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Specifications
II■ra O•VIISO WII••••04 rn ■•••re. REVISION 6'05 7 MECHANICAL EQUIPMENT SUPPLEMENTAL SEISMIC ANCHORAGE CALCULATIONS FOR UPS FLOOR STAND OREGON • FOR MASON - OREGON ( ' /".`%;•- .,/1 ! / ( ?. ...\41;\ -1510.14 404444cis). 1.7;; • CITY OF TIGARD Approved BY PT— Conditionally Approved : - For only the work as desc ribe n • EISI Ltd. PERMIT NO. P1 Ciel-I -1-7 1900 WEST EMERSON PL. See Letter to: Follow...._ ................... [ 20 Attach JZfi SUITE 0 Job Address: 04/ uu rAr4v9 SEATTLE, WA. 98119 By:DX/AM e• 00 Date:it (206) 284-1181 JOB NO. 03-070 5-Aug-03 OFFICE COPY Auu U7 - LUUJ UJ ;LOrM rmvr 1 r VVV /VVV 1 VJi eisi CONSULTING ENGINEERS SEISMIC ANCHORAGE OF EQUIPMENT ver.8/4 /03 5- Aug -03 PAGE 1 PROJECT: Oregon Floor Stand JOB NO. 03-070 CRITERIA: _ I 1997 UBC ZONE 3 Ca = 0.36 Fv Ip = 1 h Fp Cg ap = Rp = 1.5 (for anchor bolts, 3.0 for 8 dla. Emb.) Wp Rp = 3 (for equipment) Zone 4 Ca= .441Na (Na need not exceed 1.3) Na = 1.3 Ca = 0.572 EQUIPMENT Lieber[ UPS500W ht N = 4 no. of anchor points Wp = 4400 Ib.s (unit weight) Stand Wt. = 500 Ibs Stand ht = 18 in. C.G.. x = 45 in. b = 44.5 in. (depth) 1= 126 in. (length) hx 15R hr = 30 ft BASE SHEAR FOR ANCHOR BOLTS [allowable stress desigd(paj Fp(MAX) = 4 /1.4(working stress) 5040 Ibs Fp(MIN) _ .7'Ce•Ip'Wp/1.4 882 Ibs (32 -2) Fp = (ap•Ca'Ip /Rp)(1 +3 hx/hr)'Wp/1.4 Rp = 1.5 2100 Ibs USE (1630.1.1) Vertical Force, Vp = .5'Ca'Ip Wp /1.4 630 Ibs (per UBC 1630.1.1 for W.S.) MAX 9 B. TENSION LOAO aDJAGONAL (for anchor bolts) No. of Legs (L) = 4 No. of Bolts /Leg = 2 Fp = 2100 Ibs Mo = (Fp'x) 132300 in -Ibs Angle = 0.340 radians or 19.45 degrees Arm = 133.63 in Tension = Mo/Arm + Vp/L - .91Wp/L 23 Ibs TENSION/BOLT OR a@bwidth No. of Frames = 4 Tension = Mo/Arm + Vp/L -.9' Wp/L 135 Ibs TENSION /BOLT TM: (for equipment) (32 -2) Fp = (ap'Ca'Ip/Rp)(1 +31ix/hr)'WpI1.4 1050 Ibs USE Fp = 1050 Ibs Fp(MIN) _ .7•Caip'Wp /1.4 862 Ibs Mo = Fp•x 66150 In. -Ibs Mr = (.91Wp- Vp)•b/2 84105 in. -Ibs F.S. _ .9•Mr /Mo 1.14 O.K. UPL = (Mo-.9•Mr)/b -214 Ibs No Uplift • THRUST = (Mo)Ib /2 +Wp/L = 984 IbslLeg SEISMICEQUIP..xls /1uu u7 - LUUJ uJ.Larm 1 'win 1 vry VW,' r.... I ■...0 eisi CONSULTING ENGINEERS ANCHOR BOLTS FOR SEISMIC 5 -Aug -03 PAGE 2 PROJECT: Oregon Floor Stand JOB NO. 03-070 FOUIPMFNT Liebert UPS500W EQUIP. WT. 4400 Ibs STAND WT. 500 Ibs Fp = 2100 Ibs C.G. = 63 in. Mo = 66150 In. -Ibs Mr = 84105 in. -Ibs RESISTANCE ARM 44.5 in b x I = 44.5 x 126 NO. OF ANCHOR BOLTS per LEG (shear) 2 (tension) 2 LOAD/ A.B. Shear = 131 Ibs Minor Axis Tension = 135 Ibs Diagonal Tension = 23 Ibs Max. Ten. = 135 Ibs per anchor TRY: 1/4 "dia. Hilti 1(811 w/ 1 118" emb., Long Thread Type Carbon Steel Va = 400 Ibs (VI(R 0.25 O.K. Ta = 150 Ibs (T /(R'Ta'1.33)= 0.68 O.K. Bolt Spacing Reduction: Rshear = 1 Rten. = 1 COMBINE (V /(R•Va)r5/3 +(T /(R•Ta))"5/3 0.62 O.K. 0.10 0.52 Hilo - SS KB II (assume 3000psi conc.) Bolt Embed.• Tension Shear Embed. Mln. ® Rp = 1.5 4-Jan 2" 500 540 1 1/8" Long Thread. 3/8 3" 1025 1250 21/2" 1/2 4" 1625 2085 31/2" 5/8 5" 2220 3125 4" 3/4 6" 2990 4365 4 3/4" Note: •' 8 dia. • W/ Special Insp. (1/2 w/O Insp.) Use: 1/4" dia. Hilti KB II anchors with 1 1/8" embed. BASE PLATE OR ANGLE ECC. = 2 in UPL = 135 Ibs WIDTH = 3 in fy = 36000 psi t min. = 0.12 in per AISC for prying SEISMICEQUIP,.xls Job No, 0 Sheet 0- ( Of Client: consulting engineers Pro jest: Of1�i� hl �t,(Z. h 1' i (1 1900 W Emerson Place 1200 Seattle, WA 98119 Subject: Phone (206) 284 -1181 • FAX (206) 284 -1236 8y. O'.-(i Dote: $ - 2 04, 1 3 x /g,t O 2 - y 4 PI LTI IG 1/7,13 - a -- 4:13 14 kil 1>-1 nr,r) 17 141 P / 4 / Rf;\/ 14 7 1 1 r ) roar • ■ nuu uu - cuu. , ud•La, m I „vm . ... ___ • ' Pege 3 of 5 ER-4627 TABLE 3- CARBON STEEL KWIK BOLT -0 ALLOWABLE TENSION AND SHEA/1 VALUES (In p011nd1J, NORMAL - WEIGHT CONCRETE'• 4,••s r I' 42.4011n - 1.'• Wild 6 •aasrr pNEIHI OEM sa s m a *an ' 4�i.s► Sew III 3 11 IN& N<� nee U.- I.. mit 1 / 245. 120, . 400 . 300 150 • 400 350 173 400 430 215 400 1 /4 2 52S 265 400 550 280 400 590 295 400 625 315 400 3 4 625 315 400 625 315 400 • 625 315 400 625 315 400 1 500 250 925 605 300 975 710 335 1.025 800 400 1,025 3 /8 21 /2 1.125 565 1,100 1 ,210 605 L100 _ 1.290 645 1,100 • 1,450 725 1,100 4 1,190 S95 1,100 1.235 615 Y.100 3,185 640 1,100 1.450 725 1,100 ' . 2 860 430 1,810 • 960 480 1,840 1,065 530 1,840 1,675. 81.5 1.840 1 /2 31 /2 1,750 875 1.840 2,003 1,000 1,840 • 7.250 1,115 1,840 2,625 1.315 1,840 6 1,950 975 - 1,840 2,165 1,080 1:840 2,375 1,190 1.840 2,625 k 1.315 1,840' 2 1,425 710 2,875 1,685 845 2,875 ' 1,950 975 k 2,873 2,500 1,250 + 2,875 s /s 4 2.180 1,125 3,125 2,670 1.335 .. 3,125 3,090 1,545 3425 3.925 1,965 3.125 7 3,000 ' 1.500 _ 1125 3,250 1.625 3425 3,500 1,750 3.125 3925 1.965 3.125 3143 1,850 925 3,515 2,175 1.090 3.875 2.500 1.250 3,875 3,000 1,500 3,875 3 /4 4 2,750 1.375 4,225 3,625 1,940 4,225 4,500 2,250 4,225 1060 2,530 4,225 8 3,750 1,875 4,225 4,625 2,315 4,225 3,500 2,750 4,223 5.925 2,965 4,225 41/ 2930 1.465 6,625 3.650 1.825 7,125 4,375 . 2.190 7.625 , 4,360 2,180 8,625 1 6 3,990 1995 8,625 5,310 2,655 8,625 6,625 3.315 - 8,623 7,875 - 3,940 8.625 9 6.040 't 3.020 • 8,623 7,050 3.525 8,625 8.055 4.025 8,625 10.000 5,000 8,625 Far S9 : inch - 25.4 nun, 1 psi e6.9kPa,1 Th. =4.45N 3 See Table 2tootoota 2 AOowabk loads rosy be ioare ased by 33 pc....a for elan •tom loadit{g'due to wind or sc$teie foram 3 Onty the long- threaded style MU,adtor installed at Ibis embedmear depth is permitted to be used to taut akcsr doe to wind orseimde foie. [dog threaded style 101-0 snebots bave a thread large pester than dace bolt diameters TABLE 4- STAINLESS STEEL KW1K 001.7.11 ALLOWABLE TENSION AND SHEAR VALUES (In pound,), NORMAL•WEIGHT CONCI ETEI• Trim - latex - trim Tame . Mtn= mow tautetza Men Ina. mist ' ' vn ' wed ' en maim .---.--- arse (bow) won same , Nana. Woo , Nam Wan Mao , nr Unita *nth stow 1 /0 170 85 525 230 115 540 ' 245 120 550 350 175 550 1/4 2 425 210 550 500 250 550 500 230 350 520 260 550 /4 520 260 , 350 , 520 260 550 S20 260 550 520 260 _ 550 1 400 200 825 460 230 950 513 260 1,075 625 315 1,150 3 /8 2'/2 875 440 1,250 1,025 515 1.250 1.175 590 1.330 , ` L350 675 1.350 4 1,000 500 1,250 1,145 625 1.250. 1450 67S 1,250 1.350 673 1,350 2'4 800 400 1.700 1,000 500 1,740 1.200 600 3.775 1.350 623 2,085 1 /2 • 3 /2 1,750 625• 2,085 1,673 815 2,083 7,000 1,000 2.085 2.250 1.125 2.085 6 1,375 690 2.085 1,765 880 2,085 2,150 1,075 2,085 2,550 1.275 2,085 • /4 1.020 516 2,625 1,250 625 •2,875 1,475 735 3,125 1,800 900 3,125 3 /8 • 4 1.730 865 3.125 2.220 1,110 3,125 2,715 ~ 1,355 3,125 3.000 1,500 3,1 7 2.250 1.125 3.125 2.825 1,415 3,125 3,425 1,715 3,123 3,425 1.715 3.125 3 1,450 725 2.700 1.825 915 3,100 7,200 1,100 3 ,500 2,450 1,225 4 ,300 • 3 4 4 4 2 1.175 4,325 2990• 1495 4,365 3,625 1,825 4,500 4375 2.190 4,300 8 2750 1 1 .375 4,50 ' 3 ,300 1,815 4,500 4,250 . 2.125 4 .500 • 4.800 2,400 4 .500 4 1 4 2.500 1.150 5,700 2.850 1,425 6,350 3,400 1,700 7,000 4.500 2.250 7,000 1 6 3340 "' 1.570 - 7.000 '4,930 ' 2,465 7,000 6,120 3,060 7,000 6,875 3,440 7,000 9 5250 2.625 7.000 7,073 3340 7,000 8.800 4,400 1,000 8,800 4,400 7.000 For 51: 1 inch a 25.4 tnm.1 psi = 6.9 kPa. 1 Ib. = 4.45 N. 1 Sce Table 2 footnotes. • 2 Allowable loads nosy be increased by 33 peseent for sboe-tenn loading due to wind or seismic rotas. 3 Aacbors installed at this embedment depth shall oot•be used to resist shear due to wind or seismic forces.