • • • • • • • • • • • • u• I 531b •;Min • • • • • • 14,1 • • • • • • • • • • • • 11.21• \: Loads:BLC 1.Dead Load Corbin Consulting Enginee. . SK- 1 RLS Twality M.S. PNL 4N-1 B-1 Wall Check May 18, 2020 at 8:17 AM 20601 PNL 4N-1 B-1 Wall Check.r3d C-58 Column: MI Shape: 2X6 Material: DF Dy in Length: 120 in I Joint: N1 Dz in J Joint: N2 LC 1:Wall Check Code Check: 0.315 (bending) -.098 at 56.842 in Report Based On 20 Sections 101.3 at 0 in A lb Vy lb Vz lb -63.7 at 120 in Mz lb-in T lb-in My lb-in -2733.573 at 31.579 in .361 at 31.579 in ilkft ksi fa ksi fc ksi -.361 at 31.579 in AF&PA NDS-05/08:ASD Code Check Max Bending Check 0.315 Max Shear Check 0.102 (y) Location 34.737 in Location 0 in Equation 3.9-3 Max Defl Ratio L/1227 CD 1 RB 17.127 CL .954 Cr 1 Cfu 1.15 CP .048 (ksi) Cm Ct CF y-y z-z Fc' .079 1 1 1.1 Lb 120 in 120 in Ft' .878 1 1 1.3 le/d 80 21.818 Fb1' 1.241 1 1 1.3 Sway No No Fb2' 1.495 1 1 1.3 Le-Bending Top 120 in Fv' .18 1 1 Le-Bending Bot 120 in E' 1700 1 1 C-59 REV DESCRIPTION BY DATE - ---- -- --/--/-- -I -I- _ --- --J--/--- JD YYY(`r 5/F\ 175 NO ACCESSORIES TYPE AMP/PAM 11 o • • RATING TYPE ACCESSORIES NO 1 HLO Fixed Off/On EDB 20/1 0 • (-e— 2 3 HLO Fixed Off/On EDB 20/1 0 • +rh 25/3 EDB HLO Fixed Off/On 4 5 HLO Fixed Off/On EDB 20/1 ---•—e—.1 6 7 HLO Fixed Off/On EDB 20/1—ir-N0 •-----CThi 8 9 HLO Fixed Off/On EDB 20/1 a a�� 30/3 EDB HLO Fixed Off/On 10 11 HLO Fixed Off/On EDB 20/1 12 13 HLO Fixed Off/On EDB 20/1— 0 • 0— 20/1 EDB HLO Fixed Off/On 14 15 HLO Fixed Off/On EDB 20/1—0 • e 20/1 EDB HLO Fixed Off/On 16 17 HLO Fixed Off/On EDB 20/1--Th 18 19 HLO Fixed Off/On EDB 20/1 0 ( 20/3 EDB HLO Fixed Off/On 20 21 HLO Fixed Off/On EDB 20/1--6.--"-- --T� 22 23 HLO Fixed Off/On EDB 20/1—� •--4 o— 20/1 EDB HLO Fixed Off/On 24 25 HLO Fixed Off/On EDB 20/1 0 • 0— 20/1 EDB HLO Fixed Off/On 26 27 HLO Fixed Off/On EDB 20/1 0 • o 'o-- 20/1 EDB HLO Fixed Off/On 28 29 HLO Fixed Off/On EDB 20/1 0 • • 0-- 20/1 EDB HLO Fixed Off/On 30 31 HLO Fixed Off On EDB 20/1 0 0 • •0-- 20/1 EDB HLO Fixed Off/On 32 33 HLO Fixed Off/On EDB 20/1 0 • a 20/1 EDB HLO Fixed Off/On 34 35 HLO Fixed Off/On EDB 20/1 0 • O--- 20/1 EDB HLO Fixed Off/On 36 37 PREPARED SPACE EDB 20/1--1„o--+---o-- 20/1 EDB HLO Fixed Off/On _ _ 38 39 PREPARED SPACE EDB 20/1--Z � • h— 20/1 EDB HLO Fixed Off/On 40 41 PREPARED SPACE EDB 20/1---6.--1-- • • o- �- 20/1 EDB HLO Fixed Off/On 42 744 2N 9Ap p p /R PHYSICAL DATA ELECTRICAL DATA ENCLOSURE Type 1 SYSTEM: 480Y/277V 3Ph 4W 60Hz Surface - Hinged System Ampacity: 200A FRONT CAT#: NC62SHR 14kA SYMS. SCCR BOX CAT#: MH62 MAIN: MAIN LUGS : 200A DIMENSIONS: Bottom FEED 62"(1575mm)Hx20"(508mm)Wx5.75"(146mm)D INCOMING CONDUCTORS(S) PER NEC, CEC, NOM: WIRE BENDING SPACE: Wire Bending Space: TOP - 5"(127)mm Phase Lugs:1 - #6 - 350 kcmil BOTTOM - 13.25"(337)mm BRANCH SUMMATION SIDE - 4.1"(104)mm 1 - 175A/3P JD HPL 30 - 20A/1P EDB HPL PBA: 550HR 3 - 20A/1P-PS EDB 1 - 25A/3P EDB HPL BUSSING: COPPER 1 - 30A/3P EDB HPL 1 - 20A/3P EDB HPL Silver/Tin Plated OPTIONAL FEATURES: SEISMICALLY QUALIFIED : IBC/ASCE7/CBC/NBCC SHIP COMPLETELY ASSEMBLED Copper GROUND BAR GROUP USER PLACEMENT COPPER SOLID NEUTRAL Maximum Panel Weight 198. Depth Center of Gravity 5.75 Elevation Center of Gravity 31.0 Vertical Center of Gravity 10.0 JOB NAME: Twality Middle School District Tigard, OR EQUIPMENT DESIGNATION: 4N-1B-1 JOB LOCATION: EQUIPMENT TYPE: NE (Circuit Breaker Type) PANEL 1 OF 1 DRAWN BY: (AC) DRAWING TYPE: ONE UNE DIAGRAM ENGR: 50UAREE DATE: May 20 2019 tee iao.w.i.,.rk DRAWING STATUS: QUOTE DWC# 0Q-815679-20901143-01 I PG 1 OF 1 IREV - ':1:"Q j-. NC. °" - > C-60 a • G A a- 8 a d ' a \ ,.. . ' M e d e \ sz_= - =7 C a e .{ 3 co2, °t Ott- ,, -Aa(0,--)1 3(1'»--1x.)= 17°j Page C[ CORBII' CONSULTING ENGI\EERS,INC. PROJECT NO: DI 0 ot: 1905 NW 169cn Place, Suite 121 PROJECT !wA L.i T'1 M .S, REV �7 Beaverton,Oregon 97006 TITLE p �J)4J2 b JL1P�(12T DATE �/�V)J CORBIN Tel. 503/645-0176 Fax.503/645-0415 ORIGINATOR 1�1-5 CHK C-61 DEWALT Design Assist Ver.1.4.1.0 Page I DEWALT ?0WerS"ENGINEERED If Twality Middle School ' May 13 270, Company: Corbin Consulting Engineers Project Engineer: -- Address: ---Beaverton 97006 Phone: M:-P:- Email: ricky.steinle@corbinengineering.com Project Name: Untitled Project Address: Untitled Notes: ATS-4E-1E-I AB Design Selected Anchor: Screw-Bolt+ Brand: DEWALT Material: 3/8"0 Low Carbon Steel Embedment: hcf 1.33 in h„„, 2 in Approval: ICC-ES ESR-3889 Issued I Revision: Nov,2018 - Drill Method: Hammer Drilled Design Method: ACT 318-11 Load Combinations: Section 9.2 User Defined Loads Seismic Loading: Tension D.3.3.4.3(d) Shear D.3.3.5.3(c) 11 User Defined 4.Base Material Information 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 in Length 0 in Width 0 in Standoff None Height 0 in Strength 0 psi Profile: None Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility C-62 DEWALT DEWALT Design Assist Ver.1.4.1.0 Page 2 ENGINEERED BY'r?owerS Twality Middle School May 13 2020 5.Geometrlra'Con itions /53 mn/ - O -� a kr- hmin 3.500 in cmin 1.500 in cac 5,000 in smin 2.000 in Tension Loading Design Proof Demand (1b) Capacity (lb) Utilization Status Critical Steel Strength 53.00 5674.00 0.009 OK Concrete Breakout Strength 53.00 696.00 0.076 OK Pullout Strength 53.00 481.00 0.110 OK Controls Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 45.00 1449.00 0.031 OK Concrete Breakout Strength 45.00 3387.00 0.013 OK Pryout Strength 45.00 1000.00 0.045 OK Controls 7.Warnings and Remarks ;t? $; 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 professionaUengineer,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 plausibiliq C-63 DEWALT Design Assist Ver.1.4.1.0 Page 3 DEWALT Twality Middle School ENGINEERED BY-TOWers May 13 2020 8.Load Conditions Design Loads/Actions Z Nu 53 lb Vux 0 lb Vuy 45 lb t� Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb ""yY Consider Load Reversal X Direction 100% Y Direction 100% 9.Load Distribution Max.concrete compressive strain: 0.000 % Anchor Eccentricity Max.concrete compressive stress: 0.000 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 I 53.00 45.0 0.0 45.0 0.000 0.000 Input data and results must he checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility C-64 CCorbin Consulting Engineers, Inc. Project No: 20106 Page: of 1905 NW 169th Place, Suite 121 Project Twality MS Elec Supp Rev: Beaverton, Oregon 97006 Title 2-Post Network Rack Date: 4/30/2020 CORBIN Tel: 503/645-0176 Originator RLS CHK: Seismic Restraint Force Worksheet per 2012 International Building Code and ASCE 7-10(chapter 13) Site-Building: Floor: Twality Middle School 1st Floor-4"Concrete SOG Component Data: Seismic Parameters: Component Weight, Wp= 1059 lb Site Class D Overall Height, H= 84 in Ss= 0.96 Overall Length, L= 19.75 in Fa= 1.11 Effective Length, Leff= 16 in Sips= 0.72 Overall Width, W= 15 in Attachment Elevation z= 0 ft Effective Width, Weff= 12.5 in Avg Roof Elevation h= 41 ft Height to C.G., Heg= 42 in O Calculate H/2 Amplification Factor ap= 1.0 Length to C.G., Leg= 9.875 in O Calculate L'2 Response Factor RP= 2.5 Width to C.G. Weg= 7.5 in O Calculate W/2 Overstrength Factor 00= 2.5 Importance Factor Ip= 1.25 Seismic Forces: Fp(talc)=0.4*ap*Sips*Wg/(Rp/Ip)*(1+2*z/h)= 0.143 *WP= 152 lb (ASCE 7, Eq. 13.3-1) Fp(max)= 1.6*Sips*Ip*Wp= 1.431 *Wp= 1516 lb (ASCE 7, Eq. 13.3-2) GOVERNS Fp(min)=0.3*Sips*Ip*Wp= 0.268 *Wp= 284 lb (ASCE 7, Eq. 13.3-3) Horizontal Seismic Force, Eh=Fp= 0.268 *Wp= 284 lb Vertical Seismic Force, EY= 0.2*Sips*Wp= 0.143 *Wa= 152 lb Restraints: Length Width No.of Support Legs, N= 4 No.of Restraints Acting in Tension, N,= 2 2 No.of Restraints Acting in Shear, N„= 4 4 E No.of Support Legs Acting in Compression, Ne= 2 2 E, I) Overturning Calculation: op Wp Overturning Moment Mo=Eh*Hag= 11937 lb-in Resisting Moment Arms Arm= 8 6 in Resisting Moment MR=(0.9-0.2*Sips)*Wp*(Arm)= 6412 5009 lb-in Mo MR Strength Level Forces(IBC, 1605.2): Uplift, T=(MR-Mo)/NtM/eff= -173 -277 lb Comp, P=(1.2+0.2Sus)*Wp/N+Mo/Ne/Werf= 551 655 lb Shear, V=(Eh)/Na= 71 71 lb Amplified Forces (ASCE 7,12.4.3.2): Uplift, T=(MR-12OM0)/N,/W,4= -732 -993 lb Comp, P=(1.2+0.2Sos)*WAIN+Q2aMo/NJWeff= 1110 1372 lb Shear, V=(4OEh)/N„= 178 178 lb Anchor to(E)concrete w/1/2"diameter expansion anchor thru hole in equipment base C-65 C-66 DEWALT Design Assist Vac 1.4.1.0 Page 2 DEWALT ENGINEERED BY-?oi ers' Twality Middle School May 18 2020 - 5.Geometric Conditions •g o z 173 993 p X hmin 4.000 in cmin 3.250 in cao 8.000 in smin 4.500 in 6.Summary Results Z. Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 993.00 6810.00 0.146 OK Concrete Breakout Strength 993.00 1284.00 0.773 OK Controls Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 178.00 2574.00 0.069 OK Concrete Breakout Strength 178.00 3271.00 0.054 OK Pryout Strength 178.00 1844.00 0.097 OK Controls 7.Wings and Remarks 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 C-67 DEWALT Design Assist Ver.1.4.1.0 Page 3 DEWALT ENGINEERED BY'ToWetS" Twality Middle School May 18 2020 8.Load Co—indite,i Design Loads/Actions Z Nu 993 lb Vux 0 lb Vuy 178 lb 4,, Y Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb 1)116 /� �r Consider Load Reversal X Direction 100% Y Direction 100% `M� li I'— x Max.concrete compressive strain: 0.000 % Anchor Eccentricity Max.concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting anchor forces/Load distribution Anchor Tension Load (lb) Shear Load (Ib) Component Shear Load (Ib) Anchor Coordinates(in) Shear X Shear Y x y 1 993.00 178.0 0.0 178.0 0.000 0.000 Liput data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility C-68 -r I,) n�5€ve.mF.: z_ LAPPoa lX WY-I, 2.,"_ 1 q. _1 ) -(F) -)J,.O c/ . ,_ ?>l; Q. L`1.L-?' ;). {`z .„'Jrn�r%,7J i,f J i,iiihiif: /17i >'.„„/,'„,:.>:.:,:,-iJ„; />' d>.„„ . „`n 7i» PJ _- 4{ itli CA' L ea et ea ea } r 1 57"ADwhci. �{ 1-7 I( ?),C, - -+. 1 • SQUARE D • ig, v -1 .1 . w I 1 I 7U,cip2.6,-,05" bt n-,Frot:.?C>01; a .S J (tom) ..q V i to G� }(0') y oce.,,~`'L"}. -1.) 3O`3 tr,3S tl 5 tf e w+9'i t ; = ,',3 ( ig,,o°) = d cxe ' VE--Q-1- C00-c. Cr -C,IJ a C r� � G ,L 04 4,� 1: ) a f3o - 4 30 . Page: CORBIN CO\SUI,TING ENGINEERS II•C, PROJECT NO: a vl vc� 1905 NW 169th Place, Suite 121 1 PROJECT W�ZI tti( MS REV Beaverton,Oregon 97006 TITLE XFVa 2 uv Pfc�2.� DATE b7r �� CORBTN Tel: 503/645-0176 Fax: 503/645-0415 ORIGINATOR c 4. CHK .01 C-69 p/000 G Fro ,Lfnt (_ tr 51C4 (' r I ! ' Fol 4'24 /fr P o 7 (Ay'L e' C'ptJ k7' 4- : r t1"` t_r� C}`l,{ji 7/ J(7J1> k-1 I ht..�,. S p1r !��v vas = Tkb _ t0-1g• - T - _ I3p - (a) YV1r= Lt34>cr , ) `i ? a4" i° )ram �.F ?(000i-1-- crv0. e9 rx4Aa77/r✓ . vcktte- //..rc C : W'Ptt,- +'tic,Vt.VP tt rJ{rAx ' f rr /� rY) RB CO SU ( ( n ��Ji PROJECT NO: Ci i7 1 OCQ a CORE[ CONSULT `GE�O��ERS ^.V� PROJECT ! ( L.t ]''� pYl je REV 1905NW ]Oren Place, Suite 121 nl Beaverton,Oregon 97006 TITLE 1(C TY,.t ��.,,� �'s��` ' DATE `. CORBIN Tel: 503/645-0176 Fax: 503/645-0415 ORIGINATOR )c...c3 CHK J C-70 Prr'fAkC,I--rr N I )t? r'Q LA C;r9 ;Q- < 7-ll--1/4/1 4-.Iu6o 5P(Tn)7J!kJ1.'' I N t 5'.i`J CE) Lf or> s e- 9q`" 0 -. U /4 kO P,r-e. p t- c2 ut m-T- =-- /r$E K.I- A- OtA 1 A.f J L,.5F a (Li_v) 5vi .301+o0-- BEl W >`1(E ) -To i'- .15 + - C_444- i.D C.ryr c , rZ _6 ,_. '4/ 64w,P .1 (4. LeCP �f4tf4- Ntb R � _b ._ 4 , , t Y , . I -`-z221 o r( `_ L-.VIF.. '1 IL..,,)r�t' "(2Ar`' .,vf'c'i ,';-.1 . .' ,,rPP( "IT 6 -.3 (A✓1%T,,', A, K V14 > r ?`'aa 3•-r(1.) Y7`Ul o ; , f aZ.) (,j('C-L '1 . Gl t .- >' ,fir:, '. .17,f s 'T f,,h rloFmQ ' t- 4. ( ? Igo'/� Ia• LL, n? ^ 1 Orb f- AJ OlAJU COt F Cf�f?e,.1: S F,- 1)-..1.'5'4.- OCA l" ..; ;tip E. i)v,A.r ( , Q • Ii---C lgc.41 51 I3 Fes. o( \C E vv Je ��}}, CORBW CONSULT[\GE�GIl�EERS,ll'C PROJECT NO: r9-0!r>4 w 1905 NW 169th Place, Suite 121 PROJECT I w , itil 6)S REV /" Beaverton,Oregon 97006 TITLE ( �cn P PC'(� DATE 5'�/yt t, CORBIN Tel:503/645-0176 Fax: 503/645-0415 ORIGINATOR IZ CHK f C-71 C�IGC r(} raFafi �f(e)_GY%bC-Qr, 1 ( ; yV vV 7�.. a.�- ( -1) . r*'1..L. r , (-4( j F1- - .01-i /q J 0 -Tyc, 4 I +� __ 3- ' _(._ ) sr o +.l4 13v = '3U ( �5'+2r' WiTtNr vv r on cZ� ? .�, +.1 - w/69-) 3/8 f1uo9. `l 'Lt?ht rage: COREII` CONSULTING ENGINEERS,INC, PROJECT NO: 1905 NW 169th Place, Suite 121 PROJECT REV Beaverton,Oregon 97006 TITLE DATE CORBIN Tel:503/645-0176 Fax: 503/645-0415 ORIGINATOR CHK C-72 Y �10. 2 X 2 -8 Ib Loads.BLC 1,Dead Load Corbin Consulting Enginee. . SK- 1 RLS Twality M.S, XFMR 2S-1A-1 Support Header Check May 18, 2020 at 9:48 AM 20106 XFMR 2S-1A-1 Support Header Ch... C-73 Beam: JyMl Shape: 4X6 Material: DF Dy in Length: 24 in I Joint: N1 Dz in J Joint: N2 LC 1:Wall Check Code Check: 0.022 (shear) 0 at 12.632 in Report Based On 20 Sections 50.02 at 0 in A lb Vz lb Vy lb -24.338 at 24 in 308.191 at 0 in T lb-in Mz - lb-in My lb-in -251.484 at 12.632 in .017 at 0 in LAft ksi fa ksiFlillir fc ksi -.017 at 0 in AF&PA NDS-05/08:ASD Code Check Max Bending Check 0.013 Max Shear Check 0.022(y) Max Defl Ratio L/10000 Location 0 in Location 0 in Location 0 in Equation 3.9-3 Span NA CD 1 RB 3.283 CL .999 Cr 1 Cfu 1.05 CP .967 (ksi) Cm Ct CF y-y z-z Fc' 1.595 1 1 1.1 Lb 24 in 24 in Ft' .878 1 1 1.3 le/d 6.857 4.364 , Fb1' 1.299 1 1 1.3 Sway No No Fb2' 1.365 1 1 1.3 Le-Bending Top 24 in Fv' .18 1 1 Le-Bending Bot 24 in E' 1700 1 1 C-74 • • Y 10► z x 191b M�" 0 !� y I 6 651bi' loads:BLC 1,Dead Load Corbin Consulting Enginee... SK- 1 RLS Twality M.S. XFMR Support Wall Check May 18, 2020 at 9:49 AM 20106 XFMR 2S-1A-1 Support Wall Chec... C-75 Column: M2 Shape: 2X4 Material: DF Dy in Length: 156 in I Joint: N3 Dz in J Joint: N4 LC 1: Wall Check _ Code Check: 0.940 (bending) 937 at 73.895 in Report Based On 20 Sections 71.879 at 0 in A lb Vy lb Vz lb -63.571 at 156 in Mz lb-ft T lb-ft My lb-ft -336.145 at 82.105 in 1.317 at 82.105 in ALft ksi fa ksi fc ksi -1.317 at 82.105 in AF&PA NDS-05/08:ASD Code Check Max Bending Check 0.940 Max Shear Check 0.114(y) Location 86.211 in Location 0 in Equation 3.9-3 Max Defl Ratio L1166 CD 1 RB 15.578 CL .958 Cr 1 Cfu 1.1 CP .027 (ksi) Cm Ct CF y-y z-z Fc' .047 1 1 1.15 Lb 156 in 156 in Ft' 1.013 1 1 1.5 le/d 104 44.571 Fb1' 1.437 1 1 1.5 Sway No No Fb2' 1.65 1 1 1.5 Le-Bending Top 156 in Fv' .18 1 1 Le-Bending Bot 156 in E' 1700 1 1 C-76 7400CT1901 18M Dimensions W = 303LBS I 24.68(627) .1 I 25.50 I~(648) -1 Entering side accessspoint • Approximate mS Approximate SQUARE • center of gravity k1 center of gravity N E. 5.80 t13.18 (147) tas ._ (335) 1"iV i t3.504 4.50 i 0.75 � 8.132.�V 12.57� (89) (114) (19)+ (224) 1 25.14� (319) 3.80 (639) (97) 3.82 20.50 I-.1.35 (97) (521) r(34) f IN � I t 1.25 (3) 17.50 ; 23.00 (445) (584) Dimensions:(rnm ) 1.00 90.50 (25) (13) 4.00 (4 Places) (102) Entering bottom access point 18M Accessories 1 Weathershield—Convert from Type 2 to Type 3R:7400WS18M19M Ceiling Mounting Bracket:7400CMB18M19M2OM 25.50 24.68 r-(648) j (627)-1 1 IL-_� Approximate -- APp ' Approximate c II'' � �:� tenter of gravity ceeaer or graHty 28,32 e7®VA'`J 51 (219) I3El.is 1318 PMIIMIIIIII J 12.51� 9.82� I 3A.txl 224) (319) (884) 27 75 Wall Mounting Bracket;7400WMB18M19M2OM 1.31 (705) (33) CIXIMME f7 ....i�',` y __ ZI .a a . .. .I IIII11,11111 1 1 IIIIIIINIIIII 20.50 II "111' ' I1111 10.50 f5211 il:••••i,•••;ii,...i1 18.29 WWII IIIIIIIIIIIII (267) (465) {60.50 3.31 (4 Places) 23.00 2305 (84) ■ (del Dimensions.(mm) (584) (730) 10 7400CT1901 C-77 Tr 5&-a t.J.,, 0poCtr' (xFvii2at,r it -I) 1" "'t.? 4C _. m rT�-irrrd it ii �i/i Y-r�.�� __ 1�.. r 1n i n a 1 I i 1 I I 1 t \ i Ii I j I \ L' Li1, Li j Ito SUUEDWRIVIIIE , -r , i ', , : . , ,.--„ , , 6 ; l r7 a [1_--___ 1 1�I � —C-j-,-.1SP-)r4-Yl k'(2' c-m.f2... a E-i/1- 1 t I i s t.i35 Li cnic/ e... 71--1k ' C- 2. a.s-I/4 -r A,vc IS 4,1 vpor2 .,C, IN 5/IYr\ F mk f- , X. 2f55- r/3--.j C k-t.,-C.S Pre P 1 10 X \PI 2... 3 F_i A- -/ t TT �T Page CORB� CONSI.LTI GE�G�HERS JC, PROJECT NO: a01 )C(? a. 1905 NW 169th Place, Suite 121 PROJECT T J/i"t..-t r` / VV15 REV ��// Beaverton,Oregon 97006 TITLE �(F m� P l�it)(a ?" DATE �Id1J'a0 `CORBIN Tel: 503/645-0176 Fax: 503/645-0415 ORIGINATOR .tJ CHK C 701 7400CT1901 17M Dimensions W = 188LBS 21.50 21.18 (546) (538) o e S.��a o x�000000o Entering side :e 0 o®000®®m access point m®®mm®xses o , a • Approximate Approximate e o center of gravity - center of gravity 23.99 0 sou !r ro rn o 0 (6D9) �*' Ln e o % 0 0 o-11.93 / 11.93 41m(303) / (303) . 8 e 0 oe { 10.57 0.75to'" 8.07 I. _ 1...________ ( 14 -(268) 4 7- gW8 (205) 53 (68) r--- 17.00 1.20 03 mC �-(432) (30) r --moo o� .: CC�OOO tf; • MO voom O N / CND CRP®®m ®®o®m moo®m m®o0>m 15.00 19.00 / ®o o=.am // ®m ocm r mmo.®m (381) 41051=0.00=m (483) i mm (mnm. )vo� ®mo®m i A/ mra®0®nm o®mom m000m ovo.=o 0.75 clicii 0.50 1y613) ((4 Places) (69) Entering bottom access point 17M Accessories Weathershield-Convert from Type 2 to Type 3R:7400WS17M Ceiling Mounting Bracket:7400CMB17M 21.50 21.18 ~-(546) 1 - (538) 111 Approximate Approximate -canner of gravity I /-oenter of gravity 23.99 SOUL (609) fi 11.93 �o (303) •M MIIIMIIIN A R -i 10.57 25.00 ' (268) 8.07Nom_1.... (635) 23.00 Wall Mounting Bracket: 7400WMB17M (584) 0.75 • -_-_. ' (19) • _, ao ... .'1 u9eetltltlN969tlaB99tlu e a< �' OOBOBOOOOBonan00 OOBBUODU000000B8UU 17.00 111011111E50001108111100 8.00 ,,,"IllIllillIll v.30 (432) IIIIII6BBINOBBBBBBU • (203) I I ( I 7) •. • _f. i• o o of 01 0 0.50 19.00 . 22.24 ] Dimersions:(mm) (13) (483) (565) (4 Places) 7400CT1901 7C-79 HANDHOLE �„_— -SQUARE POLE BOLT COVER GROUT TO FILL 1" — LIGHT SANDBLAST : EXPOSED PORTION 20"X15"CHRISTY N9 0R q OF BASE APPROVED CONCRETE 35.. ANCHOR BOLTS PULL BOX AND LID _ MARKED"LIGHTING" d6 •d FINISH GRADE Il fi Op ;: SEErC 24" e #4 REBAR LOOPS @ LIGHTING 12"0.C.BOLTS SITE PLAN 60" d. SECURE TO ANCHOR \ I a a 3000PSICONCRETE e (1)1„C _ d d 11. and 1 :24" I NOTE:CONCRETE BASE i FOOTING DESIGN SHALL BE VERIFIED AND APPROVED BY A STRUCTURAL ENGINEER PRIOR TO CONSTRICTION.CONTRACTOR IS RESPONSIBLE FOR COORDINATING ALL POLE REQUIREMENTS WITH THE MANUFACTURER AND LOCAL AUTHORITY HAVING JURISDICTION AND SHALL MEET ALL APPLICABLE CODES. DETAILS-ELECTRICAL PARKING LOT POLE BASE 4E NONE P i- .1 Eric,-i &-i2-� 1 .a— E c,,o, t 4_6 L -t 9 >>D(.. 001J Fi (2.-Ah-/o A-S S1 Sam1 pow. t347,E vALi 0 S1 -l8E> 5�-F l t l n G4--t---05 S L PA-E. iu r„N J, , 5A-e---�1 Ec>,afl P-o4 ST-re_ r-10-1-en/J - Pc- -, CTiT Page: CORE , CONSULTJ'G E\GI`EERS,1\C, PROJECT NO: a0IOLe o. 1905 NW 1691h Place, Suite 121 PROJECT I w/,i 1 m S REV y Beaverton,Oregon 97006 TITLE fnfi'i �Ov� �� DATE S�ld/c�fj CORBIN 'Fe1: 503/645-0176 Fax: 503/645-0415 ORIGINATOR L.� S CHK J C-80 Corbin Consulting Engineers, Inc. Project No: 20106 _ 1905 NW 169th Place, Suite 121 Project: Twality MS Rev: Beaverton, Oregon 97006 Title: Light Pole S1 Date: 5/15/2020 CORBIN Tel: 503/645-0176 Fax: 503/645-0415 Originator: RLS Page of CHK Light Pole Base per AASHTO LRFDLTS-1 and IBC 2009-2018 Geometric Properties ARM Number of Arms&Fixtures 1 FIXTURE Base Height(above grade) hasse 3 ft L'� 1 Pole Height(above base) hpaie 18 ft _ Wb Total Height z 21 ft Wi U Forces - Risk Level Typical Wind Speed V 130 mph Exposure B WV Height and Exposure Factor K, 0.63 Gust Factor G 1.14 Velocity Coefficient C, 0.8 Fixtures 7 \Mua Weight Wtfx 331b/each - - Effective Projected Area EPA 1.0 ft' Wbese ?' \Mbase Wind Force W, 25 lb/each Me t Arms d a Weight Wtarm 0 lb/each Length Larm 1 ft Diameter dam, 4 in Wind Drag Coefficient Cd 1.10 " ""' Wind Pressure P, 32.4 psf Wind Force WI 5 lb/each Pole Weight Wtpoie 150 lb Pole Type s at.,•ic.; Square �s Pole Diameter/Width dpoie ;. 4 in Directionality Factor Kd 0.90 Wind Drag Coefficient Cd 2.00 Wind Pressure Pz 55.9 psf Wind Force W„ 335 lb Base Net Weight Wtbase 1414 lb (assumes displaced soil) Base Diameter dbase 2 ft Wind Drag Coefficient Cd 0.45 Wind Pressure P, 32.4 psf Wind Force WbaBe 5 lb C-81 1cCorbin Consulting Engineers, Inc. Project No: 20106 Page _of 1905 NW 169th Place, Suite 121 Project: Twality MS Rev: Beaverton, Oregon 97006 Title: Light Pole Si Date: 5/15/2020 CORBIN Tel: 503/645-0176 Fax: 503/645-0415 Originator: RLS CHK: Light Pole Base Anchors at Base of Pole Torque Tua 14 lb-ft Shear V. 366 lb Moment MI q 3572 lb-ft Concrete Base Moment in Base Mbase 4678 lb-ft Foundation Soil Properties Constrained No Allowable Bearing gaiiow 2500 psf Allowable Lateral Bearing Pressure S1 500 psf Lateral Soil Reaction at Top Shear at Grade P 260 lb Moment at Grade M9 3275 lb-ft Intermediate Value A 0.609 ft Required Depth d 4.05 ft Per Equation 18-1 Bearing Reaction at Bottom Weight Wt 1597 lb Maximum Bearing Pressure %max 508 psf OK C-82 Corbin Consulting Engineers, Inc. Project No: 20106 Page _of 1905 NW 169th Place, Suite 121 Project: Twality MS Rev: Beaverton, Oregon 97006 Title: Light Pole S1-90 Date : 5/15/2020 CORBINTel: 503/645-0176 Fax: 503/645-0415 Originator. RLS CHK: Light Pole Base per AASHTO LRFDLTS-1 and IBC 2009-2018 Geometric Properties ARM Number of Arms&Fixtures 2 FIXTURE--\\1/4 Base Height(above grade) hbase 3 ft C Lam 1 Wh Pole Height(above base) hpole 18 ft WI Total Height z 21 ft — Forces Risk Level Typical Wind Speed V 130 mph Exposure B Wv Height and Exposure Factor Kc 0.63 Gust Factor G 1.14 Velocity Coefficient C, 0.8 Fixtures /-Thh.M u a Weight Wtss 33 lb/each Effective Projected Area EPA 1.0 ft2 Whase -----NMbase L Wind Force W: 25 lb/each - Mp L Arms o. Weight Wtam, 0 lb/each Length Lam 1 ft L Diameter dam 3; iin I Wind Drag Coefficient Cd 1.10 bha�� Wind Pressure Pz 32.4 psf Wind Force Wh 5 lb/each Pole Weight Wtpole 150 lb Pole Type Square Pole Diameter/Width doe 4 in Directionality Factor Kd 0.90 Wind Drag Coefficient Cd 2.00 Wind Pressure Pz 55.9 psf Wind Force W„ 335 lb Base Net Weight Wtbase 1414 lb (assumes displaced soil) Base Diameter dbase 2 ft Wind Drag Coefficient Cd 0.45 Wind Pressure Pz 32.4 psf Wind Force Wbase 5 lb C-83 Corbin Consulting Engineers, Inc. Project No: 201 D6 Page of 1905 NW 169th Place, Suite 121 Project: Twality MS Rev: Beaverton, Oregon 970D6 Title: Light Pole SI 90 Date: 5/15/2020 CORBIN Tel: 503/645-0176 Fax: 503/645-0415 Originator: RLS CHK: Light Pole Base Anchors at Base of Pole Torque Tua 14 lb-ft Shear V. 397 lb Moment M. 4125 lb-ft Concrete Base Moment in Base Mbase 5324 lb-ft Foundation Soil Properties Constrained No Allowable Bearing gaiiow 2500 psf Allowable Lateral Bearing Pressure S1 500 psf Lateral Soil Reaction at Top Shear at Grade P 282 lb Moment at Grade Mg 3727 lb-ft Intermediate Value A 0.659 ft Required Depth d 4.23 ft Per Equation 18-1 Bearing Reaction at Bottom Weight Wt 1630 lb Maximum Bearing Pressure gmax 519 psf OK C-84 Corbin Consulting Engineers, Inc.C Project No: 20106 Page _of 1905 NW 169th Place, Suite 121 Project: Twality MS Rev: Beaverton, Oregon 97006 Title: Light Pole S1-180 Date: 5/15/2020 CORBIN Tel: 503/645-0176 Fax:503/645-0415 Originator: RLS CHK: Light Pole Base per AASHTO LRFDLTS-1 and IBC 2009-2018 Geometric Properties ARM Number of Arms&Fixtures r .0'.I r 4 Larm FIXTURE 1 Base Height(above grade) hbasa =ft Pole Height(above base) hpo1e ¥ ft W ■ " ■ Total Height z 21 ft i Forces NI Risk Level Typical Wind Speed V 130 mph III Exposure B MI Wv Height and Exposure Factor lc 0.63 N s Gust Factor G 1.14 1111 Velocity Coefficient C, 0.8 IN Fixtures ' Mua Weight Wtf;„ , ', 33 lb/each ��, Effective Projected Area EPA e „p `; 1.0 ft2 Wbase Mase Wind Force W, 25 lb/each M° L Arms m Weight Wtarm 0 lb/each Length clarm 4 ft Diameter clam 4 in L.F_Ji Wind Drag Coefficient Cd 1.10 Wind Pressure P1 32.4 psf Wind Force Wh 5 lb/each Pole Weight Wtp,& 150 lb Pole Type Square Pole Diameter/Width dpoie 4 in Directionality Factor Kd 0.90 Wind Drag Coefficient Cd 2.00 Wind Pressure Pz 55.9 psf Wind Force Wv 335 lb ease Net Weight Wtbase 1414 lb (assumes displaced soil) Base Diameter db85e 2 ft Wind Drag Coefficient Cd 0.45 Wind Pressure Pz 32.4 psf Wind Force Wbase 5 lb C-85 pProjCorbin Consulting Engineers, Inc. ect No 20106 Page of 1905 NW 169th Place,Suite 121 Project: Twality MS Rev: Beaverton, Oregon 97006 Title: Light Pole S1-180 Date: 5/15/2020 CORBIN Tel: 503/645-0176 Fax: 503/645-0415 Originator: RLS CHK: Light Pole Base Anchors at Base of Pole Torque Tua 14 lb-ft Shear Vua 397 lb Moment Mua 4125 lb-ft Concrete Base Moment in Base Mbase 5324 lb-ft Foundation Soil Properties Constrained No Allowable Bearing (la. 2500 psf Allowable Lateral Bearing Pressure S1 500 psf Lateral Soil Reaction at Top Shear at Grade P 282 lb Moment at Grade M9 3727 lb-ft Intermediate Value A 0.659 ft Required Depth d 4.23 ft Per Equation 18-1 Bearing Reaction at Bottom Weight Wt 1630 lb Maximum Bearing Pressure gmax 519 psf OK C-86 Corbin Consulting Engineers, Inc. 1905 NW 169th Place, Suite 121 Project No: 20106 Page _of Project: Twality MS Rev: Beaverton, Oregon 97006 Title: RLSLight Pole S2 Date: 5/15/2020 CORBIN Tel: 503/645-0176 Fax: 503/645-0415 Originator. CHK: Light Pole Base per AASHTO LRFDLTS-1 and IBC 2009-2018 Geometric Properties ARM Number of Arms&Fixtures 2 FIXTURE L„m 1Base Height(above grade) hbase 3 ft W Pole Height(above base) hpoie ' 14 ft Total Height z 17 ft W Forces el Risk Level Typical Wind Speed V 130 mph III Exposure B W, E Height and Exposure Factor K, 0.59 r Gust Factor G 1.14 Ill Velocity Coefficient C, 0.8 111 Fixtures , Mua Weight Wtf;x 33 lb/each Effective Projected Area EPA 1.0 ft Wbase �, , Mbase Wind Force W, 24 lb/each Arms N a Weight Wt., 0 lb/each Length Lam 1 ft Diameter darn, 4 4 in d ,„j Wind Drag Coefficient Cd 1.10 Wind Pressure P, 30.5 psf Wind Force WI 5 lb/each Pole Weight Wtpae 150 lb Pole Type Square Pole Diameter/Width dpoie 4 in Directionality Factor Kd 0.90 Wind Drag Coefficient Cd 2.00 Wind Pressure Pz 52.6 psf Wind Force W 246 lb Base Net Weight Wtbase 1414 lb (assumes displaced soil) Base Diameter dbase 2 ft Wind Drag Coefficient Cd 0.45 Wind Pressure Pz 30.5 psf Wind Force Wbase 5 lb C-87 Corbin Consulting Engineers, Inc. Project No: 20106 Page of 1905 NW 169th Place, Suite 121 Project: Twality MS Rev: Beaverton, Oregon 97006 Title: Light Pole S2 Date : 5/15/2020 CORBIN Tel: 503/645-0176 Fax: 503/645-0415 Originator: RLS CHK: Light Pole Base Anchors at Base of Pole Torque Tua 13 lb-ft Shear Vua 303 lb Moment Mria 2529 lb-ft Concrete Base Moment in Base Mease 3447 lb-ft Foundation Soil Properties Constrained No Allowable Bearing claim 2500 psf Allowable Lateral Bearing Pressure S1 ii 500 psf Lateral Soil Reaction at Top Shear at Grade P 216 lb Moment at Grade Mg 2413 lb-ft Intermediate Value A 0.505 ft Required Depth d 3.32 ft Per Equation 18-1 Bearing Reaction at Bottom Weight Wt 1630 lb Maximum Bearing Pressure clmax 519 psf OK C-85 CAP b tit i I2s�- F -F . 71kPf TZ StA()Pon T 4- rnk-Y( ,,i kvi c3F - -(; -T(2)\-•P E P Aca a-t t,- t 7'-0" O. c , kwf--) "p,, rJ " 0 ,Ll L1 '1 ld/p ( o 17 J - 0r3 l W p. { l ? - Qa3f ( s-1.7 ` 'r +:.J Clt-.-C.+L. I t r-1 I1'24GI i'j (. P.) T DKQ -„, ?root) U.!k` 'Y (` .)A. 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P s-sD( w/-.- 8'-0'/ A-- c�yrt7 try S� p ,z`--70 ,7cnJ " 1�� ,¢(p` G s LA L � �2>( CA.,/ �!' ?`'( ✓1✓iY`e i ;. t-- -{ i y � .. t ' t 4 4 4 11 a t _ , 7_ -, .. i T_ L t T_A-�.-A -Y--t 1 _.. . f } , __. , .--...T :--_._. .-.y._.. -f . _.w_ -' _ y-.T. . . t '_..t . , + ' tt 1 4 t ._. 4 • + -r'-t-r + -4-,- F t-♦-}-9 -i + -r .. 1 f _ __ i • - r '_"- • - i-4-• _`_ 7 +'I - -, # —t 4 1 t� • -I -- { t + 4 4 — I i t-+ 4 - 4 -1 — 4 1 + t - -•+ I- ---4—..1--4 n._.' :TT }4'44+ .._may.-_ ... 4-.. .._ t ._.._.�.-,-_f •-t a 4 E , - t .. 4 ,-. f1 -i -i-- _'_ I —y. t .t 4.-4 - - `44144-44 +--•-+_ +-t_1 ,-:- 1 +444144`4+-1-- —-t - — -j 4 l _. 1 1 1..... F -, i -t -t • {---- -1- 4-4 i--. -4 . ! --4_- _- _ - 1 y ' j- n ..-1--- 4 4-4'444 _... • ' 4 I t { I { G . 1 t ... -1 . I a 4 f 1 ,.-- � 1 t_f_t_____ - — + _ —f ' q --t t ....t. -+ - _ f I , 4 i ..- -4 _ �. a 1 _ j t ._ i III .... t - t . t . ---r + •t-_ ----- _. I j r +. .�.. } . — .� __, e - - . ._. ; , _ - . - . ._-:-- -" 4-4 -+ t : , . . -* i ppT�� r (�i iiTT��ii L r nC Page: CORBIN co'sUL111VG ENGINEERS,JC, PROJECT NO: a Ol D( of 1905 NW 169th Place, Suite 121 PROJECT 1 t t !{ �d( MS REV Beaverton,Oregon 97006 TITLE ��V�l� DATES {� CORBIN Tel. 503/645-0176 Fax. 503i645-0415 ORIGINATOR 4"--; CHK .1 C-87