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Report (12) • ��� 0\ - c c s ci C \"'`cv.,,?d .ciC • • OFFICE COQ', !_ PA E • • February 27, 2019 • • Rebecca Grant RECEIVED • DOWA IBI Group 907 SW Stark Street • Portland, Oregon 97205 MAR 0 4 2019 • Project: TTSD Templeton Elementary CITY OF TIGARD BUILDING DIVISION • Project Number: 16-1920 • Subject: Submittal Review • Dear Rebecca: • • Electrical submittal number 134853-001 data received February 20, 2019 has been reviewed by this office with the following disposition: ,• • Item Manufacturer Action • 13 48 53 SEISMIC ANCHORAGE REQUIREMENTS • • Switchboard Square D No Exceptions Taken • 3PH 45KVA Transformer Square D No Exceptions Taken • 3PH 300KVA Transformer Square D No Exceptions Taken • • Generator Square D No Exceptions Taken • I-Line 208Y/120V 3Ph 4W 60Hz Square D No Exceptions Taken • • NF Panelboard Square D No Exceptions Taken • NQ Panelboard Square D No Exceptions Taken • Automatic Transfer Switch Square D No Exceptions Taken • • Chatsworth 50120-X03 Square D No Exceptions Taken • I-Line 208Y/277V 3Ph 4W 60Hz Square D No Exceptions Taken • • Automatic Transfer Switch Square D No Exceptions Taken • • • • Explanation of Action: • No Exceptions Taken No deficiencies have been noted. Do not include again in subsequent submittals. Make Corrections Noted Minor deficiencies have been noted for correction. Do not resubmit. • Revise and Resubmit Significant deficiencies have been noted which require correction. Resubmit corrections for review. Not Reviewed This is either an item that is not a required submittal per the specifications or has been previously • reviewed and was not required to be resubmitted. • • TTSD Templeton Elementary - 16-1920 pae-engineers.com I 1 • • • February 27, 2019 • ::::ieii • The above submittal data has been reviewed only for conformance with the design concept and for compliance with information given in the Contract Documents, and this review does not extend to means, methods, • techniques, sequence of construction, dimensions, quantities, or safety precautions thereto. Review does not • relieve the Contractor from responsibility for variations from the requirements of the Contract Documents. • Sincerely, • • • Michael Lopez MRL/kes • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • USD Templeton Elementary - 16-1920 pae-engineers.com I 2 • • • •• • Triplett Submittal Stamp Page • • Wellman • CONTRACTORS • • • General Contractor Stamp: Project Name Triplett • Templeton Elementary School Wellman • • REVIEWED ❑REJECTED • ElMAKE CORRECTIONS 0 NOT REVIEWED • BY May Nguyen DATE 2/20/2019 • SUBMITTAL# 134853-001 SPEC 134853 • This review is only for general conformance of the project and general compliance. Corrections or comments made on these drawings during this • review do not relieve Contractor/Subcontractor from compliance with the requirements of the plans and specifications. Contractor is responsible for all • dimensions and fabrication to be confirmed and correlated at the job site • Architect Stamp: • • • • • • • • • • Consultant Stamp: ' • • • • • • • • • • • • 0 • • • pEci • • PORTLAND ELECTRICAL CONSTRUCTION INC. • • 1019 7TH STREET • OREGON CITY,OR 97045 PHONE: 503-655-2281 FAX: 503-655-5033 • OR CCB#51764 WA EC PORTLECO23PE • • • • • • • • • DIVISION 13 - SPECIAL CONSTRUCTION • • SPECIFICATION SECTION: • 13 48 53 - SEISMIC ANCHORAGE REQUIREMENTS • (ELECTRICAL) • • • • • • • • • • • • • • • • • • • • • • i • • • CORBIN • • • • i • • • Calculations • • for • • Tigard-Tualatin School District Templeton Elementary School • Electrical Utility Support and Seismic Bracing Design • Issue for Construction • • �Ep PRO,cF • Nc.D` G ' N E s, 80845PE O� • Digitally signed by Calvin Matthew Kilmer • Date:2019.02.15 08:31:35-08'00' 0 OREGON ct- • 9� AGN 2 20�^ `v • /WATTH • EXPIRES: 06/30/2019 • • • Prepared by: Rick Steinle • Reviewed by: Calvin Kilmer, P.E. • Project number: 19005 • • For: Portland Electrical Construction, Inc., Oregon City, OR • Date: February 15, 2019 • • Total 54 pages excluding cover. • • CORBIN CONSULTING ENGINEERS,INC. • 1905 NW 169th Place Suite 121.Beaverton,OR 97006 Tel:503/645-0176 Fax:503/645-0415 • • • • • .. Corbin Consulting Engineers,Inc. Project No:19005 Page:S-1 • 1905 NW 169th Place,Suite 121 Project:Templeton Elementary School • Beaverton,Oregon 97006 Title:Equipment Matrix t'UI2.f3I\ Tel:503/645-0176 Originator:RLS Rev 0-Issue Date:02/15/2019 • • Mounting Anchorage Material Dimensions • Equipment Name QTY Equipment Type Location Plan View Reference Type Base Engineer Install Detail (HxWxD) Weight(lbs) MDP 4N D-1 1 Switchboard 1st Floor,Sector D,Elect Rm,J.8/1.4 E4.01/Detail 4 Floor 4"Housekeeping Pad on 4"S.O.G. MDP-4N-D-1 Restraint Plan,2/SE-3.2 91.5x114x24 2,285 • XFMR-2S-1-D-1 1 3PH 45KVA Transformer 1st Floor,Sector D,Elect Rm,J.8/1.4 E4.01/Detail 4 Floor 4"Housekeeping Pad on 4"S.O.G. Transformer Restraint Plan,3/SE-3.2 35.32x25.5x21 507 XFMR-2N-1-D-1 1 3PH 300KVA Transformer 1st Floor,Sector D,Elect Rm,J.8/1.4 E4.01/Detail 4 Floor 4"Housekeeping Pad on 4"5.0.G. Transformer Restraint Plan,3/SE-3.2 57.5x40.07x32.75 2091 • GENERATOR 1 Generator 1st Floor,Sector C,Exterior,J/1.4 E3.12 Floor 6"Housekeeping Pad on 4"S.O.G. Generator Restraint Plan,1/SE-3.2 73x145x44 4100 MDS-2N-1-D-1 1 I-Line-208Y/120V 3Ph 4W 60Hz 1st Floor,Sector D,Elect Rm,J.8/1.4 E4.01/Detail 4 Wall 4"Housekeeping Pad on 4"S.O.G. Panelboard MDS-2N-1-D-1 Mount Detail,5/SE-3.2 86x44x9.5 817 • 45-1-D-1 1 NF Panelboard- 480Y/277V 3Ph 4W 60Hz 1st Floor,Sector D,Elect Rm,J.8/1.4 E4.01/Detail 4 Wall Wood Stud Wall Panelboard Mount Detail,6/SE-3.2 32x20x5.75 102 • 4E-1-C-1 1 NF Panelboard- 480Y/277V 3Ph 4W 60Hz 1st Floor,Sector C,Elect Rm,J/3 E4.01/Detail 3 Wall Wood Stud Wall Panelboard Mount Detail,6/SE-3.2 50x20x5.75 160 4N-1-C-1 1 NF Panelboard- 480Y/277V 3Ph 4W 60Hz 1st Floor,Sector C,Elect Rm,J/3 E4.01/Detail 3 Wall Wood Stud Wall Panelboard Mount Detail,6/SE-3.2 32x20x5.75 102 • 4N-1-D-1 1 NF Panelboard- 480Y/277V 3Ph 4W 60Hz 1st Floor,Sector D,Elect Rm,J.8/1.4 E4.01/Detail 4 Wall Wood Stud Wall Panelboard Mount Detail,6/SE-3.2 56x20x5.75 179 4N-1-B-1 1 NF Panelboard- 480Y/277V 3Ph 4W 60Hz 1st Floor,Sector B,Elect Rm,1/8 E4.01/Detail 2 Wall Wood Stud Wall Panelboard Mount Detail,6/SE-3.2 38x20x5.75 121 • 4N-1-A-1 1 NF Panelboard- 480Y/277V 3Ph 4W 60Hz 1st Floor,Sector A,Elect Rm,F/8 E4.01/Detail 1 Wall Wood Stud Wall Panelboard Mount Detail,6/SE-3.2 38x20x5.75 121 II 2N-1-C-1 1 NQ Panelboard- 208Y/120V 3Ph 4W 60Hz 1st Floor,Sector C,Elect Rm,J/3 E4.01/Detail 3 Wall Wood Stud Wall Panelboard Mount Detail,6/SE-3.2 38x20x5.75 95 2N-1-C-2 1 NQ Panelboard- 208Y/120V 3Ph 4W 60Hz 1st Floor,Sector C,Kitchen,F/1 E4.02/Detail 1 Wall Wood Stud Wall Panelboard Mount Detail,6/SE-3.2 44x20x5.75 110 • 2N-1-D-1 1 NQ Panelboard- 208Y/120V 3Ph 4W 60Hz 1st Floor,Sector D,Elect Rm,J.8/1.4 E4.01/Detail 4 Wall Wood Stud Wall Panelboard Mount Detail,6/SE-3.2 38x20x5.75 95 • 2S-1-D-1 1 NQ Panelboard- 208Y/120V 3Ph 4W 60Hz 1st Floor,Sector D,Elect Rm,J.8/1.4 E4.01/Detail 4 Wall Wood Stud Wall Panelboard Mount Detail,6/SE-3.2 44x20x5.75 110 25-1-A-1 1 NQ Panelboard- 208Y/120V 3Ph 4W 60Hz 1st Floor,Sector A,Elect Rm,F/8 E4.01/Detail 1 Wall Wood Stud Wall Panelboard Mount Detail,6/SE-3.2 44x20x5.75 no • 2N-1-B-1 1 NQ Panelboard- 208Y/120V 3Ph 4W 60Hz 1st Floor,Sector B,Elect Rm,J/8 E4.01/Detail 2 Wall Wood Stud Wall Panelboard Mount Detail,6/SE-3.2 80x20x5.75 200 2N-1-A-2 1 NQ Panelboard- 208Y/120V 3Ph 4W 60Hz 1st Floor,Sector A,Elect Rm,F/8 E4.01/Detail 1 Wall Wood Stud Wall Panelboard Mount Detail,6/SE-3.2 38x20x5.75 95 • 2N-1-A-1 1 NQ Panelboard- 208Y/120V 3Ph 4W 60Hz 1st Floor,Sector A,Elect Rm,F/8 E4.01/Detail 1 Wall Wood Stud Wall Panelboard Mount Detail,6/SE-3.2 80x20x5.75 200 • 4E-1-A-1 1 NF Panelboard- 480Y/277V 3Ph 4W 60Hz 1st Floor,Sector A,Elect Rm,F/8 E4.01/Detail 1 Wall Wood Stud Wall Panelboard Mount Detail,6/SE-3.2 38x20x5.75 121 ATS-45-1-D-1 1 Automatic Transfer Switch 1st Floor,Sector D,Elect Rm,J.8/1.4 E4.01/Detail 4 Wall Wood Stud Wall Panelboard Mount Detail,6/SE 3.2 24x18x11 69 41 ATS-4E-1-D-1 1 Automatic Transfer Switch 1st Floor,Sector D,Elect Rm,J.8/1.4 E4.01/Detail 4 Wall Wood Stud Wall Panelboard Mount Detail,6/SE-3.2 24x18x11 69 4-Post Network Rack 2 Chatsworth 50120-X03 1st Floor,Sector B,IDF Room,H/8 T4.01/Detail 4 Floor 4"S.O.G. 4-Post Network Rack Restraint Plan,4/SE-3.2 84x41x20.3 2065 +• 4-Post Network Rack 2 Chatsworth 50120-X03 1st Floor,Sector C,BDF Room,D.5/4 _T4.01/Detail 6 Floor 4"S.O.G. 4-Post Network Rack Restraint Plan,4/SE-3.2 84x41x20.3 2065 • SDP-4N-2-A-1 1 I-Line-480Y/277V 3Ph 4W 60Hz 2nd Floor,Sector A,Elect Rm,E/8 E4.01/Detail 5 Wall 4"Housekeeping Pad on Cementitious Underlayment Panelboard SDP-4N-2-A-1 Mount Detail,2/SE-3.6 50x42x9.5 470 2N-2-B-1 1 NQ Panelboard- 208Y/120V 3Ph 4W 60Hz 2nd Floor,Sector B,Elect Rm,L/11 E4.01/Detail 6 Wall Wood Stud Wall Panelboard Mount Detail,6/SE-3.2 44x20x5.75 110 • 2N-2-A-1 1 NQ Panelboard- 208Y/120V 3Ph 4W 60Hz 2nd Floor,Sector A,Elect Rm,E/8 E4.01/Detail 5 Wall _Wood Stud Wall Panelboard Mount Detail,6/SE-3.2 38x20x5.75 95 4N-2-A-1 1 NF Panelboard- 480Y/277V 3Ph 4W 60Hz 2nd Floor,Sector A,Elect Rm,E/8 E4.01/Detail 5 Wall Wood Stud Wall Panelboard Mount Detail,6/SE-3.2 32x20x5.75 102 ID 4N-2-B-1 1 NF Panelboard- 480Y/277V 3Ph 4W 60Hz 2nd Floor,Sector B,Elect Rm,L/11 E4.01/Detail 6 Wall Wood Stud Wall Panelboard Mount Detail,6/SE-3.2 32x20x5.75 102 • 4-Post Network Rack 1 Chatsworth 50120-X03 2nd Floor,Sector C,IDF Rm,k.5/10 T4.01/Detail 8 Floor Plywood Sheathing W/Cementitious Underlayment 4-Post Network Rack Restraint Plan,1/SE-3.6 32x20x5.75 2065 • • • • • 0 0 40 S II • • S I 0 0 0 I • • 2 • Templeton Elementary School Seismic Design Forcesjer Chapter 13 of ASCE 7-10 • 0.4apSDSWp Fp (1 +2 z/h) • (Rp/Ip) • Fp,min = 0.3 SDSIpWp • Hp,max = L6 SpslpWp • Sas = 0.715 • Ip = 1.25 • Generator and Transformer(z= 0) • • ap = 1.0, Rp = 2.5 • Fp = 0.143Wp • Fp,min = 0.3 (0.715)(1.25)Wp = 0.268Wp 4-- Controls • Fp,,iax = 1.6(0.715)(1.25)Wp = 1.43Wp • Panel Boards and Switch Gear(z= 0) • ap = 2.5, Rp = 6.0 • Fp = 0.149Wp • • Fp,.mtn = 0.3 (0.715)(1.25)Wp = 0.268Wp <- Controls • Fp,max = 1.6(0.715)(1.25)Wp = 1.43Wp • Panel Boards and Conduit(z= h) • ap = 2.5, Rp = 6.0 • Fp = 0.447 - Controls Fpmtn = 0.3 (0.612)(1.5)Wp = 0.275Wp • Fp,max = 1.6(0.715)(1.25)Wp = 1.43Wp • • Interior Walls and Partitions (z= h) • ap = 1.0, Rp = 2.5 • Fp = 0.429 <- Controls • Fp,mtn = 0.3 (0.715)(1.25)Wp = 0.2681Np • Fp,max = 1.6(0.715)(1.25)Wp = 1.43Wp • • • • • • S • S • S-2 • j Carbin Consulting Engineers, Inc. Project No: 19005 Page: of 1905 NW 169th Place, Suite 121 Project Templeton Elem. School Rev: Beaverton, Oregon 97006 Title Generator Date: 1/15/2019 CORBIN Tel: 503/645-0176 Fax: 503/645-0415 Originator RLS CHK: Seismic Restraint Force Worksheet •per 2012/2015 International Building Code&ASCE 7-10(Chapter 13) •Site-Building: Floor: •Templeton Elementary School Ground-4"Concrete Housekeeping Pad •Component Data: Seismic Parameters: •Component Weight, Wp= 4100 lb Site Class D Overall Height, H= 72.96 in Ss= 0.96 `Overall Length, L= 144.05 in F,,= 1.12 •Effective Length, Leff= 107.67 in Sps= 0.72 •Overall Width, W= 39.13 in Attachment Elevation z= 0 ft •Effective Width, Weir= 35.63 in Average Roof Elevation h = 30 ft •Height to C.G., Hey= 36.48 in [ (Calculate HR Amplification Factor ap= 1.0 • Length to C.G., Leg= 72.025 in ELI Calculate L/2 Response Factor Rp= 2.5 Width to C.G. Wcg= 19.565 in L1Calculate W/2 Overstrength Factor no= 2.5 • Importance Factor Ip= 1.25 •Seismic Forces: • Fp(calc)= 0.4*ap*S❑s*Wp/(Rp/lp)*(1+2*z/h)= 0.143 *Wp= 586 lb (ASCE7-10, Eq. 13.3-1) • Fp(max)= 1.6*Sps*Ip*Wp- 1.430 *Wp= 5865 lb (ASCE7-10, Eq. 13.3-2) •GOVERNS Fp(min)=0.3*SDS`Ip*Wp= 0.268 *Wp= 1100 lb (ASCE7-10, Eq. 13.3-3) • Horizontal Seismic Force, Eh =Fp= 0.268 *Wp= 1100 lb • Vertical Seismic Force, E„= 0.2*SDS*Wp= 0.143 *Wp= 586 lb •Restraints: Length I Width • No. of Support Legs, N = 6 • No. of Restraints Acting in Tension, Nt= 2 3 • No. of Restraints Acting in Shear, Nv= 6 6 Ev No. of Support Legs Acting in Compression, Ne= 2 3 E • •Overturning Calculation: w Overturning Moment Mo=Et,*Hcy= 40115 lb-in P • Resisting Moment Arms Arm = 54 18 in • Resisting Moment MR= (0.9-0.2*Sps)*Wp*(Arm)= 167078 55289 lb-in Mo 411?MR •Strength Level Forces(IBC 1605.2): • Uplift, T= (MR-Mo)/Nt/Weff= 0 0 lb Comp, P=(1.2+0.2SDs)*Wp/N+Mo/Ne/Weff= 645 834 lb • Shear, V= (Eh)/N,;= 183 183 lb • •Amplified Forces(ASCE 12.4.3.2): Uplift, T= (MR-c OMO)/Nt/Weft= 0 -421 lb • Comp, P = (1.2+0.2Sos)*Wp/N+coMo/Nc/Weff= 925 1397 lb • Shear, V= (c QEh)/Nv= 458 458 lb • 5/8"dia Dewalt Power-Stud+w/3-3/8"embedment thru mounting holes in generator to • HKP • • • • • S-3 • • 4 • • Company name:Corbin Consulting Engineers • upw DEtWALY owe'r's ''• ',u41.48• Project:Templeton Elementary School Date: 1/23/2019 • Version: 2.4.6290.27783 Project number: 19005 Page: 1/2 • GEOMETRY: • __11P-4 • I .. 42 • • t� I y, I • 7 . ''$ ki ' .:'V a -s xf+ i.r f-" V.aI 'ram. x h ' . " ',7 4'R jr k ,1. k.\''d : fx �• t. v �. ."`fig,�-� � s--t� ,� 3 • ars^ , :•,..s 1`4,1.1-1,' ` • • • LOAD ACTIONS:[Ibl,jft-Ib] • Z Design loads/actions • t N, Nu421Ib Y Vux 0 lb • V„y 458 lb • Maa vuy Mux Muy • • My Muz • -.-(.}){{�y —► X . •---• I�LX • M X Load reversal 100 % .._ _. X-direction_ _ _ . , • Load reversal 100 % • :.•' ._._.__ _,___.. __...... ........ Y-direction • • • • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. PDA-Powers Design Assist® Generator AB Design.pcp2 • • • S-4 • • 5 • Company name:Corbin Consulting Engineers • i tie :;DEWALT wee« Project:Templeton Elementary School Date: 1/23/2019 • Version: 2.4.6290.27783 Project number: 19005 Page: 2/2 • SUMMARY:. • Selected anchor: Power-Stud+SD1 • 5/8"0:hnom 3-3/8"(86mm),Grade 2 t t- het-2r--1 • Effective embedment: he =2.750 inch (Ail,110/1/01111211.111 A , 'kit Approval: ICC-ES ESR-2818 do 411 Basic principles of design: • Design method: ACI 318-11 (Appendix D) • Concrete: Normal weight concrete cracked concrete f', =3000 psi Load combinations: from Section 9.2 SFactored loads • no= User enters load • Anchor parameters: cmin = 5.50 inch smin = 6.00 inch hmin 6.00 inch cac = 6.00 inch scr.= 8.25 inch Anchor ductility: yes • Reinforcement: none edge reinforcement or<#4 bar • Tension: Condition B Shear: Condition B Stand-off: not existent • Seismic loads: yes • Tension load yes(0,3.3.4.3(d)) Shear load yes(0.3.3.5.3(c)) • Resulting anchor forces/load distribution: I/ Anchor No. Tension load Shear load • #1 421 lb 458 lb • Maximum 421 lb 458 lb • • • Max.concrete compression strain: 0.00 %o • Max.concrete compression stress: 0 psi Resulting tension force: 421 lb • Resulting compression force: 0 lb • Calculations: Design proof: Demand Capacity Status Tension load 421 lb 2070 lb 0.20 s 1.0 • Shear load 458 lb 3210 lb 0.14 s 1.0 OK • Interaction - - - - 0.29 s 1.0 0 0 • • • • 5 S S • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. PDA-Powers Design Assist@ Generator AB Design.pcp2 • 0 • S-5 • • • • • • • s • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 8 7 6 5 4 3 2 1 S I . >] 2723.5 [107.22] DOOR SWING DOOR SWING s -I 2575.5 [101.40] F 3658.9 [144.05] � 1192.0 [46.93] F MI • 894.0 [35.20] 615.9 `24:05) 567.8 22.35] -200.0 [7.87] 288.6 -11.36] '_ 215.0 [8.58] 558.0 [21.97] .7-1: 20.6 [0.82 r 629.0 [24.76] f © / ■ 1787.0 [30.98] O 52.5 [2.07] I947.5 [37.30] 475.5 (18.72] ,Ilir 'w , I 607.2 [23.90]E {�7DOOR SWING , �� DOOR SWING VENT I 2625.5 [103.37] 1 2192.0 [86.30] tA1894.0 [7457) CCESI 2723.5 [107.22] "-7 RAOIATCR CAP ACCESSS STUB-UP - DOOR SWING AREA 3834.0 [150.94] V 0 _ TOP VIEW 0 C EXHAUST -1853.3 [72.96 2925.2 115.17 RADIATOR CAP ACCESS EXHAUST 0101.6 [04.00] OD ] 2797.1 [1[10.12]] VENT(BOTH SIDES) 2772.0 [109.13] 689.0 [27.13] #' �- ti 4'� 426.0 [16.77] ,.■ c OIL DRAIN 3/15-16 THD C COOLAM DRAIN 13/16-15 THD LIFTING EYE _ i!i170 D CIRCURKRFUEL ,-525.0 [20.67] 2 PLACES EACH SIDE ii kr, ...1,1 ElOG 55.0 [2»]_ 111 0 1 138.0 [5.43] L I .,0 [0.63] 1-. }i 0 0 0 40.0 [1.57] CUSTOMER MOUNTING HOLES `"^'` L-748.8 [29.46] 204.0 [8.03] -.131.0 [5.16] 100.0 [3.94] 1 900.0 [35.43] 8 894.0 [35.20] � 300.0 '11.81]] �`^ 605.9 [23.89] -995.0 [39.17] B 927.0 [36.50]' 300.0 '11.81389.8 )5.35] 960.0 [37.60]• 769.5 [30.30] REAR VIEW I 994.0 39.13]- 1112.0 [43.76] • "USTOMER MOUNTING HOLES 1110.0[[43.70]- 19240 [75.75] 17.5 X 32.0 SLOT 2043.5 [60.45] 5 HOLES EACH SIDE I- C FRONT VIEW 2285.0 [89.96] 2735.0 [107.65] SRAWIHa MAME 2685.0 [113.58] PRELIMINARY NOT FORCONSTRJCTION pETERSON A 3035.0 [119.49] SHAWN RV 06 4VJL4LL-NGfH.4,100-LBS JEH 06-01-18 145' 4,100-LBS ��� 2A+E:Ne5eY SCALE U,RALLLWIOT.i oar NE4HT: 2028 TEAGARDEN STREETBAN LEANDRO.081FORNIA 99577 PH0NE510-895-8400 WEB:NhVW.PETER50NP0WER.00W A LEFT SIDE VIEW ANxa�Aoe.. •ev,. o4.4Hx�IDxl•vHwu;:NHAwtle A, LE. A REV BY I DESCRIPION DATE r ea r*�. - 73' L 180250 �TEMPLLE ON ELEMENTARY SCHOOL .ALLMOTO 75L0E51.00100.2100KW 400V 60H2 00100-2 100KW 480V 60H2 ALL OVERALL OIMENSNINSARE NOMINAL W?N z t'TCLERANCE SEE DRAWING FOR ALL DETAILED COMAONEW DIMENSIONS CONSULT FACTORY FOR OGNSEZ6-LC3114F SE ALTERNATOR SA ENCLOSURE/DUAL FUEL GUESTONS AND/DR DISCREPANCIES FOUND ENCSAF5-SA EN CLOSURE ALL MEASUREMENTS ARE DISPLAYED IN INCHES s INADIAA WO.-A ADELTICOD CENTER OF GRAVITY IS FOR WETWEIGHT CB25018/CB250C-C.B.250A(250AF/1DOAT) 180250503.6727-01 I 1 OF I I `,., 8 I 7 I 6 I 5 A 4 I 3 I 2 I Page 2:i of 150, Co O) 0 • C�rbin Consulting Engineers, Inc. Project No: 19005 Page: of 1905 NW 169th Place, Suite 121 Project Templeton Elem_School Rev: • iiimisai Beaverton, Oregon 97006 Title MDP 4N-D 1 (Split 1) Date: 1/15/2019 COI�BITti Tel: 5031645 0176 Fax: 503/645 0415 Originator RLSP-4N-D-1 CHK am Seismic Restraint Force Worksheet limper 2012/2015 International Building Code&ASCE 7-10 (Chapter 13) e Site -Building: Floor: •Templeton Elementary School Ground-4" Concrete Housekeeping Pad • Component Data: Seismic Parameters: *Component Weight, Wp= 860 lb Site Class D r Overall Height, H= 91.5 in Ss= 0.96 Overall Length, L= 36 in Fa= 1.12 WI Effective Length, Leff= 30 in Sas= 0.72 •Overall Width, W= 24 in Attachment Elevation z= 0 ft 0 Effective Width, We 21 in Average Roof Elevation h = 30 ft •Height to G.G., Hs,= 45.75 in E1 Calculate H/2 Amplification Factor ap= 2.5 0 Length to C.G., Lc9= 18 in H 1 Calculate L/2 Response Factor Rp= 6.0 Width to C.G. W, = 12 in El Calculate W/2 Overstrength Factor 00= 2.5 IP Importance Factor IP= 1.25 • Seismic Forces: Fp(calc)=0.4*ap*Sus*Wp/(Rp/Ip)*(1+2*z/h)= 0.149 *WP= 128 lb (ASCE7 10, Eq. 13.3-1) ,' Fp(max)= 1.6*Sos*lp*Wp= 1.430 *Wp= 1230 lb (ASCE7-10, Eq. 13.3-2) •GOVERNS Fp(min)=0.3*SDS*lp*Wp= 0.268 *Wp= 231 lb (ASCE7-10, Eq. 13.3-3) • Horizontal Seismic Force, Eh= Fp= 0.268• *WP= 231 lb Vertical Seismic Force, E„= 0.2*Sos*WP= 0.143 *Wp= 123 lb • *Restraints: Length ( Width No. of Support Legs, N = 4 • No. of Restraints Acting in Tension, Nt= 2 2 A No. of Restraints Acting in Shear, N„= 4 4 E No. of Support Legs Acting in Compression, Np= 2 2 E • Overturning Calculation: �WP Overturning Moment Mo= Eh*Hcg= 10553 lb-in Resisting Moment Arms Arm= 15 11 in • Resisting Moment MR= (0.9-0.2*Sos)*Wp"(Arm)= 9765 6835 lb-in Mo 41MR •Strength Level Forces(IBC 1605.2): • Uplift, T= (MR-Mo)/Nt/Weff= -13 -89 lb Comp, P = (1.2+0.2Sos)*Wp/N+Mo/Nc/Weft= 320 396 lb • Shear, V= (Eh)/N„= 58 58 lb • *Amplified Forces (ASCE 12.4.3.2): Uplift, T=(MR-OOMO)/Nt/Weff= -277 -465 lb 0 Comp, P= (1.2+0.2Sns)*Wp/N+12oMo/Nc/Weff= 584 773 lb • Shear, V=(c2OEh)/N,,= 144 144 lb M 1/2"dia Dewalt Power-Stud+w/2-1/2"embedment thru mounting holes in equipment to HKP 111 0 i 0 • S-7 • 8 • • • Version: Company name:CorbinTempleton Consulting EngineersElementaryVl f� low (f ers .� ' 2.4.6290.277830� a. Project: School Date: 1/23/2019 • Project number: 19005 Page: l I NO1/2 • GEOMETRY: • I • • '' • 1 so • �j.�s I ,. • / 1 • •• `w wL 'AO' ,-4,0%,..i.V%',! '1-' ..r,-2:‘',:.'i'r:!.-.. ,i'‘,‘I'... �,. i• �,by W a ' 5 • I' a ' • • :_ A., • • • LOAD ACTIONS: r1b1,fft-Ibl • Z Design loads I actions• Nu 485 Ib tN„ Y Vux 0 Ib s'e • MVuy 144 lb • ui v �Ny Mux • }wti1 Mu , N1 y y M LIZ• ''_.-._._a.-.-.-;: x • Max Load reversal 100 % ._...,_._.....__.............._.._.__..__._.___.............___..._._._._' X-direction • Load reversal 100 % • Y-direction • • • • Input data and results must he checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. PDA-Powers Design Assist® MDP AB Deslgn.pcp2 • • S-8 • • 9 • • Company name:Corbin Consulting Engineers e I ; waunes DOMAIN towOl; Project Templeton Elementary School Date: 1/23/2019 • Version: 2.4.6290.27783 Project number: 19005 Page: 2/2 • SUMMARY: • Selected anchor: Power-Stud+SD1 • 1/2"0;hnom 2-112"(64mm),Grade 2 ti* h h .; • Effective embedment: her = 2.000 inch iTS tt �1iEy«!I1Nll 'kit ICC-ES ESR-2818 'dh ho ha l, • • Basic principles of design: Design method: ACI 318-11 (Appendix D) • Concrete: Normal weight concrete cracked concrete f'c =3000 psi • Load combinations: from Section 9.2 Factored loads • Cg= User enters load • Anchor parameters: cmin = 3.25 inch Smin = 4.50 inch hmin = 4.00 inch cac= 8.00 Inch scr= 6.00 inch Anchor ductility: yes • Reinforcement: none edge reinforcement or<#4 bar • Tension: Condition B Shear: Condition B Stand-off: not existent • Seismic loads: yes • Tension load yes(D.3.3.4.3(d)) Shear load yes(D.3.3.5.3(c)) • Resulting anchor forces/load distribution: • Anchor No. Tension load Shear load • #1 465 Ib 144 Ib • Maximum 465 lb 144 lb • • • Max.concrete compression strain: 0.00 %o • Max.concrete compression stress: 0 psi Resulting tension force: 465 lb • Resulting compression force: 0 lb • Calculations: Design proof: Demand Capacity Status Tension load 465 lb 1284 lb 0.36 s 1.0 • Shear load 144 lb 1687 lb 0.09 5 1.0 OK • Interaction - - - - 0.37<_1.0 • • 1 • • • • • • • • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must he checked for plausibility. PDA-Powers Design Assist® MDP AB Deslgn.pcp2 • • • S-9 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • REV DESCRIPTION BY DATE - ---- - -- --I--!-- - ---- -- --/--I-- --- / / - _ - — /--I-- - -- -- --/--/--a SWITCHBOARD GENERAL NOTES PRODUCT DESCRIPTION & RATINGS Power System Data 480Y/277V 3Ph 4W 60Hz / 3 Phase Wye Solidly Grounded T-bus T-bus T-bus System Short Circuit Current Rating: 65kA RMS 19.5 in 19.5 in 19.5 In Incoming Section 3 Cable Through the Bottom Right of Lineup Bus System Data I600A Silver Plated Copper Main Bus (2) .25x2.00 IN/6x51 mm Cu'Bus Bar Per Phase/Neutral (1) .25x.875 IN/6x22 mm Cu Ground Bus USER SELECTED Enclosure Data e j °00000 00 0000 e QEEUUSERC DOORS Q Type 1 Free Standing o0=,. .,, 0 00000 6 0,==,,w.,===, .= 0 a ee Exterior Paint Color: ANSI 49 ' 9 Fran: Accessibility Only Required o6 3 Handling: Rollers & Lifting Assemblies eo Rodent barriers 13'5 Portland General Elea(OR) %0 a I Nameplate Mounting Type: Adhesive (Field Installed) 1 /0 Equipment Nameplate: ''Fite Surface/Black Letters j , Device Nameplate: White Surface / Black Letters C:3 15 Base channe's cannot be removed from EUSERC switchboard line-ups 1 o 19 5 EUSERC DWG 332 Utility sealing hardware installed for unmetered bus compartments I 13 i Estimated Shipping Weight 0 CLIP i I Shippirg Split 1 860.00 lbs / 390.10 kgs Shipping Split 2 585.00 lbs / 265.36 kgs CT DWG 322 330 15 91.50 0 u 2 3 Shipping Split 3 840.00 lbs / 381.02 kgs Complete Lineup 2285.00 lbs / 1036.48 kgs [Z324] E3 -cL=3 EUSERC Terminations Code Standards ,.fDWG 327, 345, 347 i 0 J.L. Deadfront and suitable for use as Service Entrance when not more than six (6) disconnecting means are provided. E3 28.5 Rating Nameplates //0 ST1- Oeedfront - Section Bus 1600A .f 0 22.0, ST2- Service Entrance - Section Bus 160CA _ Si3- Oeedfront - Section Bus 1600A " _ 63,.j/1:363 PRODUCT INFORMATION la ft Wiring. 8 All wiring to be Machine Tool Wire type 0000 o0 6 '=="17=9======== ==- Instruction Bulletins 0 0 0 0 3.5 0 4 6 22.5 Reference 80043-055 For Handling, Installation, Anchoring, Inspection And Maintenance Information 1.501 SECT 1 SECT 2 SECT 3 Product Accessories/Options [38] 36.00 36.00 42.00 Seismic Qualified [914] - [914] [1067] 24V Trip Unit Display Power SS 1 SS 2 SS 3 Locally Mounted ERMS Switch 36,00 36.00 - - 42.00 [914] [914] [1067] Lineup 114.00 [2896] INCHES DLAL DIMENSIONS: MILOMETERS JOB NAME: TESD Templeton ES EQUIPMENT DESIGNATOR:MDP-4N-D-1 JCB LOCATION: EQUIPMENT TYPE: QED-2 Switchboard DRAWN BY: (020) , DRAWING TYPE: GENERAL NOTES ENDS: SQUARED - DATE: May 03 2018 r...,r.,e.... DRAWING STATUS:QUOTE DWc4 FQ-206597-05125937-01 IPG 1 OF 2 J REV- (p c • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • REV DESCRIPTION BY DATE – ---- -- --S/--f-- – ---- –_ --f__/__ – ---- -- --/--/-- – ---- -- –^/–^/-- – --- -- --/--/-- { s /7-1 31.00 2.50 [787] 2.50 17 3 [64] 1 64 1 . 1 24.00 } ' [610] `1[375'-' - } -[375] A 2.501 } rw;, [64] 24.00 [e1orl TOP VIEW — FRONT r Y 8 91.50 [2324] 90.00 III [2286] 31.00 37.00 t 2.50 [787]—4- i ` [sao] [84] j I { e e } 2[6,0]2500 1.50 3.1`�[301],„.11../ '1 362 . [38] ]. 5.4 2.80 e 1.50 36.00 I 36.00 1 42.00 LEFT SIDE VIEW .75/[19] DEW [914] [914] [1067] MTG HOLES OFFSET INCHES 3.00/[76]TYP DUAL DIMENSIONS: MILJMETERS FROM SDE FLOOR PLAN — FRONT JOB NAME: Tf5D Templeton ES EQUIPMENT DESIGNATON:MDP-4N—D-1 JOB LOCATION: EQU'PMENT TYPE: QED-2 Switchboard DRAWN BY: (022) DRAWING TYPE: SIDE,TOP VIEW& FLOOR PLAN ENGR: SQUARE 9 DATE May 03 2018 ww.w..a..n. DRAWING STATUS:QUOTE Ow04 F0-206597-05125937-01 ]PG 2 of 2 I REV— 0) i 1 • Cerin Consulting Engineers, Inc. Project No: 19005 Page: of 1905 NW 169th Place, Suite 121 Project Templeton Elem. School Rev: Beaverton, Oregon 97006 Title XFMR 2N 1 D 1 Date: 1/15/2019 CORBIN Tel: 503/645-0176 Fax: 503/645-0415 Originator RLS CHK: Seismic Restraint Force Worksheet •per 2012/2015 International Building Code&ASCE 7-10(Chapter 13) *Site-Building: Floor: *Templeton Elementary School Ground-4"Concrete Housekeeping Pad *Component Data: Seismic Parameters: Component Weight, Wp= 2091 lb Site Class D Overall Height, H = 57.5 in SS= 0.96 Overall Length, L= 40.07 in Fa= 1.12 Effective Length, Leff= 36.75 in SDs= 0.72 Overall Width, W= 32.75 in Attachment Elevation z= 0 ft Effective Width, Weff= 25.75 in Average Roof Elevation h = 30 ft Height to C.G., Hc9= 2.06 in L*Calculate H/2 Amplification Factor ap= 1.0 Length to C.G., Lc9= 20.34 in [7calcuiate L/2 Response Factor Rp= 2.5 Width to C.G. We0= 11.24 in ❑Calculate W/2 Overstrength Factor S20= 2.5 Importance Factor 1p= 1.25 fa Seismic Forces: Fp(talc)=0.4*ap*Sps*Wp/(Rp/Ip)*(1+2*z/h)= 0.143 *Wp= 299 lb (ASCE7-10, Eq. 13.3-1) • Fp(max)= 1.6*Sps*Ip*Wp= 1.430 *Wp= 2991 lb (ASCE7-10, Eq. 13.3-2) *GOVERNS Fp(min)=0.3*Sps*lp*Wp= 0.268 *Wp= 561 lb (ASCE7-10, Eq. 13.3-3) • Horizontal Seismic Force, Eh= Fp= 0.268 *Wp= 561 lb 0 Vertical Seismic Force, E„=0.2*Sps*Wp= 0.143 *Alp= 299 lb • Restraints: Length I Width i No. of Support Legs, N= 4 * No. of Restraints Acting in Tension, Nt= 2 2 * No. of Restraints Acting in Shear, Nv= 4 4 E v No. of Support Legs Acting in Compression, Ne= 2 2 E 40 0Overturning Calculation: W P Overturning Moment Mo= Eh*Hea= 1155 lb-in • Resisting Moment Arms Arm = 18 8 in • Resisting Moment MR= (0.9-0.2*Sps)*Wp*(Arm)= 28601 12251 lb-in Mo IlMR *Strength Level Forces(IBC 1605.2): • Uplift, T= (MR Mo)/Nt/Weff= 0 0 lb s Comp, P= (1.2+0.2SDs)*Wp/N+Mo/Ne/Weff= 373 513 lb Shear, V= (Eh)/N„= 140 140 lb * *Amplified Forces(ASCE 12.4.3.2): Uplift, T= (MR-S20M0)/Nt/Weft= 0 0 lb • Comp, P=(1.2+0.2Sps)*Wp/N+S20Mo/Ne/Weff= 396 547 lb • Shear, V=(O0Et,)/N„= 351 351 lb * 1/2"dia Dewalt Power-Stud+w/2-1/2"embedment thru mounting holes in transformer * base to HKP i i i i M S-12 • • 13 • III Company name:Corbin Consulting Engineers I � � D WAST Rowers Project:Templeton Elementary School Date: 1/23/2019 • Version: 2.4.6290.27783 Project number: 19005 Page: 1/2 • GEOMETRY: • 1 • • •• sQ�— I - ��5 So • / I • .�'� H� • • �t3 . x • tea: a. �• � t Q w. p. a • • t # �''� x � '... �" `k. . '" *tom ''-,, 1-'14"<, FF�`�sa'F� • . % i��'i.. k ?��z '-�, == �c#,gar ;^ xr4`,. . • ' ' i � •• • • LOAD ACTIONS: Ilbi,[ft-Ib] • Z Design loads/actions • I Nu 0 lb N� Vux 0 lb • JIY Vuy 351 lb • Muz / Vuy Mux - • M MUy Liv Muz 1 , • - ---► X Vux • Mux Load reversal 100 % _:._..._ . ....__:__..._.___._.___.......___..._..___' X-direction • Load reversal 100 • Y-direction • • • • Input data and results must be checked for agreement with the existing circumstances•the standards and guidelines and must be checked for plausibility. PDA-Powers Design Assist6 XFMR-2N-1-D-1 AB Design.pcp2 • • • S-13 • • 14 • Company name:Corbin Consulting Engineers ' . MY'1 .141uors °E /WIT 'o `.c Project:Templeton Elementary School Date: 1/23/2019 • Version: 2.4.6290.27783 Project number: 19005 Page: 2/2 SUMMARY: • Selected anchor: Power-Stud+SDI • 1/2"0;hnom 2-1/2"(64mm),Grade 2 t hnomhot • Effective embedment: het = 2.000 inch NQ.��I�IH�l1i8It1�1 1�1 dbtt Approval: ICC-ES ESR-2818 jdn ha • • Basic principles of design: Design method: ACI 318-11 (Appendix D) • Concrete: Normal weight concrete cracked concrete f'c =3000 psi • Load combinations: from Section 9.2 Factored loads • 00 = User enters load • Anchor parameters: cmin = 3.25 inch smin = 4.50 Inch hmin = 4.00 inch cac= 8.00 inch scr= 6.00 inch Anchor ductility: yes • Reinforcement: none edge reinforcement or<##4 bar • Tension: Condition B Shear: Condition B Stand-off: not existent • Seismic loads: yes • Tension load yes(D.3.3.4.3(d)) Shear load yes(D.3.3.5.3(c)) • Resulting anchor forces/load distribution: • Anchor No. Tension load Shear load • #1 0 lb 351 lb • Maximum 0 lb 351 lb • • • Max.concrete compression strain: 0.00 % 1 • Max.concrete compression stress: 0 psi Resulting tension force: 0 lb • Resulting compression force: 0 lb • Calculations: Design proof: Demand Capacity Status . Tension load - - - - - Shear load 3b1 lb 1687 lb 0.21 s 1.0 OK • Interaction - - - - • • • • • • • • • • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. PDA.Powers Design Assist* XFMR-2N-1-D-1 AB Design.pcp2 • • • S-14 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • REV DESCRIPTION BY DATE — ---- -- --/--/-- • — ---- _— __�__ __ --- /-f-- _ - -I-- ,n N. 1 40.07 32.7 5 [1018] I 1 11 rnIIIII:sLIIII _ ENTERING SIDE SQUARE D. • • . ACCESS • _ >> AFPROXIMATE POINT .5750 •CENTER OF �t/ > APPRIMATE CENTER OF o a GRAVITY GRAVITY t 23.75 4`4] • ': ' 4.78 111..:•:Isit: _ __ 20.60 [6 [1217 4.78 20.60 3 _ � + [523] �"`2,z..1--F [121] [523] • CONDUIT 4.81 20.34 ENTRY [122]- 11.24 [517] 3.81 .75 _.1 [266] — [97] [15]_...- 9.55 [243] 25.75 [654] 4.01 [1 0231 { 1 'AmAq� Mpp 11,66 �+ ,)=;Llp HB :42] 36.75 ` Y!K HJ SEISMIC QUALIFICATION [933] r,11 N� TRANSFORMER SPECIFICATION TO BE COMPLIANT WITH THE SEISMIC REQUIREMENTS OF ASCE/SEI 7, 32.05 GHERTZ'L v 3C0kVA 3 PHASE 60 4908 THIS UNIT IS SELF CERTIFIED TO ICS ES AC156 BY SHAKE TABLE QUALIFICATION TESTING [814] L PRIMARY VOLTAGE: 460V Delta, 6 — 2.5% 2+4— Taps THE ENCLOSURE ABOVE IS 25J. I , i';.,),rJ it (� SECONDARY VOLTAGE: 208Y/12CV �0 150 Deg C RISE ABOVE 40 Dec C AMBIENT � ` ',/—[6 7 DIA 220 Deg C INSULATION SYSTEM Aluminum WINDING (4 PLACES MAXIMUM WEIGHT: 2,091 LBS ENTERING BOTTOM---------_.1 Type 1 Standard Painted ANSI 49 Grey NOTES: 4.21 I MINIMUM EFFICIENCY 99.02% ® 35% LOADING 75 Deg C UL LISTED TO UL1561, FILE NUMBER E6568 ACCESS POINT [107] COMPLYING WITH 10 CFR 431 (78 FR 23335—APRIL 18, 2013) NEMA ST-20 (2014) ROUTINE TESTS ARE COMPLETED ON ALL UNITS, 5.00 MANUFACTURED IN IS09001 FACILITIES [127] INCHES DUAL CIMENSIONIS. GREEN PREMIUM (RaHS/REACH COMPLIANT, PRODUCT ENVIRONMENTAL PROFILE) MILLIMETERS REGISTERED TO DOE VIA 10 CFR 429 EX300T3H MINIMUM SIDE AND REAR CLEARANCE 1/2 INCH PER UL1561 ALCOVE TESTING. JOB NAME TESD Templeton ES EQUIPMENT DESIGNATION:XFMR-2N-1—D-1 FRONT ACCESS MUST COMPLY WITH NEC WORK SPACE REQUIREMENTS. JOB LOCATION: EQUIPMENT TYPE LV DISTRIBUTION TRANSFORMER WIRE ACCESS SHOWN SHADED ABOVE. LOCATIONS ARE FRONT SIDES AND FRONT BOTTOM. DRAWN BY: (Q2C) DRAWING TYPE: ELEVATION VIEW ENGR: SQUARE Q DATE: May 21 2018 a....,w Elm. DRAWING STATUS:QUOTE NOT FOR CONSTRUCTION Bwcy FQ-206597-05125900-0' I PG 1 DF 1 I REV— C (J1 • im Cdr6in Consulting Engineers, Inc., 'l l\rProject No: 19005 Page: of 1905 NW 169th Place, Suite 121 Project Templeton Elem. School Rev: kiiimil Beaverton, Oregon 97006 Title XFMR-2S-1-D 1 Date: 1/15/2019 C:ORBIN Tel: 503/645-0176 Fax: 503/645-0415 Originator RLS CHK: Seismic Restraint Force Worksheet •per 2012/2015 International Building Code&ASCE 7-10 (Chapter 13) Site -Building: Floor: •Templeton Elementary School Ground-4" Concrete Housekeeping Pad 411/Component Data: Seismic Parameters: •Component Weight, Wp= 507 lb Site Class D • Overall Height, H= 35.32 in SS= 0.96 Overall Length, L= 25.5 in F2= 1.12 •Effective Length, Leff= 23 in Sps= 0.72 •Overall Width, W= 21 in Attachment Elevation z= 0 ft •Effective Width, Weff= 17.75 in Average Roof Elevation h = 30 ft •Height to C.G., Hc0= 19.85 in (Calculate H/2 Amplification Factor ap= 1.0 • Length to C.G., Lc9= 12.57 in ❑calculate L/2 Response Factor Rp= 2.5 Width to C.G. Wog= 8.25 in ri Calculate W/2 Overstrength Factor S2o= 2.5 • Importance Factor 1p= 1.25 •Seismic Forces: • FP(calc)=0.4*ap*SDs*Wp/(Rp/lp)*(1+2*z/h)= 0.143 *Wp= 73 lb (ASCE7-10, Eq. 13.3-1) • Fp(max)= 1.6*Sus*Ip*Wp= 1.430 *Wp= 725 lb (ASCE7-10, Eq. 13.3-2) •GOVERNS Fp(min)=0.3*Sps*Ip*Wp= 0.268 *\Np= 136 lb (ASCE7-10, Eq. 13.3-3) • Horizontal Seismic Force, Eh= Fp= 0.268 *1 A / = 136 lb • Vertical Seismic Force, E„=0.2*SDs*Wp= 0.143 *Wp= 73 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, Ns= 2 2 E 4+_• •Overturning Calculation: ill‘ Overturning Moment Mo= Eh*Hc9= 2699 lb-in • Resisting Moment Arms Arm= 11 7 in • Resisting Moment MR=(0.9-0,2*SDS)*Wp*(Arm)= 4344 2543 lb-in Mo 41#MR •Strength Level Forces(IBC 1605.2): • Uplift, T= (MR-Mo)/NI/Weff= 0 -4 lb Comp, P= (1.2+0.2Sps)*WAIN+Mo/Nc/Weff= 145 183 lb • Shear, V=(Eh)/NV= 34 34 lb • •Amplified Forces(ASCE 12.4.3.2): Uplift, T= (MR-S2oMO)/Nt/Weff= -52 -118 lb • Comp, P=(1.2+0.2SDs)*WAIN+SQ0M0IN0/Weff= 233 297 lb • Shear, V= (SOoEh)/N„= 85 85 lb • 1/2"dia Dewalt Power-Stud+w/2-1/2"embedment thru mounting holes in transformer • base to HKP • • • • • S-16 • • 17 • • Company name:Corbin Consulting Engineers E FWALT 'e ra Project:Templeton Elementary School Date: 1/23/2019 • Version: 2.4.6290.27783 Project number:19005 Page: 1/2 • GEOMETRY: • •• • • 6, - � S Q • I . • <--' • • • I x1 9C • t• z I Yrs k C.N. • ,�� a , „fit , it.'',� '" � r' e +*? t� • • :rd. i � � t ita x• " ,,I ?,�i,,,,e t4 `r -,,::',:v,...:,,,..-.,,,,' -'' „ ea2 4 �f' •III .t�' ` • • LOAD ACTIONS:[Ibl,Ift-Ib�. • Z Design loads/actions • 1 Nu 118 lb • N„ Y Vux 0 lb ' Vuy 85 lb • Muz �vu, Mux - I • M M uy i uy • i M uz • Vux M„x Load reversal 100 X-direction -100 Load reversal • • Y-direction • • • • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. PDA-Powers Design Assistth XFMR-2S 1-D-1 AB Design.pcp2 • • • S-17 s • 18 • • _i vittones Company name:Corbin Consulting Engineers g s ?owe`5 a+uProject:Templeton Elementary School Date: 1/23/2019 • Version: 2.4.6290.27783 Project number: 19005 Page: 2/2 • SUMMARY: • Selected anchor: Power-Stud+SD1 t hnnm le 1/7 0;hnom 2-1/2"(64mm),Grade 2 at, hof • Effective embedment: her =2.000 inch ROI 1010111111112111111 dm Approval: ICC-ES ESR-2818 �dn ho t,a 1 • • Basic principles of design: Design method: ACI 318-11 (Appendix D) • Concrete: Normal weight concrete cracked concrete f'e =3000 psi Load combinations: from Section 9.2 . Factored loads 4110 00= User enters load • Anchor parameters: cm;n= 3.25 inch Smin = 4.50 inch hmin = 4.00 inch caa= 8.00 inch ser= 6.00 Inch Anchor ductility: yes • Reinforcement: none edge reinforcement or<#4 bar • Tension: Condition B Shear: Condition B Stand-off: not existent • Seismic loads: yes • Tension load yes(113.3.4.3(d)) Shear load yes(0.3.3.5.3(c)) 1110 Resulting anchor forces/load distribution: • Anchor No. Tension load Shear load • #1 118 lb 851b • Maximum 118 lb 85 lb 0 w • • Max.concrete compression strain: 0.00 %o • Max.concrete compression stress: 0 psi Resulting tension force: 118 lb • Resulting compression force: 0 lb 1111 Calculations: Design proof: Demand Capacity Status Tension load 118 lb 1284 lb 0.09 s 1.0 • Shear load 85 lb 1687 lb 0.05 5 1.0 OK • Interaction - - - - 0.12 s 1.0 • • S I 0 S • IP S • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. PDA-Powers Design Assist® XFMR-2S-1-D-1 AB Design.pcp2 • • • S-18 • + ► • • • • • • • • • • • • • • * • • • • • O • • • • 0 • • • • • 9 • • • • • • • • • • REV DESCRIPTION BY DATE _ ____ __ __/__/__ _ ____ 5 ' 25.50 21.00 g. a �� [648] I [533] 1 I ENTERING ���� ° APPROXIMATE ACD ESS leAPPROXIMATE ° ` SOU F'E CENTER OF POINT ( / CENTER OF ° 1 GRAVITY 2.00 / GRAVITY ° ° ( 35.32 [51] [897] ° 3.80I i (" +x[97]- ° 19.851` . . 19.85 ci 5oa [193 ,� [504] ° ° [ ] [193] ° ACCESSORY o �� 1a 1.00 rr. III CEILING ',5C 8 a [253/_ f 1 MOUNTING BRACKETS _3.78 CONDUIT [114] 34.00 12.57 [96] ENTRY 35 8.25 I [664] [319]— [19] [210] 3.80 [97] 17.75 1.42 3.88 [451] [36] ACCESSORY [99] . 1.25 CEILING ill 1 [32] MOUNTING BRACKETS -1 ..1 ' 7400CM818K20K ;?17.38SEISMIC OUALIFICAT€ON [442] +o00 0 23.00 TRANSFORMER SPECIFICATION TO BE COMPLIANT WITH THE SEISMIC REQUIREMENTS OF ASCE/SEI 7, %,ooaoa E [584] 45kVA 3 PHASE 60 HERTZ 39DB This UNIT IS SELF CERTIFIED TO ICS ES AC156 BY SHAKE TABLE QUALIFICATION TESTING = NOM PRIMARY VOLTAGE: 480V Delta, 6 - 2.5% 2+4- Taps THE ENCLOSURE ABOVE IS 18K. 0040 SECONDARY VOLTAGE: 206Y/120V III 150 Oeg C RISE ABOVE 40 ❑ag C AMBIENT II ,'' -50 220 Deg C INSULATION SYSTEM Aluminum WINDING iii [13] MAXIMUM WEIGHT: 507 LBS 1.00 (4 PLACES) Type 1 Standard Painted ANSI 49 Grey NOTES: [25] MINIMUM EFFICIENCY 98.40% 0 35% LOADING 75 Deg C UL LISTED TO UL1561, FILE NUMBER E6866 4.30 ENTERING COMPLYING WITH 10 CFR 431 (78 FR 23335-APRIL 19, 2013) NEMA ST-20 (2014) ROUTINE TESTS ARE COMPLETED ON ALL UNITS. [109] BOTTOM MANUFACTURED IN 1509C01 FACILITIES ACCESS INCHES GREEN PREMIUM (RoHS/REACH COMPLIANT, PRODUCT ENVIRONMENTAL PROFILE) POINT DUAL DIMENSIONS: MILLIMEERS REGISTERED TO DOE VIA 10 CFR 429 EX45T3H MINIMUM SIDE AND REAR CLEARANCE 1/2 INCH PER UL1561 ALCOVE TESTING. JOB NAME: TTSD Templeton ES MU PMENT DESIGNATOR:XFMR-25-1-D-1 FRONT ACCESS MUST COMPLY WITH NEC WORK SPACE REQUIREMENTS. JOB LOCATOR: EQUIPMENT TYPE: LV DISTRIBUTION TRANSFORMER WIRE ACCESS SHOWN SHADE)ABOVE. LOCATIONS ARE FRONT SIDES AND FRONT BOTTOM. DRAWN BY: (020) DRAWING TYPE: ELEVATION VIEW ENGR: SOLJARE E• DATE May 21 2018 ,..,,.,•1,,,,,,,,„, DRAWING STATUS:QUOTE NOT FOR CONSTRUCTION DWG FQ-206597-05125934-01 I PG 1 OF 1 I REV- I C C • „ ,i Cerin Consulting Engineers, Inc. Project No: 19005 Page: of �'` 1905 NW 169th Place, Suite 121 Project Templeton Elem. School Rev: liamigi Beaverton, Oregon 97006 Title xFMR 2E 1 D 1 Date: 1/15/2019 CORRIN Tel: 503/645-0176 Fax: 503/645-0415 Originator RLS CHK: Seismic Restraint Force Worksheet •per 2012/2015 International Building Code&ASCE 7-10(Chapter 13) •Site-Building: Floor: •Templeton Elementary School Ground-4"Concrete Housekeeping Pad •Component Data: Seismic Parameters: O Component Weight, Wp= 255 lb Site Class D Ab.Overall Height, H= 26.98 in SS= 0.96 Overall Length, L= 20.5 in Fa= 1.12 •Effective Length, Leff= 18 in Sps= 0.72 •Overall Width, W= 17.25 in Attachment Elevation z= 0 ft Effective Width, Well= 14.25 in Average Roof Elevation h = 30 ft •Height to C,G., Heg= 14,3 in Licalculate H/2 Amplification Factor ap= 1.0 •Length to C.G., Ley= 10.21 in LiCalculate L/2 Response Factor Rp= 2.5 Width to C.G. Wcg= 7.8 in ❑Calculate W12 Overstrength Factor C20= 2.5 • Importance Factor Ip= 1.25 •Seismic Forces: • Fp(talc)=0.4*ap*Sps*Wp/(Rp/Ip)*(1+2*z/h)= 0.143 *Wp= 36 lb (ASCE7 10, Eq. 13.3-1) • Fp(max)= 1.6*Sos*Ip*Wp= 1.430 *Wp= 365 lb (ASCE7-10, Eq. 13.3-2) •GOVERNS Fp(min)=0.3*Sps*Ip*Wp= 0.268 *Wp= 68 lb (ASCE7-10, Eq. 13.3-3) • Horizontal Seismic Force, Eh=Fp= 0.268 OA = 68 lb • Vertical Seismic Force, E„=0.2*Sps"Wp= 0.143 *WP= 36 lb •Restraints: Length I Width W No. of Support Legs, N = 4 • No. of Restraints Acting in Tension, Nr= 2 2 • No. of Restraints Acting in Shear, N„= 4 4 E No. of Support Legs Acting in Compression, Ne= 2 2 E • •Overturning Calculation: W Overturning Moment Mo= Eh*Hcg= 978 lb-in 111p • Resisting Moment Arms Arm= 9 6 in • Resisting Moment MR= (0.9-0.2*Sps)*Wp*(Arm)= 1729 1216 lb-in M �MR 6 •Strength Level Forces (IBC 1605.2): • Uplift, T= (MR-Mo)/Nt/Weft= 0 0 lb • Comp, P=(1.2+0,2Sos)*Wp/N+Mo/Ne/Weft= 70 82 lb Shear, V=(Eh)/N,= 17 17 lb • •Amplified Forces(ASCE 12.4.3.2): Uplift, T= (MR-noMo)/Nt/Weff= -20 -43 lb • Comp, P = (12+0.2Sps)*Wp/N+c oMo/N,/Weff= 111 134 lb • Shear, V= (S2oEt,)/NV= 43 43 lb • 1/2"dia Dewalt Power-Stud+w/2-1/2"embedment thru mounting holes in transformer • base to HKP 0 0 S 0 • S-20 • 21 • 1/23/2019 • Version: • Date: 1/2 • Page: , . Now s paWALT ?Wel.% I .1,-;,t 'NUDE 7783 Compatnnypunrmoajbmeecert:::Templeton n Elementary i nseceh ros 0 l Project 2.4.6290.2 • GEOMETRY: I • 4-'''- --- „Sn • • 411 A(*-------- i - -----i •4/ • • _ ___,.- ti • . , . • , •,. . . ,, , . „ • I , - - );;;;.,.,',,,.!‘,. -,, • , • • t ,"' , ki ,e'riSt\'‘ t4,1,*Al:.v,., CZI •V'4i..‘‘'* ,.v‘,.., ' ,,.is‘ .•::U.t.** :r4'f74Z;'-±!st' ,tV4:,,, -, 1 '‘,44,l'Ir4 , ,, ;„ - ,14 ..- • ,,,, .„,,‘,„,,,,,,-,4i,-,,,Tz,si,r.„ -- - ,,.... .,„.., -,,,,,, ,,, ,A,•„1„.,,,.., im,-,,,i,,,z,,,,,,, ‘ty,,,,,,, -,,,,,,,.,;,- -0 .--.,,t,3,1,2 ,, , w 4,,k‘,v,,,,,,.,,,*,-4,-...,4,•t:,,,-\,-,.,kk4r, It---,,,„,: • t4..1, 4,i°,•;‘,.,,, :,,,-„,--.*::-;,,r,-Atti.‘,.; , , z:=4,',;‘,..st,,,,,•„,, ,,v,,,t,,,- ,,, ,g- --,t{1.,.,.. : ...,., p-.4::.,,,„--,--7,4:::„.',,,,ss,,i,,,:l! ;;!,,r,,,:,t,t,-,‘,... „..-- ' - ,,,t,,t7',43;-'..„,- ,'''';...4,,,,,',--z,,t‘,—,,1:,,,,;,:-,,• - .1 • tr .,,,,,-,,.,',::2',‘,..,:.\\ I,4.,4:-„-.:::..tF-.‘: i,.:.;: '''': - Pkrt4k,,,‘ ' 7 *1 '„'.,:...-:-;1-.••,:,:, ,>•,,,,,-,,‘,7ity I . • ''2- ' ‘,° ‘i• -'1,...% 4.117 :..',43i.,.;-4* -:i**i;ii'l,,ti-'10i-;..V4Ii.,:k7,•.-4 ••!;.3,7.isi,:-..-- •.-...i.- ''-'''-;:','•'4*,',4't'''*'''--t-'',', '''''''.I,:;\A--,:ist' s:A•i::-.'1, 4-,-',,-:-.:k.-..,7,•,- .-:.-",,,,I.. - ' --• --•••-r;!•‘.-•Iv‘:,-,4•1.e;:•vi -.,t•;;;'.-',.4.1. 4-1: -*0-•kv.:k. q2z,,Pi-I'l.-:*;'. . .,. • ‘7.,‘:..2‘..';'‘,S,‘':-.,, ,,;1<e -,-,,,.‘,,\,..::‘;i‘::.,,-, i'•,-t.tx-ii,tt, •.g-...,.i• ,e,,t, -, .,.;14'..'i'iw...-,0,. .•-:,4te,,:••°.:$•:' :''..,',,,;.*-41‘,...•,.,.;lit 7:.? --4.,-.- -.. - '-#.,..*.4.'V't^:',A4''',i:1 kl.:'s".,:i''','?,: .'•‘.s.te, *,.‘,:' 4 ,,, 4, ..- -••.-.. ...,,-, )1,4,1‹tri.- '?,',,4'- '*,.4..','I -.. --.. • - , *.st-- ?; •s\lk..4‘.N..**tl''st;.'2#11/t'Ittlis''' •-.. ''• 't.'.`....L-'\%* .-,• •-.. • ' ‘12•Let:-.-,lx • • LOAD ACTIONS:tIbl,Eft-Ibl Z Design loads/actions • lb Nu 43 lb • Vux 0 43 lb t Nu Y uy ivi LA _ . • (.- v.1 Muz /11.1luy Mil - y _ • . i ql I ' uy . M UZ ,. o70 . 1 ' 100 • M •. Load_.• • ..'' Kix .. . . reversal X-direction 100 % • ..• Ill ..:-..._.. .. . _• -- . Load reversal Y-direction ..,• • , • • • • • Input data and results must checked for agreement with the existing circumstances,the standards and guidelines and must be cxheFumkRed2fEri.r1p-Dla-u1sAibli3liptyes. ign.pcp2 PDA-Powers Design Asst ste • • S-21 • • • 22 • • Company name:Corbin Consulting Engineers '�';',,,:;"1",,,i DEWALT '°"°`$ Project Templeton Elementary School Date: 1/23/2019 Version: 2.4.6290.27783 Project number: 19005 Page: 2/2 • SUMMARY: • Selected anchor: Power-Stud+SD1 • 1/2"0;hnom 2-1/2"(64mm),Grade 2 i, har h , ' Effective embedment: hat = 2 000 inch Ih1111ll{111H1ff/1{11IUlII I dbrc Approval: ICC-ES ESR-2818 li�dh ho ha € • Basic principles of design: Design method: ACI 318-11 (Appendix D) • Concrete: Normal weight concrete cracked concrete I'c =3000 psi • Load combinations: from Section 9.2 Factored loads • no= User enters load • Anchor parameters: Galin = 3.25 inch smin = 4.50 inch hmin = 4.00 inch ca, = 8.00 Inch scr= 6.00 inch Anchor ductility: yes O Reinforcement: none edge reinforcement or<#4 bar • Tension: Condition B Shear: Condition B Stand-off: not existent O Seismic loads: yes • Tension load yes(113.3.4.3(d)) Shear load yes(0.3.3.5.3(c)) • Resulting anchor forces I load distribution: • Anchor No. Tension load Shear load • #1 43 1b 43 Ib . Maximum 43 lb 43 lb i 0 O Max.concrete compression strain: 0.00 %u • Max.concrete compression stress: 0 psi Resulting tension force: 43 lb S Resulting compression force: 0 lb • Calculations: Design proof: Demand Capacity Status Tension load 43 lb 1284 lb 0.03 S 1.0 . Shear load 43 lb 1687 lb 0.03 s 1.0 OK • Interaction - - - - 0.05 S 1.0 • 0 r S • S 0 S S • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. PDA-Powers Design Assist® XFMR-2E-1-D-1 AB Design.pcp2 • • • S-22 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • REV DESCRIPTICN BY DATE - ---- -- -- - ---- --�-- N -- :17- -- - -- /--i-- - ---- -- - --I- — -- - CO P' 20.50 17.25 [521] [438] ` ,e APPROXIMATE ENTERING SIDE ' ACCESS POINT — APPROXIMATE SQUAME 11111213 CENTER OF 2.68 CENTER OF 26.98 ° �./ }GRAVITY 5.36 163 [sa GRAVITY I [685] . . 1 [136] [41] \priI . 4.30 ✓" + , ,14.30 L3 ] [363J 1.00 ACCESSORY ' 31T i [25]1 '_' CEILING 9�' MOUNTING 3.68 4.50 75 .4 24.00 I BRACKETS [93] [610] j t. CONDUIT [114] 2.68 10.21 ENTRY [68] 7.80 Al — [259] — —1 [196] 14.25 1.40 [362] [36] 3.88' 1.27 ACCESSORY [98] [32] CEILING E i t MOUNTING itI.l BRACKETS Egg 12.43 ii G%AssE3E 18.00 CATNUM [316] n'i000� [457] II'S o 32 1 ii r I. .50 DIA SEISMIC QUALIFICATION 1.00 [13] TRANSFORMER SPECIFICATION TO BE COMPUANT WITH THE SEISMIC REQUIREMENTS OF ASCE/SEI 7, L25 3.50 (4 PLACES) 15kVA 3 PHASE 60 HERTZ 39DB THIS UNIT IS SELF CERTIFIED TO ICS ES AC156 BY SHAKE TABLE QUA'_IFICATION TESTING + [89] ENTERING BOTTOM PRIMARY VOLTAGE: 480V Delta, 6 — 2.5% 2+4—Taps THE ENCLOSURE ABOVE IS 17K. ACCESS POINT SECONDARY VOLTAGE: 208Y/120V 150 Deg C RISE ABOVE 40 Deg C AMBIENT 220 Deg C INSULATION SYSTEM Aluminum WINDING MAXIMUM WEGHT: 255 LBS Type '. Standard Painted ANSI 49 Grey NOTES: MINIMUM EFFICIENCY 97.89% 0 35% LOADING 75 Deg C UL LISTED TO UL1561, FILE NUMBER E6868 COMPLYING WITH 10 CFR 431 (78 FR 23335—APRIL 18, 2013) NEMA ST-20 (2014) ROUTINE TESTS ARE COMPLETED ON ALL UNITS. MANUFACTURED IN ISO9C01 FACILITIES DUAL DIMENSIONS: INCHES GREEN PREMIUM (RoHS/REACH COMPLIANT, PRODUCT ENVIRONMENTAL PROFILE) MILLIMETERS REGISTERED TO DOE VIA 10 CFR 429 EX.15T3H MINIMUM SIDE AND REAR CLEARANCE 1/2 INCH PER UL1561 ALCOVE TESTING. JOB NAME; TTSD Templeton ES E00PMENT DESIGNATION:XFMR-2E-1—D-1 FRONT ACCESS MUST COMPLY WITH NEC WORK SPACE REQUIREMENTS. JOB LOCATION: EOUPMENT TYPE: LV DISTRI8UI1ON TRANSFORMER WIRE ACCESS SHOWN SHADED ABOVE. LOCATIONS ARE FRONT SIDES AND FRONT BOTTOM. DRAWN BY: (Q2C) DRAWING TYPE: ELEVATION YEW ENOR: SQUARED DATE May 21 2018 1,/WY.o...". DRAWING STATUS:QUOTE NOT FOR CONSTRUCTION DWc#FQ-206597-0512.5933-01 ]PG 1 OF 1 1 REV- N 03 • I • .a, C24in Consulting Engineers, Inc. Project No: 19005 Page: of 1905 NW 169th Place, Suite 121 Project Templeton Elem School Rev: • - Beaverton, Oregon 97006 Title 4-Post Network Rack Date: 1/30/2019 • CORBIN Tel: 503/645-0176 Fax: 503/645-0415 Originator RLS CHK: Seismic Restraint Force Worksheet •per 2012/2015 International Building Code&ASCE 7-10 (Chapter 13) •Site -Building: Floor: •BMC Elementary School Ground-4"Concrete SOG •Component Data: Seismic Parameters: •Component Weight, Wr,= 2065 lb Site Class E •Overall Height, H = 84 in SS= 0.96 Overall Length, L= 41 in Fa= 0.95 •Effective Length, Leff= 38.5 in Sps= 0.61 •Overall Width, W= 19.8 in Attachment Elevation z= 0 ft •Effective Width, Weff= 16 in Average Roof Elevation h= 30 ft • Height to C.G., Hcg= 42 in i}Calculate H/2 Amplification Factor ap= 1.0 • Length to C.G., Log= 20.5 in ZCalculate L/2 Response Factor Rp= 2.5 •Width to C.G. \k,= 9.9 in I1Calculate W/2 Overstrength Factor .00= 2.5 Importance Factor Ip= 1.25 •Seismic Forces: Fp(talc)=0.4*ap*Sps*Wp/(Rp/Ip)*(1+2*z/h)= 0.121 *Wp= 251 lb (ASCE7-10, Eq. 13.3-1) • Fp(max)= 1.6*Sps*Ip*Wp= 1.213 *Wp= 2506 lb (ASCE7-10, Eq. 13.3-2) •GOVERNS Fp(min)=0.3*Sps*Ip*Wp= 0.228 *Wp= 470 lb (ASCE7-10, Eq. 13.3-3) • • Horizontal Seismic Force, Eh=Fp= 0.228 *Wp= 470 lb Vertical Seismic Force, E„=0.2*Sps*Wp= 0.121 *Wp= 251 lb 411 •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, Nv= 4 4 E • No. of Support Legs Acting in Compression, Ns= 2 2 E„ •Overturning Calculation: w • Overturning Moment Mo=Eh*Hcg= 19733 lb-in IS Resisting Moment Arms Arm = 19 8 in • Resisting Moment MR=(0.9 0.2*Sps)*Wp*(Arm)= 30953 12863 Ib in Ka 41°MR • Strength Level Forces(IBC 1605.2): • Uplift, T= (MR-Mo)/Nt/Weff= 0 -215 lb • Comp, P=(1.2+0.2Sps)*Wp/N+Mo/N.JWIeff= 597 958 lb Shear, V=(Eh)/N„= 117 117 lb • •Amplified Forces (ASCE 12.4.3.2): • Uplift, T= (MR-QQMo)/Nt/Weff= -239 -1140 lb Comp, P=(1.2+0.2Sps)*Wp/N+S20Mo/NC/Weff= 982 1883 lb • Shear, V=(Q0E1,)/N„= 294 294 lb • • 1/2"dia Dewalt Power-Stud+w/2-1/2"embedment thru mounting holes in Rack base to • Concrete SOG • • • • S-24 • • 25 • Company name:Corbin Consulting Engineers • ,� �NUDES D WALT. powers Project:Templeton Elementary School Date: 1/30/2019 • Version: 2.4.6290.27783 Project number: 19005 Page: 1/2 • GEOMETRY: • i • • r- • Q0 • I �� • % '� • ..-� t • I i • �` • ' • ,,..:� ...Z:,...:., :1,4',,‘a � i �,3 fi ieF a.,,`,,,‘ a ,,I.:1'' „ ` � ' Amts s «yam.• :.0 • _ ., • �' ... a,,� < 1`� G , '' "fit. � uu, tti • ,r '11„.fi +� ,�i•\� ,», A+ nom' .s ' �. r''''''.1,!‘'.':: nx” ''� -. W Rook • �` S .� x tet "‘'" a�'� • $ k J , ' g +W • • i # • • LOAD ACTIONS:[lb),I'ft-lbl • z Design loads/actions • Nu 1140 lb N Vux 0 lb • + Y Vuy 294 lb • MUz Vuy Mux ' 'kV M • M uy M uz • 1.l. -.-•-•- Vux • Mux Load reversal 100 % '.....__...... ..._._._...,..._.............._.._............_..........,........_._._......_....._._;' X-direction • Load reversal 100 % • Y-direction • • • • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. PDA-Powers Design Assist® Network Rack Ata Design.pcp2 • • • S-25 • • 26 • • Company name:Corbin Consulting Engineers Wim,, Project:Templeton Elementary School Date: 1/30/2019 • Version: 2.4.6290.27783 Project number: 19005 Page: 2/2 • SUMMARY: • Selected anchor: Power-Stud+SD1 ..1 hnan • 1/2"0;hnom 2-1/2"(64mm),Grade 2 , � • Effective embedment: hep = 2.000 inch t114i 1J11l111N11111 $I . dbn Approval: ICC-ES ESR-2818 cb • Basic principles of design: • Design method: ACI 318-11 (Appendix D) • Concrete: Normal weight concrete cracked concrete f'c =3000 psi Load combinations: from Section 9.2 • Factored loads • Dg = User enters load Anchor parameters: cmin = 3.25 inch smin = 4.50 inch hmin = 4.00 inch cac= 8.00 inch scr= 6.00 inch Anchor ductility: yes • Reinforcement: none edge reinforcement or<#4 bar • Tension: Condition B Shear: Condition B Stand-off: not existent • Seismic loads: yes • Tension load yes(D.3.3.4.3(d)) Shear load yes(D.3.3.5.3(c)) • Resulting anchor forces I load distribution: • Anchor No. Tension load Shear load • #1 1140 lb 294 lb Maximum 1140 lb 294 lb 411• • • Max.concrete compression strain: 0.00 % • Max.concrete compression stress: 0 psi Resulting tension force: 1140 lb • Resulting compression force: 0 lb • Calculations: Design proof: Demand Capacity Status Tension load 1140 lb 1284 lb 0.89 s 1.0 • Shear load 294 lb 1687 lb 0.17<_1.0 OK • Interaction - - - - 0.89 5 1.0 • 0 • • • • • • • • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. PDA.Powers Design Assist® Network Rack AB Design.pcp2 • • • S-26 • • 27 • PRODUCT DATA SHEET OUADRARACV 4-POST FRAME 41 • SPECIFICATIONS DIMENSIONS •Four-post frame with threaded mounting holes used to support 19"wide rack-mount #12-24 Ina-Auto communications equipment and shelves t Nc • •For indoor use only,in environmentally 1 t. • controlled areas;may not be used outdoors, 1 RMU Eks 1.75 .._. ..- in industrial or harsh environments,or in - _ 5� • plenum spaces ( 625 •Includes: .625 • -(1)top pan DETAIL A -(1)bottom pan EIA-n10-0 • -(4)mounting channels UNIVERSAL , . HOLE SPACING • -(2)base angles . • -(2)top angles -Assembly hardware • -(100)#12-24 equipment mounting screws a, ma -Order installation hardware separately • •Available sizes: See order table ("" • •Usable equipment space: t., • See order table oe " •Equipment Support: A B • -Front and rear pairs of 3"deep C-shaped equipment mounting channels • Fixed in place,29"apart front-to-rear -.-17.79-•-- 3,0--- -+--23.0--•-- 19"wide,EIA-310-D compliant hole • pattern -4.--18.32-Y 29.0 -1-3/4"high rack-mount units(RMU) • -Universal hole pattern,5/8"-5/8"-1/2" vortical hole spacing -Threaded#12-24 equipment mounting P q �_ a.� • holes ' m -RMU spaces are marked and numbered 20,3 - 41.0 ---►- • on the channels -Includes 100 each#12-24 equipment • mounting screws Part Height •Load capacity: Number (A) (B) RMU • 2000 lb of equipment 5C120-X03 84.0" 79.0" 45 •Certifications: • -EIA-310-D compliant 50120-X15 96.0" 89.5" 51 -OSHPD OPM-0260-13,Preapproval of 5C120-X08 108.0" 101.7" 58 • Manufacturer's Certification(0PM) • •Material: Aluminum extrusion • Aluminum sheet ORDERING INFORMATION •Construction: • Bolted assembly,Ships unassembled Description Cgg•Finish: Part HxWxD Weight Clear grained aluminum or Number Height-ft(rn),Depth-in(mm) lb(kg) Epoxy-polyester hybrid powder coat paint • available in black,gray,computer beige or 50120-X03 /(2.1)x 19 x 29 1140),45U 65(29.5) glacier white• 50120-X15 8(2.4)x 19 x 29(740),510 67(30.4) Accessories: 50120-X08 9(2.7)x 19 x 29(740),58U 69(31.3) • •Cable Management • Use vertical and horizontal cable managers, X-coioC 1=6ray,2=Computer Beige,5,,Cleat 7=f11ack,F=SlacierWhire sold separately • •Power Distribution: ) r, r ° Use vertical and rack-mount power strips, • sold separately •Ground and bonding: • Use rack-mount bus bars or ground terminal lugs,sold separately • •Seismic Bracing: • Use CPI bracing kits,sold separately • While every et Iron been made to ensure the accuracy of all information,CPI does not accept liability for any errors or omissions al cpi and receives the right to change information and descriptions of listed services and products. CH A T S W O R T H PRODUCTS 0216 Chatsworth Products,Inc.All rights reserved.Chatsworth Products.CPI,CPI Passive Cooling.eConnect.MegaFrame. Saf-T-Grip,Seismic Frame,Slimframe,TeraFrame,Globalframe,CUBE-IT PLUS,Evolution,OnTrac.QuadraRack and Velocity • are federally registered trademarks of Chatsworth Products.Simply Efficient,Secure Array and Clik-Nut are trademarks of Chatsworth Products.All other trademarks belong to their respective companies.ffev.4 08/16 MKT-eao2.1,35k • i'1 i s s n., 1,t e"4- y"4 F ,,....1*---. JJ7 • • 28 • Ct re.Ito „ ; • !„i 9 • £ LG I ( . • t • < ,. rt � a --1-. ,t i4 t 11 e t . , • i 4 < NI II • • a • r i, �, .� 7 ' �t 1 • • , /a • s • r m • • • • (� (� ( ((� ( [2-g COSI COvS-ITU ��U���RS,�C, PROJECT NO: 1�t C c ` or: . . , 1905 NW 169th Place, Suite 121 PROJECT +`i�' t' <' A ` REV Beaverton,Oregon 97006 TITLE it >�a # ,° a t.,$i” a f2—.1' DATE iii III CORBIN Tel: 503/645-0176 Fax: 5031645-0415 ORIGINATOR 1 CHK • S-2i ! • 29 ! REV DESCRIPTION BY DATE - ---- -- --/--/-- ! -- --/--/-- • ! CKr RATING PHASE BUS - PHASE BUS RATING CKT NO ACCESSORIES TYPE AMP/P CONN CONN AMP/P TYPE ACCESSORIES NO ! HLO Fixed Off/On �---N°-- 54.00" �--- 1 QD 225/3 ABC ___(-No,.._ MOUNTING "O °--SI _.----..- EACH SIDE • .. M MAX FRA —^o-.j ABC 1000/3 PG BRANCH MOUNTED MAIN —°,---....c-HLO Fixed Off/OnSIZE 3 QD 225/3 ABC — - �-„ ! �.N ON LEFT --^ HLO Fixed Off/On —O a- R - • 5 QD 225/3 ABC -- - ON RIGHT /^t 400AS HLO Fixed Off/On, -o o— _o ABC 400AT/3 LG Std. U 80% 2 ! --..,"*. --' 'a-- . 7 PS 4.50" FP 00 225/3 ABC --4::: -- --(Th.— o- ABC 4"S LG HLO Fixed Off/On, 4 - °-- 400AT/3 Std. U 80% • 9 PS 4.50" FP QD 225/3 ABC --4 '6 - —."Th— • HLO Fixed Off/On ^- 4.50" BLANK 11 BC 70/3 ABC —i 0— 4.50" BLANK • 4.50" BLANK ! 4.50" BLANK 4.50" BLANK • ! 4,50" BLANKHCRU 4.50" BLANK ! PHASE B!JS FRONT 4.50" BLANK • 4.50" BLANK AH • 4.50" BLANK B0 4.50" BLANK • CO 4.50" BLANK • 4.50" BLANK BACK 1.50" BLANK • PHYSICAL DATA Lis,) : n �- ELECTRICAL DATA • ENCLOSURE Type 1 • Surface — Hinged SYSTEM: 208Y/120V 3Ph 4W 60Hz FRONT CAT#: HC4486TSHR System Ampacity: 1000A 4111 BOX CAT#: HC4486DB 14kA SYMS. SCCR DIMENSIONS: MAIN: MAIN BREAKER PG 1000A 86"(2184mm)Hx44"(118mm)Wx9.5"(286mm)D Top FEED • WIRE BENDING SPACE: 65kA AIR TOP — 16.3"(414mm) INCOMING CONDUCTORS(S) PER NEC, CEC, NOM: ! BOTTOM — 12.4"(315mm) Wire Bending Space: • RIGHT SIDE — 12.5"(318mm) Phase Lugs:1 — (4) 3/0 — 500kcmil LEFT SIDE — 5.2"(132mm) PHA: 414HR BRANCH SUMMATION 3 — 225A/3P QD FIPL 2 — 225A/3P—PS QD 41/ BUSSING: COPPER Tin Plated 1 — 70A/3P BC HPL 2 — 400A/3P LG HPL,STD LI 80% • OPTIONAL FEATURES: SEISMICALLY QUALIFIED : IBC/ASCE?/CBC/NBCC • SHIP COMPLETELY ASSEMBLED • BRANCH USER PLACEMENT (Continued on next page.) III JOB NAME: TTSD Templeton ES EQUIPMENT DESIGNATION: MDS-2N-1-D-1 • JOB LOCATION: EQUIPMENT TYPE: I-Line (Circuit Breaker Type) PANEL 1 OF 1 • DRAWN BY: (020) DRAWING TYPE: ONE LINE DIAGRAM ENGR: SQUARE a • DATE: November 07 2018 DRAWING STATUS: QUOTE eywrrwrei��"'� DWG # OQ 206597 05128394-41 I PC 1 OF 2 1 REV - • h I 30 t `� c ((� )i(.0DC7 (), - T. e,,. 1 ! (.- -- 6 ( ... • / C : - \ t.,�, . .: 2 ,'a !�.... ~moo a ,�� 3 w �d� to .... ` g cy e .. f • e .�. t 0j,,-- — CT a 6 i n • • P N • ,. a. - • t ,'1- • t d • ^ 1'` • • b :(:..„,-4-.0 1.„...4,4 _ • • i0 i, ,~._F-, eta, ;pro � <",-,) 2, 4, • • . • • • • • CORBIN CONSULTI\G ENGN EERS,NC. PROJECT NO: - 0 Page:of: • 1905 NW 169th Place, Suite 121 PROJECT I "v1k 't i REV • Beaverton,Oregon 97006 TITLE r' t2 DATE t/-� f is_Tel: 503/645-0176 Fax: 503/645-0415 ORIGINATOR CHK S ID • • 31 I , --- '. • • Li t r_ f. 3 vV- , �. ,;P, � • • L4,,,,- ,-‘, �_ �, } ,t4\(4 ' • EIS s o , 9 .- �,< '�j 8 5 F • .. • ,? ^_ n C� e,,.. n i • (.' --z 1 • • r ��gg ^pp [ ... ..w;... • Q )d' ^. }S°:.. �� `-0.44114,,'_." .fit f- ltif pie • cx � �., ,. • �� r • ,I • • • • • • t --� n • . • _ t f 3 • t • ...... • r (� (� (! Page: • -N CORING CO\ISCLThe E.CG1\-EERS \C, PROJECT NO: t ,'� 1905 NW 169th Place, Suite 121 PROJECT , a'a �'`(.1 °"?,31.) REV •• ' .$ Beaverton,Oregon 97006 TITLE ? t-- 5t 4 PPO DATE I/O-Pt/6'5 ..,,CORBIN Tel: 503/645-0176 Fax: 503/645-0415 ORIGINATOR fix--. CHK S / • • • 32 • • Z X • • • • ! ., • • • • ` Y • rht • � • • • • • • • • • 541b v Ib-in • <Qfi 4411 . • • • • • : • • • Itk • • smrrl; • !�- • • • • Loads:BLC 1,Dead Load • Corbin Consulting Enginee... SK- 1 RLS Templeton ES PNL 2N-1-B-1 Mounting Wall Check Jan 30, 2019 at 8:59 AM • 19005 PnI2N-1-B-1 Mounting Wall Check... • • S-32 or • 33 • ' Column: M2 0 Shape: 2X6 • Material: DF Dy in • Length: 153 in I Joint: N3 Dz — in • J Joint: N4 • LCo 1: Wall Check Code Check: 0.405 (bending) 206 at 76.5 in • Report Based On 39 Sections • __ _�„ • 58.542 at 0 in • • A lb Vy lb Vz lb • • -59.208 at 153 in • • Mzlb-in • • T lb-i : My lb-in • • -3696.392 at 60.395 in • • .489 at 60.395 in • ft ksi II fa ksi • • fc ksi -.489 at 60.395 in • • • AF&PA NDS-05/08:ASD Code Check • Max Bending Check 0.405 Max Shear Check 0.060 (y) Location 60.395 in Location 153 in • Equation 3.9-3 Max Defl Ratio L1743 • CD 1 RB 19.339 CL .929 Cr 1 Cfu 1.15 CP ,03 • (ksi) Cm Ct CF y-y z-z 410 Fc' .049 I 1 1 1.1 _ Lb 153 in 153 in Ft' .878 1 i 1 1.3 le/d 102 27.818 • Fb1' 1.207 ; 1 I 1 1.3 Sway No No • Fb2' 1.495 _ 1 __ 1 1.3--- Le-Bending Top 153 in Fv' 1 1 • E' 1700 1 1 Le-Bending Bot 153 in • • • • • S-33 • • 34 • REV DESCRIPTION BY DATE - ---- -- --/--/-- - ---- --/--I-- _ - ---- -- --/--/-- • ® ( 225 • CKT RATING q RATING CKT NO ACCESSORIESTYPE MAP/P �42 T AmP/p TYPE ACCESSORIES NO • 1 Handle Clamp QOB 20/1-0 �— 20/1 QOB Handle Clamp 2 3 Handle Clamp 008 20/1-0 • a-- 20/1 00B Handle Clamp 4 • 5 Handle Clamp 008 20/1—‘Th4 eTh6 7 Handle Clamp 40B 20/1-0 --.No•— 30/3 00B Handle Clamp 8 • 9 Handle Clamp 00B 20/1--0'-Th10 11 Handle Clamp QOB 20/1—� — 20/1 40B Handle Clamp 12 • 13 Handle Clamp —( r� 20/1 QOB Handle Clamp 14 15 Handle Clamp Q08 20/1-0 20/1 QOB Handle Clamp 16 • 17 Handle Clamp 009 20j1--^ 0— 20/1 00B Handle Clamp 18 19 Handle Clamp 40B 20/1--' o-- 20/1 40B Handle Clamp 20 • 21 Handle Clamp 409 20/1-- o• Q-- 20/1 008 Handle Clamp 22 23 Handle Clamp 00B 20/1 • • (M) 20/1 408 Handle Clamp 24 • 25 Handle Clamp 40B 20/1—^ •—' 20/1 QOB Handle Clamp 26 • 27 Handle Clamp 40B 20/1- P - — 20/1 006 Handle Clamp 28 29 Handle Clamp QOB 20/1—^ •0-- 20/1 40B Handle Clamp 30 • 31 Handle Clamp QOB 20/1---^ 20/1 009 Handle Clamp 32 33 Handle Clamp QOB 20/1 • 20/1 QOB Handle Clamp 34 • 35 Handle Clamp 40B 20/1—^ •--- 20/1 QOB Handle Clamp 36 37 Handle Clamp 40B 20/1— • o— 20/1 406 Handle Clamp 38 • 39 Handle Clamp 408 20/1--0"-Th 0-- 20/1 QOB Handle Clamp 40 41 Handle Clamp QOB 20/1---0 o-- 20/1 QOB Handle Clamp 42 • 43 Handle Clamp 406 20/1 -- 20/1 40B Handle Clamp 44 45 Handle Clamp 40B 20/1—^ • 0-- 20/1 QOB Handle Clamp 46 • 47 Handle Clamp 40B 20/1-0__• • • 20/1 QOB Handle Clamp 48 49 PREPARED SPACE QOB 20/1--4^_1- b.-• 20/1 QOB PREPARED SPACE 50 • 51 PREPARED SPACE 00B 20/1---6 '- • - 52 • 53 BLANK f BLANK 54 • E4OYAA A 8 C • • a . -,4p, • • PHYSICAL DATA ELECTRICAL DATA • ENCLOSURE Type 1 SYSTEM: 208Y/120V 3Ph 4W 60Hz • Surface - Hinged System Ampacity: 400A FRONT CAT#: NC8OVSHR 10kA SYMS. SCCR • BOX CAT#: MH80 MAIN: MAIN LUGS : 400A DIMENSIONS: Bottom FEED • 80"(2032mm)Hx20"(50Bmm)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)mrn 1 - 225A/3P QB HPL 45 - 20A/1P QOB HC PBA: 709HR 3 - 20A/1P-PS QOB 1 - 30A/3P 008 HC • BUSSING: COPPER Silver/Tin Plated • OPTIONAL FEATURES: • SEISMICALLY QUALIFIED : IBC/ASCE7/CBC/NBCC SHIP COMPLETELY ASSEMBLED • BRANCH USER PLACEMENT • (Continued on next page.) • JOB NAME: TTSD Templeton ES EQUIPMENT DESIGNATION: 2N-1—B-1 JOB LOCATION: EQUIPMENT TYPE: NQ (Circuit Breaker Type) PANEL 1 OF 1 • DRAWN BY: (Q2C) DRAWING TYPE: ONE LINE DIAGRAM • ENGR: SQUARE Q' DATE: November 07 2018 lNldndde!El.ielc • DRAWING STATUS: QUOTE DWG 0Q-206597-05125906-01 I PG 1 OF 2 I REV - • ./ i= 'l r ILSA, aAm p .-/ S-34 • • 35 r r " • r;, • (e.--;-,./ -1) • �ti x 2„ • - _ 3 I rf, • o Z _ a ,. „ • . LA . - ; :- z. a • `4) �f r • , , • � j • N , • e ;� 4 1 • ro • • • I' , • ka • • f • 4x • &- 04- r �� < _. -ice • �_ • - -r ` \�P 6 • \3C .0 m • e ( � � f "4� e• -, y t' ) ,, L 3/ , t, t ..., «� .� ",� 4-4, .. "" s • ,. / > - -{')(,`,,I. t e 40 C, i A I\) ;.N..,G. N.,,+11,,.t"S ,llj, ie*.... l * • ....�. ,. ill • R J 1Y/ofl)4 c�6,.. L p' t tt� v+ rc' te,0 f , '. : 1# ,tom". - R aid • • m -, ti`.. Se 4. i ... • I Page: ---,\• CURB \ CO\S LTlG 7\G�\F�RS,f PROJECT NO: ��( €? r� • 1905 NW 169th Place, Suite 121 PROJECT W ' ir . REV • Beaverton,Oregon 97006 TITLE L i,i P4 e- DATE i' � CORBIN Tel: 503/645-0176 Fax: 5031645-0415 ORIGINATOR CHK S 35/ • • • 36 • • Z. • • • I • • • • • • • • • • �e • • Lk- • • • • 461b p.b-in • • ; • , • N4-; • , • • 51b/ It • • • • Loads:BLL:1,Dead Load • Corbin Consulting Enginee... SK- 1 • 'RLS Templeton ES PNL 4N-2-A-1 Mounting Wall Check Jan 30, 2019 at 9:33 AM • 19005 Pnl 4N-2-A-1 Mounting Wall Check... • • S-36 0 • 37 • Column: M2 • • SMhaateprLl: 2DXF6 Dy in • Length: 180 in I Joint: N3 Dz in • J Joint: N4 • I6Co de: 16Nhael cl kC.h eocAk13 (bending) -.311 at 85.263 in • Report Based On 39 Sections • • 65.5 at 0 in • • A lb Vy lb Vz lb • • -55.5 at 180 in • • 0 lb-in"\ 0 T lb-inN\ ' My lb-in • \:, :::‘‘‘.‘,\;‘, S • -3650.796 at 61.579 in • • .483 at 61.579 in • ft ksi • fa ksi • • to ksi -.483 at 61.579 in • • • AF&PA NDS-05/08:ASD Code Check • Max Bending Check 0.413 Max Shear Check 0.066 (y) Location 61.579 in Location 0 in • Equation 3.9-3 Max Defl Ratio L/578 • CD 1 RB 20.976 CL .9 Cr 1 Cfu 1.15 CP .021 • (ksi) Cm Ct CF y-y z-z • Fc .035 1 1 1.1 Lb 180 in 180 in Ft' .878 1 1 1.3 le/d 120 32.727 • Fb1' 1.17 1 1 1.3 Sway No No • Fb2' 1.495 1 1 1.3 Le-Bending Top 180 in Fv' .18 1 1 • E' 1700 1 [ 1 Le-Bending Bot 180 in • • • • • S-37 • • 38 REV DESCRIPTION BY DATE - ---- -- --/--/-- I . - _---- -- --/--/- -- --/--/-- • • CKT RATING RATING CKT • NO ACCESSORIES TYPE AMP/P AMP/P TYPE ACCESSORIES NO • 1 HLO Fixed Off/On EDB 20/1 a 20/1 EDB HLO Fixed Off/On 2 3 HLO Fixed Off/On EDB 20/1 LIP el r 20/1 EDB HLO Fixed Off/On 4 • 5 HLO Fixed Off/On EDB 20/1 rTh :i 20/1 EDB HLO Fixed Off/On 6 7 HLO Fixed Off/On EDB 20/1 • .. • 20/1 EDB HLO Fixed Off/On 8 • 9 HLO Fixed Off/On EDB 20/1--0 0-- 20/1 EDB HLO Fixed Off/On 10 11 HLO Fixed Off/On EDB 20/1 M° 0 20/1 EDB HLO Fixed Off/On 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 -- 0 20/1 EDB HLO Fixed Off/On 16 • 17 HLO Fixed Off/On EDB 20/1 :i • 20/1 EDB HLO Fixed Off/On 18 19 HLO Fixed Off/On EDB 20/1--0 ` Mill 20/1 EDB HLO Fixed Off/On 20 • 21 HLO Fixed Off/On EDB 20/1 0• am • 20/1 EDB HLO Fixed Off/On 22 23 HLO Fixed Off/On EDB 20/1-0-_ __h 20/1 EDB HLO Fixed Off/On 24 • 25 PREPARED SPACE EDB 20/1---0,,,,c- m� -� 0.-• 20/1 EDB PREPARED SPACE 26 • 27 PREPARED SPACE EDB 20/1---5__ - == -,1 - 20/1 EDB PREPARED SPACE 28 29 PREPARED SPACE EDB 20/1---0 i� -1- o--- 20/1 EDB PREPARED SPACE 30 • S� 100A A A A EI 1/• N • • I • I • PHYSICAL DATA ELECTRICAL DATA • ENCLOSURE Type 1 SYSTEM: 480Y/277V 3Ph 4W 60Hz Surface - Hinged System Ampacity: 100A • FRONT CAT#: NC32SHR 14kA SYMS. SCCR • BOX CAT#: MH32BE MAIN; MAIN LUGS : 100A DIMENSIONS: Bottom FEED • 32"(813mm)Hx20"(508mm)Wx5.75"(146mm)D INCOMING CONDUCTORS(S) PER NEC, CEC, NOM: • WIRE BENDING SPACE: Wire Bending Space: TOP - 3.25"(83)mm Phase Lugs:1 - #6 - 2/0 AWG • BOTTOM - 9.35"(238)mm BRANCH SUMMATION SIDE - 4.1"(104)mm 24 - 20A/1P EDB HPL 6 - 20A/1P-PS EDB • PBA: 550H R • BUSSING: COPPER Silver/Tin Plated • OPTIONAL FEATURES: • SEISMICALLY QUALIFIED : IBC/ASCE7/CBC/NBCC SHIP COMPLETELY ASSEMBLED • Copper GROUND BAR • BLANK ENDWALLS COPPER SOLID NEUTRAL • Maximum Panel Weight 102. Depth Center of Gravity 5.75 • Elevation Center of Gravity 16.0 • Vertical Center of Gravity 10.0 ---STANDARD EQUIPMENT NAMEPLATE--- • Engraved as Follows • (Continued on next page.) • JOB NAME: TESD Templeton ES EQUIPMENT DESIGNATION: 4N-2—A-1 JOB LOCATION: EQUIPMENT TYPE: NF (Circuit Breaker Type) PANEL 1 OF 1 • DRAWN BY: (Q2C) DRAWING TYPE: ONE LINE DIAGRAM • ENGR: SQUARE Er DATE: October 16 2018 4r fthmWr Eiaccrtc • DRAWING STATUS: QUOTE DWG# OQ-206597-13952871-01 I PG 1 OF 2 I REV - • \.r KC,r'''!",-- > ,a.- L. ' S-38 • C Imo,. • ,.. . • y r r _ • � �. y .:. -� , . fat , $- a1= .. • 3 e .. • 1 • _ 44 3 • I.., �'.1 C.,lei-,/¢�/2 , f (-� t f 7,v $ . 'J k i t S t'� e • • (/ a. f e "• i s i 1 ' . v rt i • 1414 1� ) _ ' r — € { 'Ve • e''.1-.:*.)rt! .E*1(5'111+1)(!**--it' i 4'''''t. • f.-3,)-t) ice... `� a • • 1 . Y p ` r �` ,l-' � -e "3'3' .� 6 [,, . '\ C .e. 0 r ! ! Page: • CORBI\ CO`S.,LT U E\GT\- lS, 1 -C, PROJECT NO: 19c20 �� • 1905 NW 169th Place, Suite 121 PROJECT e4.-(-.1.2, E-. REV Beaverton,Oregon 97006 TITLE ?/1-404,4_ /110444-1174--)0"- DATE a,7/ • � CORBIN Tel: 503/645-0176 Fax: 503/645-0415 ORIGINATOR , .„C- CHK S9/ • • • • , ,fri.,n ,,..).C..., „.4,, 1 1 1 C''4. i'' ! ! • • , ; : i . - ; ! , ! ! • , . ,,‘,„.', .. i,i,.) , .: /. --1 y . €1 • ' it '''' ''' '-''' (, - , ,,, , , . : • ti Y -1- ' :.... .,. • ,„,„ ,, „ . . ' i",, ! 0.,i , ', .i , , ' . . • i, i .i• -14,,,,A(.„,,,,,, A14,,,,, ,,,i ;„ -,..4tp ' i 4.,,. - , , , , . ., - •i i . , , : ., ,... , ,,.. • , - ... ,.; , , , , - : ., ., i , , , .,-. i. , / --,, : (9„,i4 ,ils-i..- -, ,, I it. . , - , • • li„ • • • : ...., • . , • . , ; • • • • ! : . ., • . , . • : •. . -,- • ! . : 4', . . , ! ... .!.! • • . , , • , L '. `• .• • • ' , .. '. • • • •i ' , , •i ' • : 4! ! 't•--I 4: . , • ' . ' t . 1-!!!!!- --i•-1••••--•••••L 1771 ''• !!: '': 44 4 t 4 4,4 • , ! • ! ' ! i ! ! ! - !'! • -I!! : _ _ , . „ : ! 1 !' !• - ! ! ! ... , . „ , . . . . - • -:, : i 1 ! : - ', I .i I , , • , ! , . : : i • ` ! -1.- ! I : : ' ' I ! " ; I I-1- i I ! : --I ; I • I : I I L i ' I : i , ` , L ' , 4 • 4 . , ' :,.. ' ' ' 4 • ' '. ' ,, i 4 , ' • . . . • Page: --'\ • tri‘i_ ‘\, CORB-\ C0iS- LING_,I\G__\EERS \C 7 __ . PROJECT NO: 19 00,,5— ,..------i5l---- . • Itk ! 1905 NW 169th Place, Suite 121 PROJECT 7I;?Ilk..6,:,lo pc.) 1;-.5 REV Beaverton,Oregon 97006 TITLE Ofl-0-..)1i,4,,,, ish(A,4,,,„.#77i i-,..„)i-- DATE - . I•• • CORBIN Tel. 503/645-0176 Fax: 503/645-0415 ORIGINATOR i.1-1: CHK S-10 El • • 41 .Y • kr< • Z X • • • • • • -1080lb • • • • • • t:‹; • • • N. 1 • • • • Ni • • • • • I • lb-In • 40 • • • 2611:0(.`13• .\ • • • I Loads LC 2,Bearing Waif Check • Corbin Consulting Engine..., SK- 1 • RLS Templeton ES PNL 2N-1-C-2 Support Wall Check Feb 4, 2019 at 1:18 PM • 19005 1 PNL 2N-1-C-2 Wall Check.r3d 9 • S-41 • • 42 • Column: M2 • Shape: 2X8 • Material: DF Dy in Length: 180 in • I Joint: N3 Dz in • J Joint: N4 LC 1: Wall Check • Code Check: 0.580 (bending) -.38 at 90 in • Report Based On 39 Sections • • 480at0in 191.028at0in • • Vy Ib Vz Ib • A lb -198.972 at 180 in • • • • Mz i..; ) , . . . Ib-in II t,1 1 , I , i i • T E '.: Ib-in I , i , , My Ib-in • • -9132.5 at 90 in • • • .695 at 90 in • ae � ft sksi • .044 at 0 in �,�' m� � ���� • fa ksi :\ - °�% 'i. °' > a - fc z '-a oaR,3a a. •\ a? ksi a, • -.695 at 90 in • • • AF&PA NDS-05/08:ASD Code Check Max Bending Check 0.580 Max Shear Check 0.152 (y) • Location 90 in Location 180 in • Equation 3.9-3 Max Defl Ratio L1473 • CD 1 RB 1.795 CL 1 Cr 1 Cfu 1.15 CP 1 • (ksit Cm Ct CF y-y z-z • Fc' 1.575 1 1 1.05 Lb 1 in 1 in Ft' .81 1 1 1.2 le/d .667 .138 • Fb1' 1.2 1 1 1.2 Sway No No Fb2' 1.38 1 11.2 • Fv' .18 1 1 Le-Bending Top 1 in E' 1700 1 1 Le-Bending Bot 180 in • • • • • S-42 • • 43 • REV DESCRIPTION BY DATE H - ---- -- --I--/-- --- -- --f--l- - ---- -- --/--/-- • CKT RATING RATING CKT • NO ACCESSORIES TYPE AMP/P AMP/P TYPE ACCESSORIES NO 1 --"Th • 2 • 3 QOB 40/3—0'Th • 6"---.6--- 40/3 Q08 4 • 7 SrM_• • a�_ 6 8 9 QOB 30/3 � • ('''''N--- 15/3 008 10 i 1 1 - 0"---'& • 61.-.." 12 • 13 QOB 20/2 `0 ) • r-� 25/1 008 14 15 —� o • o 0 20/1 008 Handle Clamp 16 • 17 Handle Clamp QOB 20/1---oo 20/1 006 Handle Clamp 18 19 Handle Clamp QOB 20/1—0 • 0 20/1 QOB Handle Clamp 20 • 21 Handle Clamp QOB 20/1 o • o 0 20/1 Q0B Handle Clamp 22 23 Handle Clamp 00B 20/1 0 - • o- 20/1 008 Handle Clamp 24 • 25 Handle Clamp 00B 20/1— i • 0 20/1 008 Handle Clamp 26 27 Handle Clamp Q0B 20/1 0 • o- 20/1 008 Handle Clamp 28 29 Handle Clamp 009 20/1 e • o 0 20/1 Q013 Handle Clamp 30 31 Handle Clamp Q0B 20/1-0 • o tea---- 20/1 Q0B Handle Clamp 32 • 33 Handle Clamp008 20/1— • o— 20/1 00B Handle Clamp 34 35 Handle Clamp 00B 20/1 • o- 20/1 Q0B Handle Clamp 36 • 37 Handle Clamp008 20/1 0 • o- 20/1 00B Handle Clamp 38 • 39 Handle Clamp 006 20/1-0 • a 20/1 Q0B Handle Clamp 40 41 Handle Clamp ,▪--.QOB 20/1 • 0 20/1 Q0B Handle Clamp 42 • 43 Handle Clamp 008 20/1—o • 0 20/1 00B Handle Clamp 44 45 Handle Clamp QOB 20/1 a I o— 20/1 Q06 Handle Clamp 46 • 47 Handle Clamp 00B 20/1 a • _0 20/1 00B Handle Clamp 48 49 Q0B 15/1-• 0--•-----0 -• 20/1 Q0B PREPARED SPACE 50 • 51 PREPARED SPACE 00B 20/1---6 mo-- • -o^'o--• 20/1 Q0B PREPARED SPACE 52 53 PREPARED SPACE 006 20/1---4__b----• -Sr' --• 20/1 00B PREPARED SPACE 54 • 55 PREPARED SPACE 00B 20/1- a- • 56 57 ---0--- 58 • 59 60 61 411---- 62 • 63 —•-- 64 65 -----• 66 • 67 -•-- -• 68 69 • 70 0 71 BLANK —r BLANK 72 • S 225A L1 a S/ . ..' -, 41.-- /14 MA A B C N • — _ • PHYSICAL DATA ELECTRICAL DATA • ENCLOSURE Type 1 SYSTEM: 208Y/120V 3Ph 4W 60Hz Surface — Hinged System Ampacity: 225A 0 FRONT CAT : NC44SHR 10kA SYMS. SCCR • BOX CAT#: MH44 MAIN: MAIN LUGS : 225A DIMENSIONS: Bottom FEED • 44' (1118mm)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 — 9.26"(235)mm BRANCH SUMMATION • SIDE — 6.13"(165)mm 2 — 40A/3P QOB 1 — 30A/3P QOB PBA: 701HR 1 — 20A/2P QOB 33 — 20A/1P QOB HC • BUSSING: COPPER 1 — 15A/1P 009 6 — 20A/1P—PS 009 Silver/Tin Plated 1 — 15A/3P QOB 1 — 25A/1 P QOB OPTIONAL FEATURES: • SEISMICALLY QUALIFIED : IBC/ASCE7/CBC/NBCC SHIP COMPLETELY ASSEMBLED • Copper GROUND BAR • (Continued on next page.) • JOB NAME: TTSD Templeton ES EQUIPMENT DESIGNATION: 2N-1—C-2 JOB LOCATION: EQUIPMENT TYPE: NQ (Circuit Breaker Type) PANEL 1 OF 1 0DRAWN BY: (Q2C) DRAWING TYPE: ONE LINE DIAGRAM • ENGR: SQUARE a- DATE: November 08 2018 See Schneider El bark • DRAWING STATUS: QUOTE DWG# OQ-206597-05125910-01 I PG 1 OF 2 I REV — S-43 • • Cik)(,)0 ii I'04(::,,er, ,,,,.,. 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Iii .)(.) , o'- ) • • i • „,_ s o .a ht (= 1.1,4:Z% '^ =g i(,).4^”e a �t pr`i) "'r ./.,,r.' L, {`14.P. �. r q a .^ 1 e ,. . hyo.® .�. + ?r • • : • e _ t i 2 ..',--t"1-1--,---, _..a i wap ,,,,,---1--1--, d.. t t li 411110 • Y row • LL a 1 � F • • , CORGI, COI•SC-LTI\-G E\-G--\EERS,,,- C, PROJECT NO: I�t00 Page:' • 1905 NW 169th Place, Suite 121 PROJECT rt d 1� REV Beaverton,Oregon 97006 TITLE c 0i.1 ! . 2 DATE -,.___1___(,/,_/._A_ • ,CORBIN Tel: 503/645-0176 Fax: 503/645-0415 • ORIGINATOR 1 CHK S-42 • • 4 i_. cf.,.....:.--- -i ) • t4,1,s():1,r4i S - . • 6 it ,„i..' pea,' r,: A. .-N ' 4,,- .s" -, A ( ' • . , , r V rl '''' y '1 `. -)-- I.'r 1 —, . C) ,4./..,,„,. t,sf v's J, k. - ,..,„..„.„,,,;-_-+, - ..., ' ' , .. ,' 1 s s, • i . G.---"•,7„, , , ' : i ,: :. . . . . ' (i , • I 1 I !•I• 14 y,1,-/ y si zz? s ..: 1 ,' • , 1 POLE • PRIMIIIIIII LI/r )\I i • ,. 03 5* [. it - . , . . , • : , , \' ' '-e44...,:.4.,.W..,e,.Y,,.4„,,-,:,,,,,.t,..,/.„,.,A,,;„4..-.-•...' , FINISH GRADE • wA0 t, sss • 64.4 4 #4F1EfIAR LoOPS 01 ''sW—Er . 12•0.c.BOLTS . SECURE TO ANCHOR . . . . . • . ..,, ....E0 • .,4 . . . , 3000PSI CONCRETE ss • • / 024' • ‘,:',:,,, • ,--.,„,„„,„_,,,,,,„--„,-,,,,,„,,,,„..„„,,,,,„,„ „,,,-, ,,, • (7 t,,/ r,„F±, ' ,,,t ' , • '1 • (! 1 , tt) - • • 01 6 i-)() • • r . t,'' ''' ,\. 1,,:,i> ,.A „3, i')e)i.,,,,, ',(')A ,$,i) 0, ",.{1 4 e C0?A '''' ) ) (0‘, . ""< („ (7-' ‘s-Of .-- (1- ''''' '''' 'm ( '''' '" `- 1 Q(.< ' 1 , k ,. f ) • • 171'-' r ( )i 1_ t r''',":),..- t i /si is iss",t )(...1(..11,1i . , . • ').,, - S-6 ?cf-: C's-sss: 'is).4> ..,,tr: 's O , .„ , , . ., (46} "L), ('„ (C.: PO',1) 's-': ,.!,2 `&)-?.'s(-!;'' C,' 1 ,,ci. f'''''''.:4'!'6'6 S-?). i6 • 1..-1(.--i-f-!) ,,z\ 1_ „, 4„).,..t.t ps ,,,',," ,"! IL( '..:,,,', ,,;:\ .'"‘, 1, ( 1-\, • .,,... -, -- .•)\-, i , ,.... ., „. ,..4, . , , „... ., 4., .....„, f-(.,,f.,4, • . • — • . i 0 ,.. . • — . . , . . ., • • Page: ,‘ • - COiBI\ CO\S __ l 'tLT \IG:il\G_ ERS -NC PROJECT NO: I 1 OG)S- _----)--:)f•----- • 1905 NW 169ih Place, Suite 121 PROJECT Tf,-1,-V4PL.E.,71>t–\ .6..,,. REV Beaverton,Oregon 97006 TITLE Ltoi-r-T- Poe_-. ,- 3(13- E. DATE • t • CORBIN Tel: 503/645-0176 Fax: 503/645-0415 ORIGINATOR R.,./_.3. CHK •.... 0 • 47 1 ( ,•• , • ) „‘ , • , • ,. , •,. , , • .„ ..... 0 • • - - '..) (..? I • it.,A x ; = ; ';' • • C. 0 (,-,cj- (r)., tt 0 A t'44 (4''„ , = • , V 1/'' ''' =, r i ' ') i ( ) ,.'' 1 (' 0.,,: '. '4-^ ',/,,LL-1 ; .,,, t; i ' "' ' "--.. L j.,,, ,..,. \ ,, = ' 0{.,..i - ' fil;11"41; • 1 ;-= • , • • r kji - (01 ,, . .., e 4— - L .1 • • 't I • 4 1,-..., , „ , 4 i A f` illf-P 11)L'--1 LI ( ) '' ' C !.''' , '2 ,.' ,\ Le-4. ,,,,, ,,,,./4•* ,4 , ,') A , 1,-3 L„,,,,4„,: • -4/7:,•- P6-7- • , • • i ID • - - c),., (,..,t x -,).. i , -, , 1 c..) , ) , i , - , Ivi„e4Nre 4 ' .4 r?,/ (1.441.,451(16'4' • k.---L ..Tp , A e • • • • • • • • 0 • • • • • • Page: ------ • ' CORBII\ CO\S-.-LTI\--G ENGII\EERSI FC. PROJECT NO: ict oc,) e ---(31------- 5,ita 1 ---(06.) r REV .,::e.e. • , 1905 NW 169th Place, Suite 121 PROJECT IYi ..A ' ' Beaverton,Oregon 97006 TITLE 1--1-'61-fr 1))c_6 ,z;A'', 11 DATE e)JY/11 • CORBIN Tel: 503/645-0176 Fax: 503/645-0415 ORIGINATOR te,„1„,t'> CHK ill • • • 48 • Corbin Consulting Engineers, Inc. Project No: 19005 Page _of ,, 1905 NW 169th Place, Suite 121 Project Templeton ES Rev: • Beaverton, Oregon 97006 Title Light Pole Base Date : 2/5/2019 • CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator RLS CHK : 41 Per IBC 2003/2006 section 1805.7.2 O _I10. and IBC 2009/2012 section 1807.3.2 O Use service level forces • Note: Input cells in shaded cells only M • No Constrained • b 2 ft Post Diameter • h 12 ft Force Height • P 300 lb Lateral Force W 1414 lb Weight 41 ga„ow 2500 psf Allowable Bearing • Allowable Lateral • 51 833 psf Bearing Pressure • A 0.421 ft Intermediate Value S 0 • Foundation Design - Lateral • Moment at Grade 411 Mg 3600 lb-ft S Required Depth 0 Per Equation 18-1 • O d 2.57 ft Round to 2.75 ft 2'-9" 111, Alternatively, use the"goal seek"function to vary foundation diameter"b"to hit desired depth • • Foundation Check - Vertical • • Maximum Bearing Pressure Assume weight of concrete displaces original soil weight, thus, ignore • 411 a max 450.0902 psf Bearing OK 10 0 i S 0 0 S-48 • • 49 • Submitted by Graybar Catalog Number: Type: Job Name: DSXO LED P3 30K T3M MVOLT SPA �� • Tigard-Tualatin School District-Templeton BL50 D DBX D '' Elementary School-LightingGrayy,�� Contractor: Portland Electrical Construction,Inc. Notes: • 4e (Oregon City) POAT18-7585 • • (wtog D Series Munk, • Size 0 rotes • LED Area Luminaire ri* • 4. sighting ,,..; d"series ,k,.,,-k, $" Capable Luminaire • Asir n This item is an A+capable luminaire,which has been designed and tested to provide consistent color • Specifications appearance and system-level interoperability. • EPA: a95 ft` • All configurations of this luminaire meet the Acuity 0 n I Brands'specification for chromatic consistency Length: 26 • • This luminaire is A+Certified when ordered with DTL® ~. Width: 73" � ,,.,/ controls marked by a � i ,.,. ��a.DTL DLL • e:mi equipped luminaires meet the A+specification for • Height; 7" - L ......., luminaire to photocontrol interoperabilityt ht —. • I • This luminaire is part of an A+Certified solution wet • (max}: p.zs S ! ''I', �' I H for ROAM®or XPointTM Wireless control networks, _ii • providing out-of-the-box control compatibility with simple commissioning,when ordered with drivers and control options marked by a 4sa»a, lk4*. • To learn more about A++-, • visitwww,acuitybrands.com/aplus. 1.See ordering tree for details. • 2.A+Certified Solutions for ROAM require the order • of one ROAM node per luminaire.Sold Separately: A+Capahle options indicated .tc Roam;;irki DT -?t '13 • •„, by this color background. • 1= xv: :��,bN,':, „,:„ EXAMPLE: 5h:LED P5 40K T3M MVOLT SPA DDBXD • DSXO LED 0500LED Forwardoptl •s a 30K 3000K T15 Type T55 TypeVshort MVOLT' Shipped included • Pt P4 P7 40K 4000K T20 Typellshort TOM TypeVmediuni 120` SPA Square polemounon9j • P2 P5 50K 5000K T2M Type llmediem TOW TypeVwide 208°°' RPA Round pole mounting P3 Pt AMRPC Amber phosphor T35 Type III shun BLC Backlight control” 240'4 WBA Wall bracket • Rotated optics converted' 113M Type lBmedixil LCCO Left corner cutoff, 277' SPUMBA Square pole universal mounting adaptor° P10' P12' T4M Type IV medium RCM Right corner 347'•4' RPUMBA Round pole universal mounting adaptor 6 • PTV P13' TFTM Forward throw cutoff" WA" Shipped separately medium KMABDDBXDU Mast arm mounting bracket adaptor T505 Typevvery slog (specify finish? • • Shipped installed PIBN1FC3V Bi-'evel,motion/ambient sensor, Shipped installed MUD Dark bronze • NLTAIR2 nLightAIR generation 2enabled'' t5-30'mountingheight,ambient sensor H5 Heuse-sideshield 0 DBLXD Brack PER NEMA twist-lock receptacle enly(control ordered separate)" enabled at 110 BUD Bi-level switched dimming,30%''" SF Single fuse(120,277,347V)' DNAXD Natural aluminum • PERS Ave wire receptacle only(control ordered separate)in �JBLvD Bi-level switched dlmmmq,5096s'x'� OF Double fuse(200240,480V)' DWHXD White PERT Seven-wire trolorderedsepaiate)"" 190 Leftnotatedoptcs' DDBTXD Textured dark bronze PNMTD03 Part night,dim till dawn•' • OMG 0-10V dimming extend out back of housing for external control(control ordered separate) Kw SD3 Part nightdimshrs'" 090 Rightrotatedop0a' 081800 Textured black PIR B-lend,motionlambientsenso6815'nrounlingheghCambentsensorenabledat5fc''t" PM1T603 Paruiigh dimdhrss 001 DiOuseddrdplensf0 NATO Textured natural • PIRH Di-level,motion/ambient sensor,15-30'mountingheight,ambient sensor enabled atSfc^'t" u Shipped separately aluminum PIRHN Network B-Level mofoNambiretsensor' MATHS Part adjustableht oulss „ OWHGXD Textured white MO Field output" 05 Birdyikes • PIRIFC3V Bi-brei,motion/ambient sensor,8-15'mountingheight,ambient sensor enabled attic'"•" ' 1155 Fxoemalglare shield' • LITAACINIA One tithonia Way•Conyers,Georgia 30012•Phone:800.279.8041 • i,,,,,,,,i ,,<,e.,, DSXO-LED fA Rev.03/21/18 • l._ g T I 0 2011-2018 Acuity Brands Lighting,inc.All rights reserved. Page 1 of 7 • • Index Page • r Q.. i- t k . , .- :W S-49 tom: • • 50 • Submitted by Graybar Catalog Number: Type: Job Name: SSS 18 4C DM28AS DDBTXD • n Tigard-Tualatin School District-Templeton ��-��� Elementary School-Lighting - Contractor: Portland Electrical Construction,Inc. Notes: • (Oregon City) PORT16-7505 • • alog L/THON/A LICHT/NG® Number • FEATURES&SPECIFICATIONS Notes • INTENDED USE—Square StraighsSteei is a general purpose light pole for unto 39-foot mounting heights. This pole provides a robust yet cost effective option for mounting area lights and floodlights. Type • CONSTRUCTION—Pole Shaft:The pole shaft is of uniform dimension and wall thickness and is made of a weldable-grade,hot-rolled,commercial-quality steel tubing with a minimum yield of 55 KSI(11-gauge, • .1196"),or 50 K51(7-gauge,.17931,Shaft is one-piece with a full-length longitudinal high-frequency - electric resistance weld.Uniformly square in cross-section with fiat sides,small corner radii and excellent Anchor Base Poles • torsional qualities.Available shaftwidths are 4",5"and 6". Pole Top:A top cap is provided furall poles that will receive drilling patterns for side-mount luminaire arm • assemblies or when ordered with PToption. Handhole:A reinforced handhole with grounding provision is provided at 18"from the base.Positioning S S S • the handhole lower may not be possible and requires engineering review;consult Tech Support-Outdoor for further information.Every handhole includes a cover and cover attachment hardware.The handhole has • a nominal dimension of 2.5°x 5". Base Cover:A durable ABS plastic two-piece full base cover,finished to match the pole,is provided with SQUARE STRAIGHT STEEL • each pole assembly.Additional base cover options are available upon request. Anchor Base/Bolts:Anchor base Is fabricated from steel that meets ASTM A36 standards and can be • altered to match existing foundations;consult factoryfor modifications,Anchor bolts are manufactured to ASTM F1554 Standards grade 55,155 K51 minimum yield strength and tensile strength of 75-95 KSI).Top • threaded portion(nominal 12")is hot-dipped galvanized per ASTM A-153. HARDWARE—All structural fasteners are high-strength galvanized carbon steel.All non-structural • fasteners are galvanized or zinc-plated carbon steel or stainless steel. FINISH—Standard powder-coat finishes include Dark Bronze,White,Black,Medium Bronze and Natural • Aluminum colors.Classic finishes include Sandstone,Charcoal Gray,Tennis Green,Bright Rec and Steel Blue colors.Architectural Colors and Special Finishes are available by quote and include.but are not limited to • Hot-dipped Galvanized,PaintoverHot-dippedGalvanlzed,RALColors,Custom ColorsandExtendedWarranty W---.) _l Finishes.Factory-applied primer paint finish is available for customer field-paint applications. • WARRANTY—t-year limited warranty.Complete warranty terms located at: www.aeaitvbaands.corn,'CastomerResources,Terms and diti ri asoz • NOTE:Actual performance may differ as a result of end-user environment and application. Specifications subject to change without notice. • ORDERING INFORMATION Lead times will vary depending on options selected.Consult with your sales representative. Example:555205CDM19DDB • SSS • Nominalfixture Nominal shaft base' Series mounting height sizelwallthickness': Mounting' Options Finisht° • ® (See technical (See technical Tenon mounting AERIS'"Suaeendddll Shippedinstalled Standard colors information table.) information table.) pT Opentop(includesrepcap) mounting'-' UAB Less anchor bolts DDB Dark bronze • 18 4C 120 2-3/8"O.D.(2"NPS) DM19AST_ 1at90° VD Vibration damper DW H White T25 2-7/8"D.D,{-1/2"NPS) DM28AST_ 2at180° TP Tamper resistant DBL Black • T30 3-1/2"O.D.(3"BPS) DM29AST_ 2at90° handhole cover DMB Medium bronze fasteners DM39AST_ 3at90° T35 4"0A.(3-1/7"NPS) HAxy Horizontal arm bracket DNA Natural l • KAUKAD/KSE/KSF/KVR/EVFDrill mountino° 0M4965T (1 fixture)4at90° sc aluminum DM79 1at90° menOMERO'Susnenddrill Classic colors • mountin'° FOlxy Festoon outlet less DM28 2at180° 9 electricals DSS Sandstone DM28PL 2 at 180°with one side plugged DMI9MRT_ lat90° CP1.12/xy 1/2"coupling' DGC Charcoal gray • DM28MRT_ 2atlB0° DTG Tennis teen DM29 2at90° CPL34/zy 3/4"coupling' 9 DM39 3at40° DM24MRT_ 2at90° CPLtlxy 1"coupling' DBR Bright red • DM49 4at90° DM39MRT_ 3at90NPL12/xy 1/2"threaded nipple' 0511 Steel blue CSX/USX/AERIS"/OMFAO"Drill mounting UM49MRf_ 4at90" NPL34/xy 3/4"threaded nipple Architectural Colors and • DM19AS 1 at90° NPL1/xy 1"threaded nipple' Special Finishes" ColoPaint rs, AL DM28AS 2at16O° EHHzy Extrahandholes' Galvanized,Galvanized,DALolors, • OM29AS 2 at 90° MAEX Match existiing° Custom Colors and Extended DM39A5 3 at USPOM United States point of • Warranty Finishes available. DM49A5 4at90° manufacture DDBTXD IC interior coating10 • UL UL listed with label(Includes NEC compliant cover) • NEC NEC 410.30 compliant • gasketed handhole (Not UL Labeled) • See footnotes next page. • OUTDOOR POLE-SOS • 410 Index Page I' x S-50• • • 41_,„17,,,,. , • r ,� I , LL it €t'I' 4+` 1i G'„ _ r t/ • ). 1.I iv1t z i ' , f' t ' , . 1..,.y t e, P / e- ' m 4 x` n nom„ • i f,o�!", L t E i fc?4� ,, '., �t), L.�' r '., cJ ,�`1 6). i ,--1` O 1- (" it , `5 r , • I �_ �, ?ti ',./ 4 �_ ° • V ~ - IY t 1\1'-/ t ., (� i • � 4 u. • ( - D, • < • is ."= `,); € '``_ • /1 f t-# ,. ted ,. L1t� f.- ,..1 tr` ( r -�r i s . � ..• .� v m ll� �'( ,,1 x :',it a t..() i. • , i\ h� � i.t i r . o �. . e_ a ._ _ • r •- / I, -, k� • • 1 T (? (;�1 (� _ Page: • Cri CORB.\ COSS�LIF\G E_`G=NEERS,_ic, PROJECT NO: i D(� ot: • • 1905 NW 169th Place, Suite 121 PROJECT T �rv7P1 , i Pvt S REV ' i Beaverton,Oregon 97006 TITLE r` ✓ c) 6/ L 1`, DATE � i `' • CORBIN Tel: 503/645-0176 Fax: 503/645-0415 ORIGINATOR g ..t_, CHK S 5.41• • • 52 • • j € i • 1:1 3 • 3 .. e • 3 777 • i y, • • • • g m.e>�».. 2�4 -e — a t ..... • 6,-,, ..:: '} '3�)lt '1 R'+4�> p ., b.� j�}g�b..,.,fit. }..^>. .tP} _ dam. 11\11 e 3 _... , • .eY"�d:2 ,t 'd"^lam} l.` ..i.. 7^ e .. .. ."�...S .i-..3...... ...tit- .�., " ,11 ... o."--„, . ... • -,Db �}y�y -may+ • ' ,01: _ • • • • F A , ,... § • • • „__ m • E . • l . .. --.r-.. ye...; L�... ... • • • i ; • I ... • • • - /} Page: '44,4;44" COR�T�CO�SCLT��G�NG�� EZS,��C, 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 S-52 • • • 53 • • Corbin Consulting Engineers, Inc. Project No: 19005 Page _of 1905 NW 169th Place, Suite 121 Project Templeton ES Rev: • Beaverton, Oregon 97006 Title Flag Pole Base Date : 2/5/2019 • CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator RLS CHK: • Per IBC 2003/2006 section 1805.7.2 _ • and IBC 2009/2012 section 1807.3.2 r • Use service level forces • Note: Input cells in shaded cells only •411/• • Ill No Constrained b 3'ft sDm • h 22.5'ft ForcePoHeight ia • P 516' Ib Lateral Forceeter • W 300 lb Weight t • III gaiiow 2500 psf Allowable Bearing Allowable Lateral • S1 833 psf Bearing Pressure • • A 0.483 ft Intermediate Value • • Foundation Design - Lateral • • Moment at Grade Mg 11610 lb-ft • • Required Depth Per Equation 18-1 • • d 3.69 ft Round to 3.75 ft 3'-9" • Alternatively, use the"goal seek"function to vary foundation diameter"b" to hit desired depth • • Foundation Check -Vertical IP • Maximum Bearing Pressure III Assume weight of concrete displaces original soil weight, thus, ignore • gmax 42.44132 psf Bearing OK • 0 • • • • • S-53 0 • 54 • Submitted by Graybar Catalog Number: Type: Job Name: FLAGPOLE • 0 Tigard-Tualatin School District-Templeton �7 yyy��� Elementary School-Lighting a • Gra4YUa,R Contractor: Portland Electrical Construction,Inc. Notes' (Oregon City) PORT18-7585 • • 4" Top Dia. • --8" Gold Beacon, Internal Cam Cleat • 359' Revolving Silver Truck, with (2) 12v LED Bulbs. • Halyard, #10 (i" Dia.) with Goly. • Steel Core Braided Poly Rope • _�`-Six Snaphooks, Swivel, Stainless • ;�� Steel, With Neoprene Covers. • 22'-0" Taper Beaded Roller Sling With • Length Plastic Covered Counterweight. • Tapered Alum. Tube 0.188" Base Wall, Alloy 6063—T6 • Satin Finish. 11 • This Flagpole Is Designed to Fly (1) 5' X 8' Nylon & (2) 4' X 6' Nylon • 30'-0" Flags, At 135 mph, 3 Second Wind Exposed �(1) Piece Shaft Assembly Gusts Per NAAMM FP1001-07. • Height • 33'-0" Flush Access Door with Compression • Total Lock, Continuous Piano Hinge, and Length a Manually Operated Cam Cleat. • 0 • �8" Butt Diameter • 4'-6" Spun Alum. Collar (Caulk Perimeter by Installer) • Cement or Waterproof Compound (by Installer) • •' ce/ , . ° Ground Sleeve Assembly • 3'-0" \\i :i, :q ' / 16 Go, Ga/v. Steel Tube 41111 Set Depth ' Dry Sand (by Installer) • yrs 3/16" Thick Steel Plate i Welded to Sleeve • 6 j 12" ��-3/16" Steel Support Plate Lightning Spike (i" Dia. Steel Rod) M • NOTE: FOUNDATION DESIGN NOT INCLUDED. FOUNDATION • DIMENSIONS SHOULD BE DETERMINED BY A QUALIFIED ENGINEER FAMILIAR WITH SITE SOIL CONDITIONS. • NO. REVISIONS DATE TITLE. Internal Halyard Cam Cleat Flagpole • -7-:,,,,>:\? .y CONCORD D PROJECT: AMERICAN Templeton Elementary School • '------,-..----.....-1."----- • �• FLAGPOLE SLOCATION:Templeton, MD `�` CUSTOMER • STRte HarrygL Stearns Inc DATE:6.8. !8 IscALe:NTS OWG #: • Abingdon, Va. PT#: Opp-25808 ICC30D81—AA IP g Index Page a ' t°r ( _tet \i S-54 • FOR OFFICE USE ONLY-SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT IIel Transmittal s ttal Letter T I G A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov _, TO: i l; i T c y a! DATE RECEIVED: DEPT: BUILDING DIVISION RECE'VED Viati� 3 � n J, "AR 0 4 2019 FROM: 'I / TIGgRD Y U1.\ Wt i t �� l;C_�J ll v, l c ;"i / BU1LDINNG DIVISION COMPANY: PHONE: 50::s G1 ?-- LtI k 2 By" RE: `) (-;O)0 S W M ti ct L ct _ 6UP_00/F'''0, t (Site Address) y J / (Permit Number) (/ ry I (Project name or subdivision name and lot numb- t ATTACHED ARE THE FOLLOWING I E ( ``',: Copies: Description: Copies: Description: Additional set(s) of pla . r' Revisions: Cross section(s) and det st Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain): �'' rt S� r J ( p )� (� r � l�� �,,. ��e civ�i c 6"�, ce i sail G U1h L 171 0..1..--0 lopmi,/it . REMARKS: G C 0/t U �u fi G, FOR OFFICE USE ONLY Routed to Permit echnician: Date: ,-moo - j 9 Initials: Fees Due: ] s ❑ No Fee Description: Amount Due: De i'e r r C-el dS't,® ti,,,:-f- , ) $ -tii a--73_ $ -7 — $ $ $ Special f -instructions: Reprint Permit(per PE): ❑ Yes ] No 0Done 'J Applicant Notified: , Date: • y32//1 Initials: � _ I:\Building\Forms\TransmittalLetter-Revisions 061316.doc