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14 Io 5 &g Pkwy ./vrEo__ t 00 JUN 15 2011 k o is 'otf ra2 HOHBACH -LEWIN INC. S T R U C T U R A L F. tY G I rV G E R S Fifth Street Public Market, Suite 302 296 East Fifth Ave Eugene, OR 97401 Phone:(541) 349 -1701 Fax: (541) 349 -1702 Structural Calculations For PERS Headquarters Building Roof -top Mechanical Units 11410 SW 68 Parkway Tigard, OR, 97223 Client: Systems West Engineers 411 High Street Eugene, Oregon 97401 � P� PROpie i.. ° mot 4 G e7 k9 1. - -- — __ _ — i •1' OREGON 44:1 4 A IQ H. WO I ExpIr s: 1231 - 11 Project No: H -L 7713 Date June 13, 2011 HOHBACH - LEWIN, INC. STRUCTURAL ENGINEERS 296 Eost 5th Ave. Suite 302 Eugene. OR 97401 (541) 349-1701, Fox (541) 349 -1702 • • Basis of Design • Hohbach- Lewin, Inc.'s scope of work is limited to anchorage design for the condenser units to wood sleepers, anchorage of wood sleepers to the existing concrete roof deck, and verification of existing framing to support additional load due to the mechanical units. The mechanical units are (2) Model -466 condenser units supported on (6) factory supplied legs, each. They are to be mounted to 8x8 P.T. wood sleepers (2 per unit) using galvanized 3/8" lag screws (2 per leg). The sleepers are to be anchored to the roof with 3/8" dia. galvanized threaded ► rods epoxy grouted to the concrete deck. We have verified that the deck is able to support surcharge load from the mechanical units and that the W12x19 beam is able to support the additional weight of the units. The additional mechanical unit load on the W18x girders constitute less than a 5% increase from design loads, so an explicit verification of member capacity is not required per OSSC Ch. 34. Building Code: • 2010 OSSC (2009 International Building Code with Oregon Amendments) • Wind Design: ASCE 7 -05 Sec. 6.5.15 • Seismic Design: ASCE 7 -05 Sec. 13.3 • Occupancy Category: II Design Loads: • Dead o Roof: 55 psf • Live o Roof: 20 psf • Snow o P = 15 psf o Importance Factor I = 1.0 o Exposure Factor C = 1.2 (Exposure B; sheltered) o Thermal Factor C 1.01 (All others) ► CO Pf = 13 psf plus drift o Pf = 25 psf • Wind Loads = o Basic Wind Speed: 95 mph • o Exposure: '13 o Importance Factor: I = 1.0 o Internal Pressure Coefficient: N/A • Seismic Loads o Seismic Design Category: D o Site Class: D o Importance Factor: I = 1.0 o SS= 0.957g; SoS= 0.712g o S1 = 0.342 g; SD1 = 0.391 g HOHBACH - LEWIN, INC. • �I STRUCTURAL ENGINEERS 296 East 5th Ave Sutte 302 Eugene. OR 97401 (541) 349 -1701, fox (541) 349-1702 Index to Structural Calculations Mechanical Unit Anchorage ➢ Seismic Design Parameters 1 ➢ Wind Design Parameters 4 ➢ Anchorage to Wood Sleeper 5 ➢ Anchorage to Concrete Roof Deck 6 Verification of Existing Roof Framing ➢ Partial Existing Roof Framing Plan 8 ➢ Snow Drift Load 9 ➢ Roof Deck Verification 10 ➢ Roof Beam/Girder Verification 12 Appendix ➢ Mechanical Unit CutsheetlWeight/Dimensions Al geocoder.us: a free US geocoder http: / /geocoder.us /demo.cgi ?address =l 1410 +SW +68th+Parkway, +Tig... Top GPS Locator System Reduce Costs with Fleet Management. Sign Up for a Live Demo Today. DiscreteWirefess coat Instant GeocoderAssign census tracts & verify addresses at point of data entry. wrw.quesisotncon GPS Fleet Tracking Increase Enployee Productivity & Save On Fuel Cost. Free Live Demo! v.w.r:Fieetniatics corn Ad. by Goole geocoder.us / geocoder.net find the latitude & longitude of any US address - for free . j Address 11410 SW 68th Pky (it can take a bit for the map to Tigard OR 97223 load -wait for the red circle to turn (45.441221, . reen. Sta in our ha.. •lace. - 122.747457) 45.441221 ° Latitude N 45 ° 26' 28.4" 45 ° 26.4733' (degree m.mmmm) - 122.747457 ° Longitude W 122 ° 44' 50.8" - 122 ° 44.8474' (degree m.mmmm) Search for another address: 11410 SW 68th Parkway, Tigard OR Submit_ • And You might try adding a comma between the street and the city name, as this often helps to disambiguate complex addresses. If you'd like help, drop an e-mail to missing @geocoder.us, and we'll try to help you find your location. If you want a bunch of addresses geocoded you can send a file (text or Excel work fine) to the same address. They will be geocoded and - sent back to you. If you are happy the cost is $50 per 20,000 records with a minimum cost of $50, which you can pay via paypal to billing @geocoder.us = geocoder.us = ® 2004 -8 Locative Technologies = terms & conditions = contact us = ' I 1 of 2 5/16/2011 3:01 PM • • • I. Z • 1`lt� Conterminous 48 States 2009 International Building Code • Latitude = 45.4412 Longitude = - 122.74750000000002 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.957 (Ss, Site Class B) 1.0 0.342 (S1, Site Class B) Conterminous 48 States 2009 International Building Code Latitude = 45.4412 Longitude = - 122.74750000000002 Spectral Response Accelerations SMs and SM1 •.SMs =, Fa x Ss and SM1 = Fv x S1 Site D - Fa = 1.117 ,Fv = 1.717 :Period Sa , .•(sec) (g) '0.2 '1.069 (SMs, Site Class D) 1.0 0.587 (SM1, Site Class D) Conterminous 48 States 2009 International Building Code Latitude = 45.4412 Longitude = - 122.74750000000002 " Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D- Fa= 1.117,Fv.= 1.717 Period Sa '- (sec) (g) j 0.2 0.712 (SDs, Site Class D) 1.0 0.391 (SDI, Site Class D) • i • I i HOHBACH- LEWIN, INC. PAGE: 3 _ ' STRUCTURAL ENGINEERS PROJECT NO: 11 DATE: S /lot l - SUBJECT: Pb zs 4 P- ,t.,11,(- BY: .-1isL . i i Iler -1 . UNIT Sk =1SM%L Ll1A Prai4wte.:'t'L:C -S I : . ;, - I • O� 4 p S ° S L � _ 2 2t�r�� • Fp = a ( �z t1t' ) p ! i ; P ` ZS I I Fl C=041 t /..014 111.4111-1 A rtiettNl.e t I . te r. 115 'III. I • i , I Sps = 0,72% : . . ' . Z/,, 7.. II0 , . ! i WP - 1.500.1k • i 1, 1 I . , i - I i • i I • .. _ s . . ._ 1 •• — I • I I 1 { I — i i i • 1 ; I i i I ■ I . 2sm al HOHBACH- LEWIN, INC. PAGE: k STRUCTURAL ENGINEERS PROJECT NO: ? DATE: 5/2011 SUBJECT: PeeS 1F& a L-L`(i BY: 01— • • I M txH, UNIT �alrut. l..t Frtic► a ' i . _ i I I 1 ' I • • ii. 1 -= 4 i I • • s l .- X1 2 050 IZE a . I . ' • . , ' I + V s 5S le • I I I - . i . . . . i: : l .: : ,, . :. :. i :: .! . i . - .... . ' I 9 - D noDtis (n kd l z t k V 2 S 15,5 ps i . 1,-- . - -- 1 , t.d - 085 i I.(J i K _ I , I, i I V = 95 .1 ,'i .. x. — 110 _ i 1 F w - •`.} z C� C.p A4 ( I.9).. _= `330 I - e . 0 = 1154, '(!k s 45' !., D = 44" i h /ii r 12 . ) , , i ' ; : _.. I • ` A;c e Z0 x 17Z" ~ a al I D 1 . .. ' I I - -- ' 6.gYafn al DE OF lJh+fT' I ! ' i I i I . , ......__....•._ _..... , :.; ,, ,..i , . , . , , . , 1 I 1, I .1 , _ I , I , I I ' i �- I 1 1 l i I - { - - i.. • i i . A PAGE: HOHBACH- LEWIN, INC. PROJECT N0: ` - t -5 ', STRUCTURAL ENGINEERS DATE: 61 201 l SUBJECT: Pees R E%t -11.6 BY: s_ksSL _ • • w PaCa) e ID E: (2.) L . s . i RT e> E. ,1 - - , . I 1, I I e (‘-4 1 ppi.,E Lei K 1 /t. 1 staN) I /o{., of r .: .. i • . . , ! I I VE _ ;154 - DdA . = 3$5 -f - . , , ' - . -- , Ye =;1ii5 0 x - 03743 -, O1L x150 ° 3/1 = .-.Z - . q j d s -Jun; 1. ( 71 V) 3149 I - - L• - Wp�2„ _ ; • -- - -- , -- . 1 I i 34" ib L, /5 . I , , ' : . - , , • W1p a C11E°)(30r 5 I4(40 i ! ' I , ' _ 1 r. (I1 to } ( 60.11(0, B ' 3) -_ 24o . ' j- , --- - i CA C I i1 I - evub ®!sr, a � y¢ ,; , C4 o U, 83 - i ' _. , I 40 6°804414 f' 7 ' (14.40 31 ° °4 > (2 3(e° . x! ZS' a 480 * / 2. L.,f., • => 240 /c.,S. ;3 *- . 0 ! : . , ' V Petal/ DE (i) B 3' L L ILA x s • !' :- 1 i HOHBACH - LEWIN, INC. PAGE: STRUCTURAL ENGINEERS PROJECT NO: 4'1 DATE: /I1 SUBJECT: `PE P_ S Fig R LO G BY: NI {erg i �1 I E 6.1.4 A I (a ` L U NJ I T 4rivGf ktevr£ , Tb X e- r WIND — • Mtn = 130 (I2 +t$ 2 - • 3 200 112 -/NJ N�2 ° 1ISb ( x.3 /z 2.4112,S 16 -,a . M o f 0, lv M,e. S7, 2. 00 I -� >`j _ . 0‘ io (Z 1 +v5 1 -,1' -:a 1� . „"� a . 6Zo Ibs SEr5w1r� M pr = 1 54 o Ib C 12 // /S " 2.0.72) — . (01 l oD 11 Mg - is Cia - 32, zSb 112 - , s ur° ita% • 980 • • SEISM 1C. ( C 1 i5A Ggro oc i$ —> 141 P2o,),t T ¢' - 0,4. 4 nNCµ . Pry SIESE . IS4O' i B -' Igo A 1 r+ x I.3 a, 3Sat . - r - 9s0te/4 m z4s x 1,4 $ 113 A.so Asoa i L L Pa-Mos. I /e: ' `l -fa'I 12aa6.� atost GarVx., AT 4. - 0 " AG.. 7 zNI1T www.hilti.us PROFIS Anchor 2.1.4 Company: Page: 1 Specifier. Project: 7713 Address: Sub-Project I Pos. No.: PERS HQ Phone I Fax: - I - Date: 5/16/2011 E -Mall: j Specifier's comments: Mechanical Unit Anchorage to (E) Roof Slab Input data Anchor type and diameter, HIT -RE 500-SD + HAS, 3/8 Effective embedment depth: h = 1.500 in. (h,,,„ = 2.250 in.) Material: ASTM F 568M Class 5.8 Evaluation Service Report:: ESR 2322. Issued I Valid: 4/1/2010 I - ' Proof: design method ACI 318 / AC308 Stand-off Installation: - (Recommended plate thickness: not calculated) Profile no profile Base material: uncracked concrete , 2500, f, = 2500 psi; h = 3.500 In., Temp. short/Iong: 32/32 °F Installation: hammer drilled hole, installation condition: dry Reinforcement: tension: condition 8, shear. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E. or F): no Geometry [In.] & Loading [lb, In.-lb] • r r te— o �.. Proof I Utilization (Governing Cases) Design values (lb] Utilization f %J Loading Proof Load Capacity p„/Q, Status n Tension Concrete Breakout Strength 450 1433 31 / - • OK Shear Pryout Strength 350 1543 - / 23 OK Loading p p„ Utilization 11„ . Status Combined tension and shear 0.314 0.227 5/3 23 OK loads Warnings • Please consider all details and hints/warnings given In the detailed report! Fastening meets the design criteria! Input data and results must be checked for agreement with the extsVng condtlons and for ptausbtityl PROFIS Anchor (a) 2003.2009 Had AG, FL.9494 Schwan Hal Is a registered Trademark of HMI AG, Schoen + ROOF HATCH �� : Eb SEE © FOR FRAMING I ` I ACED %'/ • ' ` �- / - 1 - 1 t'' I \ : FRAME / / \ • . / '' \ • / /( . . 1 0 • ii -- • �` \`iH . . .\ �\ • ■ • /. • 2/ ;�. /. 4' : \ .\, , /, ,,...• . ----''' . \ ._ \/ ..-• N.••••.,••....-\/.•••••• • ..N.•,,,\ N/•• / ...„..,,, • .... ,.. / • ,, / • / ;N- . .;•„• \ - ••• •-\ i •• •••••••••••••••• • ./- ,-, ./ . .,__,_ . • y\- ...---\\ ...., • \.• • • •„.\•• FRAM \` / . . • 1.,. i . '1-\ • • f VERIFY.SIZE.AND . f -• \`` X H . . /LOCON OF . • • . • � i .\ '. / • • OPENITINGS IRA • \. • T . .N. /\,,N .•/ N... • - .. .. . � , \ / /2. , i i � T MECH. r t . ....#. • .., ,,, (t) • . _ us \pJ ( \ . .• • ; • -• I / •:/. \ i ` Q J / L4 x 4 X E IN TYPICAL � R SEECHmE IN DECK TYPE I / • / !''S -6 FRAME RAG STRU e �. SEE ; ' gh WV \/,' tom- \. - / / _a_ T y \ / CZ:\/ / ® STRUT /// 0 \ _ \ / ' // \ cl, t / P .. Ci"?4\ i ‘<k\ _ \ .;• . -- — • -- -- -- '1, — — — — — t ■ . . ._.‘ Amenni HOHBACH-LEWIN, INC. PAGE: 5 - I STRUCTURAL ENGINEERS PROJECT NO: - 11 2 ) DATE: SUBJECT: Prits 140 es LIS GI BY: ,..11".R... . , . . . . . . ; . , . . . . - . . .. . ' • • ' ' Ni 110 5 Nat..) 1...orty --,- X t +.- 5 in J = 20 V ' . . I cht.) . . • ' _ • pt.-AT ecri7P .S,-/N.)ova L.,...tr+B-0 1 ' . . : . • . 0 7 1 cc-c6- r5 ° II‘G'fsC , • , • 1 : : . . , . . ; . ; ! F). = i 5 ps -: , . , . . • , : • _ , _ __ , 4 . _ . . . . C, 1, 2, (e7‘r, 8 1,0 L % j : i -- •-- i ; .. -.. ' ' '_ ' ! ' - - . • . : ; . . Die•ip-r- 1 .. • . . . . . - •- - : - 1 1 . , : -• - 51,,,,..4 SINZAOS. Arm A11.16.T arrttre... IA T.4.14; ur rrs • , . , „ _ AS5u i..4 144 1. 51 - napr Cste.00i UPPizer- "W-crcrF " Le4r36 .i4 . —, 2.S .P,ri3 6 '. (tAtc.14 , lop, 4,,, zs° L) _ 1-oweye, iet70 Lx.r..26,,Tiri - u5c.. : 1 po _ ._ 1 ' _ . . ... . .... _ . . . : Le--7,0A-"i2.0 Pao pr ; , • _ , • ; . . _ - - i • .....0143 4,.. :,7„..t.._ -__I, = ,, (.• : _ ., 1 , , • : -- , • . . . PD12.-IFT 7 - - X . 1 1 ■4 21 2O 1 ; 1 i ; ' • . . _ . . _ . , • . _ • . . - 1,0 l Nt.t....)*AU4 CreiVr i . . i I . 3 - ...1 • 4- ' 1s - 2 • 2 . ,i - : , • : : , : 35 ps 6 • : . , . . . ' , • • .... . , " .. • • • , . HA x, • i re + ron.oPri - r- , 41 es P Coss o 0,4 . , • • . . . ; . - . _Ili 1 . Asuissa HOHBACH - LEWIN, INC. . PAGE: ID STRUCTURAL ENGINEERS PROJECT NO: - 1'113 DATE: 512011 SUBJECT: P 2 1-1.-Q gt.,f,Crl By fin,,,_ • i • • i (E) DeY SG. i ' ; , 4l If s Z0 SC'••■. C: (N 1=e....te..... ta! S" '1'bTY3L . fiNvI k N. IA.) , - _ ' , 1 w SPPP1a) = (o - .3T 0l Z., 02 N.9i.,C. $0 Al S , _ 1 1 „ I Au.ow1 solo tw, -1 Ni 1 1,47 . CCU In .. '._ . I , I . F. iL)1 5U Pt� - Ir Po S-- Maw erv�" � u5 .g =."1! 19 ,/� 3tro 1054.1w+�s._,Vr�u.4 i . . 1. 'r-v,z ittotI sri*a.N h'1 a,,tiow _ :1•1/4J-i2.1' _ , C3at, )�(7: ); I .i 4 ` -1, ' t. ' ; I I. I� ' • SNOo t.,o-07A = 5a psf .._ -- -> ! . . . M 1 i a �-'11, 1 - i I 1 . Mb '. 0N, L.,a-r- I I , 1 I I Y ' ' tki 4t7Ner W G,T , o,.� f _ 1 4 • 3 so J .. i Mtaat.e. PA o j P F . x - Z l� Z 1 �.1i 729 tt M _ 9.(a x .11 // < 'M.'? �.p // _ ' I ; 1 1 i 1 1' 1 11 15: G#►I,G A55 Om %.S Ct orrt7L. U N iT S t? P PO+'E -TIP tr -- I , . J • 0 CU t - nat-+ .�- M111gPAhl . . L Coi o I , , : I , Ceov31 a b a IS t'� t S 4' , E , L 104 , IS , 1 I i - • (,- V5tn.uI*ri . I ' I • - _. .. i - -' :� 1 I I I ' ' , ' _I • I 1 : I i. . I I I 7 Welds `1`112) • 5 in. (127 mm) TOTAL SLAB DEPTH .��,;■.; Normal Weight Concrete , 145 pcf (2,320 kg /m 48.7 psf (2,332 N /m = . . Galvanized or Phosphatized /Painted f V' `-• 1 Hour Fire Rating Deck Weight and Section Properties Weight (psf, Wm') Properties per ft (m) of Width Allowable Reactions per ft (m) of Width (lb, N) Gage GaIv Phos/ I +S - End Bearing Interior Bearing G60 Painted in. in. • n. 2" 3" 4" 3" 4" Z180 mm mm mm 51 mm 76 mm 102 mm 76 mm 102 mm - 22 1.9 1.8 0.175 0.187 0.198 487 585 683 1250 1498 Z 91.0 86.2 238,978 10,054 10,645 7,107 8,537 9,968 18,242 21,862 2.3 2.2 0.216 0.235 0.248 665 784 903 1790 2118 03 20 110.1 105.3 294,967 12,634 13,333 9,705 11,442 13,178 26,123 30,910 Allowable Superimposed Loads (psf, kN /m a) ,, Span (fl -in., mm) CO a 6-0" 6' -6" 7' -0" 7' -6" 8' -0" 8' -6" 9' -0" 9' -6" 10' -0" 10' -6" 11' -0" 0 m 1,830 1,980 2,130 2,290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 - 300 299 259 226 198 175 155 - 138 123 109 98 1 I 14.4 14.3 12.4 10.8 9.5 8.4 7.4 6.6 5.9 5.2 4.7 22 2 300 299 259 226 198 175 155 138 123 109 98 14.4 14.3 12.4 10.8 9.5 8.4 7.4 6.6 5.9 5.2 4.7 3 300 299 259 226 198 175 155 138 123 109 98 . 14.4 14.3 12.4 10.8 9.5 8.4 7.4 6.6 5.9 5.2 4.7 1 300 300 274 239 210 185 164 146 131 117 105 14.4 14.4 _13.1 11.4 10.1 8.9 7.9 7.0 6.3 5.6 5.0 20 2 v 3 00 300 300 239 2 10 185 164 146 131 11 105 1 14.4 14 11. 1 0.1 8 . 9 7 . 9 7 6.3 5.6 5.0 3 300 300 - 300 239 210 185 164 146 131 117 105 14.4 14.4 14.4 11.4 10.1 8.9 7.9 7.0 6.3 5.6 5.0 Shoring required in shaded areas to right of heavy line Diaphragm Shear Values, q (pif, kN /m) and Flexibility Factors, F ((in. /Ib)x10 (mm /N)x10 0 v _ Span (ft -in., mm) -- - - - - - - C7 T2 6'-0" 6' -6" 7'-0" 7'-6" 8' -0" 8'-6" 9' -0" 9'-6" 10'-0" 10 11' -0" 1,830 1,980 2130 2,290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 1 • 2540 2505 2470 2440 2415 2395 2375 2360 2345 2330 2315 1 q4 37.07 36.56 36.05 35.61 35.24 34.95 34.66 34.44 34.22 34.00 33.78 0.32 0.33 0.33 0.34 0.34 0.34 0.35 0.35 0.35 0.35 0.36 I F4 1.8 1.9 1.9 1.9 1.9 1.9 2.0 2.0 2.0 2.0 2.1 22 2750 2695 2650 2610 2575 2545 2515 2490 2470 2450 2430 q7 40.13 39.33 38.67 38.09 37.58 37.14 36.70 36.34 36.05 35.76 35.46 F7 0.30 0.31 0.31 0.32 0.32 0.32 0.33 0.33 0.33 0.34 0.34 1.7 1.8 1.8 1.8 1.8 1.8 1.9 1.9 1.9 1.9 1.9 q4 2610 2565 2525 2490 2460 2435 2410 2390 2370 2355 2340 • 38.09 37.43 36.85 36.34 35.90 35.54 35.17 34.88 34.59 34.37 34.15 F4 0.29 0.29 0.30 0.30 0.31 0.31 0.31 0.31 0.32 0.32 0.32 20 - -- _ 1.7 _ 1.7 1.7 1.7 1.8 1.8 1.8 1.8 1.8 1.8 1.8 I q7 2860 2795 2740 2690 2650 2610 2580 2550 2520 2495 2475 41.74 40.79 39.99 39.26 38.67 38.09 37.65 37.21 36.78 36.41 36.12 F7 0.26 0.27 0.27 0.28 0.28 0.29 0.29 0.30 0.30 0.30 0.30 1.5 1.5 1.5 1.6 1.6 1.7 1.7 1.7 1.7 1.7 1.7 40 i i:I '..!1'. . ;1 ,. .. • , , ,. Catalog VF1 �' I ' Aimagons HOHBACH- LEWIN, INC. PAGE: 12- STRUCTURAL ENGINEERS PROJECT NO: 11(3 DATE: :317 p1 SUBJECT: pt 'S }+ i L4 , BY: .t151._ .1 • (E w(2x 12-0b" (, -, .- , • b a 55 pgp (i V e wl 5" 1ll.v.), coroC'mDePIN61) ' ' 1„,., = 50 p.s C l ra64. , b1a i rr ) I P p P P v 1 ] 1 �' • i . l• , • f„, = 1iw /A- d 42S a 4 .. t ui- 8" . IN Slo /I _ . ; s • . 4 Mtat♦ 0n)ir 1.0111:4 P6S0rte.s "1- 41o0 t...e . aa " sun►'o+z.rlN&I l /y TO Wit.. w&,r OG 01.4.. Ptt26 . Uhti TS • L i I • . I . f ' i 1 RAMSBEAM V2.0 - Gravity Beam Design !� Licensed to: Hohbach - Lewin Job: 7713 - PERS HQ Steel Code: LRFD �� J SPAN INFORMATION: W12x19 Roof Beam - Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Total Beam Length (ft) = 20.67 Mp (kip -ft) = 102.92 Top Flange Braced By Decking LOADS: Self Weight = 0.019 k /ft Point Loads (kips): Flange Bracing Dist DL Pre DL LL Top Bottom 4.00 0.43 0.00 0.00 Yes Yes 7.50 0.43 0.00 0.00 Yes Yes 13.17 0.43 0.00 0.00 Yes Yes 16.67 0.43 0.00 0.00 Yes Yes Line Loads (k /ft): Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0.00 20.67 0.330 0.330 0.000 0.000 0.300 0.300 SHEAR (Ultimate): Max Vu 1.2DL+1.6LL (kips) = 10.31 0.90Vn = 77.16 MOMENTS: Span Cond LoadCase Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center Max + 1.2DL +1.6LL 53.9 10.3 0.0 1.00 0.90 92.62 Controlling 1.2DL +1.6LL 53.9 10.3 0.0 1.00 0.90 92.62 REACTIONS (Unfactored) (kips): Left Right DL reaction 4.46 4.46 Max + LL reaction 3.10 3.10 Max + total reaction 7.56 7.56 DEFLECTIONS: Dead load (in) at 10.34 ft = -0.484 L/D = 512 Live load (in) at 10.34 ft = -0.327 L/D = 759 Total load (in) at 10.34 ft = -0.811 L/D = 306 • i ' -1I • HOHBACH- LEWIN, INC. PAGE: 14 STRUCTURAL ENGINEERS PROJECT NO: x . DATE: 3f 7,0 1 l • SUBJECT: Pte' -s (+C €.,.. By -.list„ I • I e) W le, x IZb7aF C-,1 tP.b+°eS , SPAN = Z41-' , 1 - rb mt... (.ur4Pr ) ,)L -ven. = : IL: x 7. 4- x ( +SO ps ;) e 40 / Later "- 1 1 7 LicI ... taf oV awe Q''r' or u•1r‘3) i ►.)c�4 -� LsI- 4 C S"Io so roo citi.e..,, its! i , I A l LUSbert Keeping Business In Business' • HEAT REMOVAL /ENVIRONMENTAL CONTROL Drycooler.s - '60 Hz GENERAL DATA Q-r co 6461M. •• D O e�•44) ' O1/4.1 ea. Po 1-9 PI am) • EMERSON Network Power 1 Mark Willett From: Mark Cattell [mcattell @masonoregon.com] Sent: Friday, May 13, 2011 4:47 PM • To: mwillett @systemswestengineers.com Subject: RE: Railsystem for condenser (drycooler) components. Mark, I guess I was thinking a full perimeter roof curb (hollow on the inside with a cap). If you want what is shown under the unit in the photo I would simply suggest wood sleepers. They could be 6x8's or similar wood beam or glu -lam and then just roof over it. You'd bolt them to the structure below prior to roofing and then just use lag bolts to anchor the equipment to them after roofing. This is pretty common practice for this type of equipment. IIi Regards, Mark Cattell Mason- Oregon 6( 3150 NW 31st Ave., Suite 4A 0 061— Portland, OR 97210 Ph. (503) 469 -8500 Fax (503) 469:9600 mcattell @masonoregon.com From: Mark Willett [ mail to: mwillettaalsystemswestengineers .coral Sent: Friday, May 13, 2011 3:58 PM - To: Mcattelk masonoregon.com Subject: Railsystem for condenser (drycooler) components. Mark The attached PDF should have the information required. We are looking at having the condenser and pump housing mounted on the same rails. It is likely the contractors will also attach the expansion tank to these rails, but would be off to the side similar to the picture in the PDF. • Approximate weights are: f''ti�� I' Condenser Unit (1150 Ibss � 200 lbs fluid) Pumps in housing ( 2O01bs) orb Expansion Tank (100 Ibs) MDUNT IldoLi� 1 A � z 210 1bS The dimension of the pump and condenser is Included in the PDF, I would assume about 6" space between the two, similar to the example picture. Another question, if we end up needing seismic calculation for this rail system can they provide that? Thanks, ' 1l‘j b ‘50 `fiber - Mark 1 . Ae, `11ta Table 5 Drycooler physical data Drycooler #Fans Conn FNPT . Model Circuits A B C L & Motors " In /Out Standard Models . -033 any 42 - 44 51.5 1 3/4 -069 any 42 - 44 51.5 1 1 -1/4 -092 any 42 - 44 51.5 1 1 -1/2 -109 any 42 - 44 51.5 1 2 -112 any 42 - 44 51.5 1 2 -139 any 82 - 84 91.5 2 2 -174 any 82 - 84 91.5 2 2 -197 any 82 - 84 91.5 2 2 i -225 any 82 - 84 91.5 2 2 -260 any 122 - 124 131.5 3 2 -310 any 122 - 124 131.5 3 2 -350 any 122 - 124 131.5 3 2 -352 any 82 80 164 171.5 4 2 -419 any 82 80 164 171.5 4 2 -466 any 82 80 164 171.5 4 2 -1/2 -491 any 82 80 164 171.5 4 2 -1/2 -620 64 122 124 131.5 6 2) 2 -1/8' -620 32 122 124 131.5 6 2)2 -1/8' -650 80 122 124 131.5 6 4) 2 -1/8' -650 52 122 124 131.5 6 2) 2 -1/8" -650 40 122 124 131.5 6 2) 2 -1/8* -700 96 122 124 131.5 6 4) 2 -1/8' -700 64 122 124 131.5 6 2)2 -1/8' -700 32 122 124 131.5 6 2) 2 -1/8' -790 64 82 80 164 171.5 8 2) 2 -1/8' -790 32 82 80 164 171.5 8 2) 2 -1/8* -880 80 82 80 164 171.5 8 4) 2 -1/8* -880 52 82 80 164 171.5 8 • 2) 2 -1/8' -940 96 82 80 164 171.5 8 4) 2 -1/8* -940 64 82 80 164 171.5 8 2) 2 -1/8' -940 32 82 I 80 164 171.5 8 2) 2 -1/8' Qulet -Line Models -040 any 42 - 44 51.5 1 1 -1/4 -057 any 42 - 44 51.5 1 1 -1/2 -060 any 42 - 44 51.5 1 -080 any 82 - 84 91.5 2 2 -111 any 82 - 84 91.5 2 2 -121 any 82 - 84 91.5 2 2 -158 any 122 - 124 131.5 3 2 -173 _ any 122 - 124 131.5 3 _ 2 _ -178 any 122 - 124 131.5 3 2 -205 any 82 80 164 171.5 4 2 -248 any 82 80 164 171.5 4 2 -347 any 122 - 124 131.5 6 2) 2 -1/8* -356 64 122 - 124 131.5 6 2) 2 -1/8* -356 32 122 - 124 131.5 6 2) 2 -1/8* -453 64' 82 80 164 171.5 8 2) 2 -1/8" - - 453 32 82 80 164 171.5 8 2) 2 -1/8* -498 96 82 80 164 171.5 8 4) 2 -1/8* - 498 64 82 80 164 171.5 8 2) 2 -1/8* • -498 32 82 80 164 171.5 8 2) 2 -1/8' ' Connections are ODS " Motors are 3/4 HP - standard models: 1/4 HP - Quiet -Line models 1. Standard circuiting 7 DIMENSIONAL DATA - Figure 4 Dimensional data -1-4 fan models • L -------lo 43 -9116" Eyebolts for lifting (1778mm) —I'1 (962mm)`�I condenser provided on 1 4, 6 & 8 fan models only ' Height to top _0— — -�� r of tan guard • 1 1_._ 43 -1/8" F:3 li o (962mm) (1095mm) , 1 _ _ _.-- ill - ii; - . (457mi ° - - - - ;43 -3116" ' ( Center leg provided on 4 & 8 fan models only Figure 5 Dimensional data -6 & 8 fan models CdRRC7l.y 2, 3" FAN L 4 ------, 87 -118" 36" (914.4mm) clearance ante . (1778m f,o ,. (2213mm) recommended on " �3 . all sides for `�_. mil Height to top proper operation -- �` f 3 t o 43 f fa.1n 18 g uard and component _ - — - (1095mm) access o I " - -� ti 37 -718" I __ )` ( (962mm) i 8" (457 86 -314" �� /� (2203mm) C - Outlet/inlet connections , 4------- nterleg provided on 4 & 8 fan models only 1 Figure 6 Typical footprint and unit anchor plan . 1 " I 1 -314" 1,1 4 -114" (25.4mm) (44.5mm 4 (108mm) 1° . 1-3/4" (44.5mm) I , 1 n 4 C fa - 4/ 1 .4 A 'I4 B -r - - - 41 - IT 4-1/4" I I (108mm) 1" (25.4mm) I I I I I I 4 7 P - 1 I I 6 [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] CERTIFIED FOR II' MASON INDUSTRIES, Inc. JOB NAME: PERS BUILDING i t \ Manufacturers of Vibration Control Products CUSTOMER: MASON OREGON 350 Rabro Drive 2101 W. Crescent St., Suite D r Hauppauge, NY 11788 Anaheim, CA 92801 516/348 -0282 714 /535 -2727 CUSTOMER P.O.: JOB NO.: FAX 516/348 -0279 FAX 714/535 -5738 TELEX 96 -8464 MASON E.O. 27104 DWG. No.: WF- 27104 -01 REQUIRED: (1) TAG: GLYCOL TANK - EQUIPMENT ANCHORAGE DETAIL - RECEIVE') 2011 UNIT: ADVANTAGE CONTROLS LLC 55 GALLON GLYCOL FEEDER WEIGHT: 580 LBS CITY OFTIGARD' BUILDING DIVISION NOTE: MOUNTING HOLES TO BE ENLARGED TO FIT 3/8" ANCHOR BOLTS. I 26 — II 24 � L r +1 City of Tigard Ap P roved Plans By % l Date I !�/r I 1 ' 2Of t— On 2_78 I I 11 OFFICE COPY 59A a 4 • 3/8" DIAMETER HILTI KWIK BOLT —TZ 2 1/4" EMBEDMENT 5' EDGE DISTANCE (4) TYPICAL O B CHKD k 1� BATE 11/02/11 [DWG N WF- 27104 -01 = MASON INDUSTRIES, Inc. SEISMIC OVERTURNING CALCULATIONS Monufocturers of Vibration Control Products SEISMIC RESTRAINT: TYPE DIRECT ANCHORAGE I 350 Robro Drive 2101 W. Crescent St., Suite D Hauppauge, 0282 An714/535- 272701 CODE(S): IBC 2009; CBC 2010; OSSC 2010 L , FAX 631/348 -0279 FAX 714/535 -5738 TELEX 98 -8464 -- PAGE 1 a Equipment overturning calculations based on seismic load applied at a critical angle. As defined in the 2006 International Building Code, Chapter 16, Section 1613, the seismic Horizontal force, F pn, may be calculated using the following formula: 0.4 p S W l F ph(oalo ) = °S P l + P 1 Except that: Fph shall not be less than Fph(min) = 0.3SosIpWp and need not be more than Fran(max) = 1.6SoslpWp. Where: Wp = Component operating weight ap = Component Amplification Factor, refer to ASCE 7 -05, Table 13.6 -1. Rp = Component Response Modification Factor, refer to ASCE 7 -05, Table 13.6 -1 Sds = Design spectra response acceleration at short period, refer to ASCE 7 -05, section 11.4.4. Ip = Component Importance Factor, refer to ASCE 7 -05, section 13.1.3. z = Component Attachment Elevation with respect to grade. h = Structure Roof Elevation with respect to grade. Convert from Design Strength to Allowable Stress Design: F F ph(catc) ph(a) 1.4 Vertical Uplift Force: Fpv = 0 . 2 SDSW 4 IX 3 ° Fph \8 I Fph *Cosa , * b1 = Maximum Length (between anchors) Fph Sing Y b2 = Maximum Width (between anchors) o h = C. G. Height ° N = Number of Anchors 1 IX 2 Fph *Sing } 1-1--- Fpv Fpv • *cos8 1 2 h 2 � 3 1 . • . b1 b2 Consider load applied in any horizontal direction Transverse component = F ph(a) * CosB Longitudinal component = F ph(o) * Sine The net uplift load on anchor location 2. P 0.6W - F „ (a) F ph(a) * Cos B * h */ b2 - F ph(a) * Sine* h ( b, 1 \y .�F � E - � S : N I ri \ 2) I xx 2 ) 4 C� V F = The net compressive load on anchor location 4. ' . • 8r n 0.6W + F pv(a) + F ph(a) *Cos a * h *(b2l + Fph(a) *Sine *hbll OG OREGON.) , N I yy \ 2 J /xx l 2 J 'Q 27, �G Q � Where I = N(N+ 2) b and N 2 90I �HAR • xx 12(N- 2) I y y = 4 b 2 EXPIRES: 12/31/12 MASON INDUSTRIES, Inc. SEISMIC OVERTURNING CALCULATIONS Manufacturers of Vibration Control Products SEISMIC RESTRAINT: TYPE DIRECT ANCHORAGE 350 Rabro Drive 2101 W. Crescent St., Suite 0 STRUCTURE: CONCRETE Hauppauge, NY 11788 Anaheim, CA 92801 631/348 -0282 714/535 -2727 CONNECTION: HILTI TZ ANCHORS _! FAX 631/348 -0279 FAX 714/535 -5738 TELEX 96 -8464 -�� PAGE 2 PS Pt 1 Voon ,., ° Maximum shear per location 'I I • a • a d p _ F ie • a • d ° s N • To maximize the values • 4 dP, _ o & dp will O will yield a condition dB dB To combine seismic anchor loads * Based on maximum Pt and maximum shear Ps. Pt = Tension on location Tang = 1 '" b ' 9 = 1 xx * bz 1 * Ps = Shear on location b2 n = Number of anchors per location T = Tension per anchor V = Shear per anchor Analysis of Bolt Pt Ps 7 bok = * A nd V bolr = * 1.3 Combining the loads for the unity check: -iolr + Vbotr _ < 12 T iiow V allow g ; Op P R 0482- r� O OREGON G �� - 27,' �p 9O� OHAAMP FX77 !t ?.12 • MASON INDUSTRIES. Inc. SEISMIC OVERTURNING CALCULATIONS "i ; Manufacturers of Vibration Control Products JOB NAME: PERS Building 350 Rohm Drive 2101 W. Crescent, Ste. D CUSTOMER: Mason Oregon Hauppauge, NY 11788 Anaheim, CA 92801 EO NUMBER: 27104 631/348 -0282 FAX 714/535 -2727 FA X 631/348 -0279 FAX 714/535 -5738 11/7/2011 PAGE 3 Ta:: G1 col Tank Wp= 580 ap= 1.00 RP= 2.50 Sds= 0.72 Ip= 1.00 z= 0.00 h= 3.00 Fph 6,,,,,),= 67 Fph ,„, ; „ ) = 125 Fph ,„,„ 1 668 Fph(a)= 89 Fpv(a)= 84 Seismic Force Ratio= 0.15 bl= 26.00 b2= 24.00 h= 29.66 N= 4 Req. Edge Distance= 5 Tbolt(max. allow) = 849 Vbolt(max. allow)= 886 n= 1 Anchor Diameter 3/8 E P );: c j Anchor Embedment= 2 1/4 . ----., AS Ixx= 676 .-`' ' I NF � i . Iyy= 576 u? `t' 14�Q:.j' t' Tan(theta)= 0.92 r theta(rad)= 0.75 OREGON G theta(deg)= 42.7I Pt= -9 % ''P 27, Na 4, Pc= Ps= 122 90 / OHARM • *Tbolt= 12 *Vbolt= 29 EXPIRES: 12 /31,12 Interaction Check= 0.05 Hilti Kwik Bolt TZ (ICC ESR-191'7 & ACI 318 -08, Appendix D) Stone Aggregate, fc =3000 psi concrete, with inspection *Values multiplied by 1.3 Note: Anchorage calculations are based on the above anchors size, edge distance, and embedment. If other anchors bolts are used they must be selected by others to meet required tension and shear forces and installation requirements. 1 PAGE 3 CERTIFIED FOR \' MASON INDUSTRIES, Inc. JOB NAME: PERS BUILDING Manufacturers of Vibration Control Products = CUSTOMER: MASON OREGON 350 Robro Drive 2101 W. Crescent St., Suite D Hauppauge, NY 11788 Anaheim, CA 92801 516/348 -0282 714 /535 -2727 CUSTOMER P.O.: JOB NO.: ' ,I FAX 516/348 -0279 FAX 714/535 -5738 TELEX 96 -8464 MASON E.O.: 27104 DWG. NO WF- 27104 -02 REQUIRED: (21 TAG: DC-1. 2 EQUIPMENT ANCHORAGE DETAIL UNIT: LIEBERT DRYCOOLER 466 WEIGHT: 1,150 LBS 34 I CROSS BRACE (BY OTHERS) ' 1.1111.1111.11.1111.1 ' 1 111111..MMINEMPA ELEVATION VIEW 77 80 1 ° o 36�g A NUM Imo In PLAN VIEW A C (6) Places /3/16 Typical • 03/4 iiiiiiiiiiiiiii .,II. uu,.;,1. 8x8 Super WM Pad w/ 3/8" Steel Plate 8 Standard Neoprene \I • (6) Typical 1/2" Diameter Lagscrew w/ Mason HG -50 Bushing Grommet 4" Embedment (6) Typical 4 SECTION A -A 8 DWN I CHKD DATE IB I 11/02/11 J IDWG. NOW F-27104-02 MASON INDUSTRIES, Inc. JOB NAME PERS Buildina SUPER M anufacturers of Vibration Control Products CUSTOMER Mason Oregon 350 Rabro NY Drive 2101 788 Anaheim, ah C A Ave., CUSTOMER P.O. D auppau WM H ge 11neim, C 921 631/348 -0282 714/535 -2727 MASON M.I. 2 710 4 FAX 631/348 -0279 FAX 714/535 -5738 Waffle Pad ■ Info ®Mason- Ind.com Info(d3MasonAnahelm.com DWG. NO. WF-SWM MATERIAL: 0 Natural Rubber Load Deflection Curves Standard Neoprene LOAD p T (psi) lbs / 2" sq) 0 AASHTOBridge Bearing Neoprene PLATE 70 125 500 ioiiiiioIi THICKNESS 100 40 ■ ■ ■ ■ ■■■■ ■■ ■I11KINSII ■ A / H ■•■•■ ■•■■■•ua■■ •■•�■ „ 1111■■■■ ■ •1• ■�7'■■ ■1•I■• 314 ii ■ , ■ 119 50 75 300 ricipalL �_ hi.. I� ■ ■ ■/„ (Standard U �IEI ■ ■ ■rAll Hardness) • 1111 ■ ■ ■ ■ ■G ■.?AC7 G■ ■■■ ■ ■■■■■■%■ ■Iomairim 50 200 ■ ■■■■■ramm Im/%■■■■pi 40 •1111 •■I ■■IESGM11 ■■ ■•1111■ .K.T%4.444*%sh ) ■ ■■■■I ■1.11 ■111fl'11 A ■ ■■ B IMIAMI A pr %ll• �i�i 30 A I 25100 ■• ■ /ANIPtinminirlFO7A ■ •■ 1111/ / %11 ■P.211 7 �r7 ■ ■■ ■■ % %2 /11elliMI 7 ■ ■■■ ■1111 ■rA7■./P.1511■■l■•■■■■■■ 1,0 4% , %.21111111•111111•111•1•1111=11111 TYPE Super WM r.:111111110111111•111111111•111111•11111= YPE S uper VV per SQUARE Actual pad sizes are scheduled below. 0 .05 .10 .15 .20 Maximum Load Recommended Recommended Maximum DEFLECTION (IN) 0.113 20% Deflection Load per 2x2 "sq. LoadperArea Load per Area Recomended 15% D Durometer (Ibs) (kg) (Ibs/in") (kg/mm (Ibs/n (kg /mm') 1 efl c Note: 15 h Deflection on 30 80 35 20 .014 27 .019 Graph shown is for a single layer 40 120 55 30 .021 40 .028 of 2" x 2" Super W Pad Standard 50 180 80 45 .032 60 .042 60 240 110 60 .042 80 .056 70 360 165 90 .063 120 .084 CERTIFICATION DATA Durometer of Pad Material to be: DURO TAG : 1 : 6 • UNIT : 2 : 7 PLAN VIEW OF PAD LOCATION : 3 : 8 . ....�. I 4 : 9 : 3..._ _ ,1111 : 5 • 10 : 1111.; Sets Required: i—� Type Super WM Dimensions I Imm []inches I A B T] H I L_ _11_11., _ 1111. .�, 1111._.. FORM S-404 09/2008 IDWN: 18 ICHKD: MD 'DATE: 11/02/11 IDWG. No WF.SWM MASON INDUSTRIES, Inc. JOB NAME PERS Building 2.ani Manufacturers of Vibration Control Products Mason Oregon yon H 350 Rabro Drive 2101 W. Crescent Ave., Suite D S Hauppauge, NY 11788 Anaheim, CA 92801 CUSTOMER P.O. 631/348 -0282 FAX 631/348-0279 714/535 -2727 FA 27104 FAX 714/535 - 5738 MASON M.I. Bushing Info@Mason- Ind.com Info@MasonAnahe DWG. NO. WF Washer Material: Bridge-Bearing earing Neoprene OD Acoustical Isolation .4,.. . --------- ID c � T I i BRIDGE - BEARING NEOPRENE SPECIFICATIONS H ORIGINAL PHYSICAL TESTED FOR AGING COMPRES- PROPERTIES (c) (d) SION SET F HD y (b) (b) OVEN AGING(70h/212 OZONE (e) (a) Tensile Elongat. Hard- Tensile Elongat. 1 ppm In air 22hrs Duro- Strength at Break ness Strength at Break by Vol.20% 150F meter (mm) (min) (max) (max) (max) Strain 100E Method B 40±5 2000 psi 450% +15% t15% -40% No Cracks 30 %(max) Bolt isolator and 5015 2500 psi 400% +15% ±15% 40% No Cracks 25 %(max) seismic relief e0±5 2500 pal 330% +15% 215% - 40% No Cracks 25 %(max application (a)ASTM 0.676 (b)ASTM 0412 (c)ASTM D573 (d)ASTM D-1149 (e)ASTM 0-395 ^�� TYPE HG DIMENSIONS i I - >% � Bolt Dia. ID HD OD T H I 1 r Size (in)(mm) (in)(mm) (in)(mm) (in)(mm) ( in)(mm) ( in)(mm) 11 I I• l i HG -25 1/4 6 1/4 6 1/2 13 1 25 1/8 3 3/8 10 • 4 ° u ^-ll ,) HG -38 3 /8 10 3 /8 10 5 /8 16 1 32 1 /8 3 1 /2 13 t- HG -50 1 /2 13 1 /2 13 3 /4 19 1 41 1 /8 3 1 /2 13 HG -63 5 /8 16 5 /8 16 7 /8 22 2 51 3 /16 5 5 /8 16 �l ;\ HG -75 3 /4 19 3 /4 19 1 25 2 57 3 /16 5 5 /8 16 HG -100 1 25 1 25 1 32 2 70 1 /4 6 7 /8 22 HG -125 1 32 1 32 1 38 3 83 1 /4 6 1 /8 22 HG -150 1 38 1 38 1 45 3 95 1 /4 6 1 25 CERTIFICATION DATA SIZE QTY TAG FORM S -420 09/2008 I DWN: IB ICHKD: MD 'DATE; 11/02/11 'DWG. No. WF -HG : MASON INDUSTRIES, Inc. SEISMIC OVERTURNING CALCULATIONS l , I i J ' , � Manufacturers of Vibration Control Products SEISMIC RESTRAINT: TYPE DIRECT ANCHORAGE W/ PAD - � 35D Robro Drive 2101 W. Crescent St., Suite D Hauppauge, NY 11788 Anaheim, CA 92801 CODE(S): IBC 2009; CBC 2010; OSSC 2010 ,' FAX FAX 1 7 4/535 -5738 TELEX 96 -8464 PAGE 1 An Equipment overturning calculations based on seismic load applied at a critical angle. As defined in the 2006 International Building Code, Chapter 16, Section 1613, the seismic Horizontal force, Fph, may be calculated using the following formula: 0.48 S W ( 1+2 ) z Fph(caIc) _ ( Ip ` ) Except that: Fph shall not be less than Fphimin) = 0.3Sos1pWp and need not be more than Fprymex) = 1.6SoslpWp. Where: Wp = Component operating weight ap = Component Amplification Factor, refer to ASCE 7 -05, Table 13.6 -1 Rp = Component Response Modification Factor, refer to ASCE 7 -05, Table 13.6 -1 Sds = Design spectra response acceleration at short period, refer to ASCE 7 -05, section 11.4.4 Ip = Component Importance Factor, refer to ASCE 7 -05, section 13.1.3 z = Component Attachment Elevation with respect to grade. h = Structure Roof Elevation with respect to grade. Convert from Design Strength to Allowable Stress Design: F _ F ph(ca[c) ph(a) 1.4 Vertical Uplift Force: Fpv = 0.2SosWp 4 IX 3 MI Fph \A' Fph *Cos9 7 b1 = Maximum Length (between anchors) Fph * Sine Y b2 = Maximum Width (between anchors) MI MI h = C. G. Height N = Number of Anchors 1 X 2 } Fph *Sine4Fpv —7--- Fpv } Fph *cos9 1 + 2 h 2 W� 3 W ___L_ I _ b1 b2 Consider load applied in any horizontal direction Transverse component = F ph(p) * Cos Longitudinal component = F * Sine The net uplift load on anchor location 2. ,' S p 1P , _ 0.6W - F (q) - F ph( a � * Cos 0* h * ` b 2 _ F ph (p � * Sin B * h b, C II NF . �� N I n 2 l I.r, l2/ u., "� : A � The net compressive load on anchor location 4. 0.6W + F C h �' Pc _ p y(a? } Ph (a) * * * b 2 l F J (Q) * Sin E * h ( bi l C. \.. y -\1/44 c a 0 U N In, 2 / + IXx l 2 J � 27 0,.<</ N(N+ 2) / !)HAR Where 1.. = 12(N - 2) b and 1 � = N b2 ExP)t�r � _� 1 31[2 MASON INDUSTRIES, Inc. SEISMIC OVERTURNING CALCULATIONS Manufacturers of Vibration Control Products SEISMIC RESTRAINT: TYPE DIRECT ANCHORAGE - .350 Rabro Drive 2101 W. Crescent St., Suite 0 STRUCTURE: WOOD Hauppauge, NY 11788 Anaheim, CA 92801 631/348 -0282 714/535 - 2727 CONNECTION: LAG BOLT /S L ' . FAX 631/348 -0279 FAX 714/535 -5738 TELEX 96 -8464 PAGE 2 AN Maximum shear per location PI P J F Ph(a) N Ps Vbott To maximize the values 1.11 dP, = 0 & dP� I = 0 will yield a condition dB d9 * l Tang = 1,,,,* a *bs 0 = Tan' (f *�i I xs 2 T bolt To combine seismic anchor loads Check Lap Screw (Per 2005 NDS) Based on maximum Pt and maximum shear Ps. Pt = Tension on location Allowable withdrawal value, W = W(CD •CM•Ci) Ps = Shear on location (See Page 3) n = Number of anchors per location Allowable lateral value, Z'a = Z(Co`CM *CT`Ce*Cd) T = Tension per anchor (See Page 3) V = Shear per anchor • Analysis of Bolt Combined Lateral and Withdrawal design value, P, p T a ,, = And y - = bolt = (W' p)Z' Zi _ r 1 s _ (W p) cos a + Z' sin a a = tan P x Actual Load on Anchor 2 2 Z 0,act = ( bolt ) + ( V nat ) Where, p = Anchor Penetration Check Lagscrew ; -- 5 1.0 Zi a c� � tN �p Ur LGON `EXPIRES. 12/372 L, . : : :: ;; •v...i MASON INDUSTRIES, Inc. SEISMIC OVERTURNING CALCULATIONS '.•••. ... •••. " Manufacturers of Vibration Control Products I ' ' I L __- 350 Rabro Drive 2101 W. Crescent Ave., Suite D STRUCTURE: WOOD LI Hauppauge, NY 11788 Anaheim, CA 92801 Tel : 631/348 -0282 Fax :631/348 0279 Tel : 714/535 -2727 Fax : 714/535-5738 CONNECTION: LAG SCREW into @Mason- Ind.corn Info @MasonAnaheim.com PAGE 3 DATE: 11/2/2011 Lagscrew Withdrawal and Lateral Values per NDS 2005 Attachment = Direct Anchor Withdrawal Values : t IMF D On) = ; : `11/ W = 1800 G3 /2 D314 U//4 Ir . #- T yS tY L (in) = t ) 4-I W' = W Cp C,,, C, Ce9 D E (in) OD C = 1.6 for seismic S (in) = i 10 CM = 1.0 <_ 19% moisture p (Z) t (in) :,' c x' `"` C, = 1.0 at < 150 °F l_ G = 0.50 11.3.2A C = 1.0 not in end grain .::: p ( D (in) = 0.371 Appendix L .,.• ow,. ,. 1 E (in)= 5/16 Appendix L Lateral Values : mo. P (Z, in) = 3.563 11,1.3.6 _ D 8 D F !' E 8D (in) = 2.968 Table 11 K Ztm Rd Dr W (Ibs) = 378 11.2.1 D r t Fes Z„ R CD= 1.60 10.3.2 d ,.--- E (min) E (min) -- CM = 1.00 10.3.3 Zit = k D t F Ci = 1.00 10.3.4 Rd k D 8D,F Ce®= 1.00 11.5.2 Z tirm = (1 +2Re)Rd W' (lbs) = 605 Table 10.3.1 k D P (W, in) = 2.188 11.4.1 Zm e = (2 + R e ) R Fern (Psi) = 3150 Table 11.3.2 2 D 2 Fern Fyb Fe, (psi) = 81850 Table 11K Ztv = R 3 (1 +R F (psi) = 45000 Table 11K V / e ) R + +R, +R, +R, R +R Re= 0.051 Table 11.3.1A k R, = 23.74 Table 11.3.1A (1+ Re ) _,--,p PROped, k1= 0.497 Table 11.3.1A k = -1 2(1 +R + 2 F yb (1 +2R k = 0.505 Table 11.3.1A /n f 3 Fen, P 0 2 *c , � GINF F !I- , �,: k3= 13.606 Table 11.3.IA k = -1+ 2(1 +Re) +2FYb(2 +Re)Dr `;4. 2: ;� Z,„, (lbs) = 694 Table 11.3.1A 3 V R 3 F ern t (D OREGON Z (Ibs) = 574 Table 11.3.1A R = F / F R, = 8D / t i\ 4 e' ' 4 Z = 317 Table 11.3.1A R (I) = 4 (1+ 0.25) 1 to grain 'Ll 2 7 ' ,,, Z (Ibs) = 398 Table 11.3.1A R (H) = 3.6 (1 + 0.25) .1 to grain 0 / DHABI° Z (Ibs)= 242 Table 11.3.1A R (III, IV) = 3.2(1 +0.25) .1 to grain (lbs) _ 326 Table 11.3.1A Z' = Z C,, C C, C C C Cd EXPIR 1 212 4, Ibs = Z (Ibs) = 240 11.3.1 C = 1.0 where group action does not apply C g = 1.00 10.3.6 C 1.0 when S > ... 4D and S /4D 4D >S?3D Ca= 1.00 11.5.1 Cd= 1. 0when pz8D p/8 D when 8D p >_4D Cd = 1.00 Table 11K Z' (Ibs) = 384 Table 10.3.1 MASON INDUSTRIES, Inc. SEISMIC OVERTURNING CALCULATIONS 'iiii Manufacturers of Vibration Control Products JOB NAME: PERS Building 350 Rabro Drive 2101 W. Crescent, Ste. D CUSTOMER: Mason Oregon Hauppauge, NY 11788 Anaheim, CA 92801 EO NUMBER: 27104 631/348 -0282 714/535 -2727 FAX 631/348 -0279 FAX 714/535 -5738 11/8/2011 PAGE 4 T ;:: DC -1, 2 Wp= 1 150 ap= 2.50 Rp= 6.00 Sds= 0.72 Ip= 1.00 z= 3.00 h= 3.00 Fph , r ,,, r , = 414 Fph „,; „, = 248 Fph, „ „„, = 1325 Fph(a)= 296 Fpv(a)= 166 Seismic Force Ratio= 0.26 bl= 157.00 b2= 36.19 h= 25.00 N= 6 Ixx= 24649 Iyy= 1964 Tan(theta)= 0.35 theta(rad)= 0.33 theta(deg)= 19.07 Pt= 92 Pc= 291 4 ..ID P R QFF Ps= = 49 . , (2 ‘ .1,C7 I NFF Sf / , Lagscrew Diameter (in) 1/2 9-I =n.. p ,� / 4,8�g Anchor Length (in)= 4 f j *i Penetration (in)= 2 3/16 • 0 - 1., OREGON >. , W'(Ibs /in)= 605 C Z � � ,A E= 384 �L� � 27, a= 0.00 " 9 0/ b Hgg, Combined. Z'a ,„ (lbs)= 384 Loads per Anchor,Za= 104 EXPIRES�t2/31 /12 Unity= 0.27 National Design Specification for Wood Construction, 2005 Edition Douglas Fir - Larch, G =0,50 Note: Anchorage calculations are based on the above anchors. If other anchors bolts are used they must be selected by others to meet required tension and shear forces and installation requirements. PAGE 4 Site Address: 11410 SW 68 PKWY ■ Building Division Deferred Submittal Transmittal Letter TO: DATE RECEIVED: DEPT: BUILDING DIVISION FROM: C�rt5 il/Kilt �l COMPANY: W1 dro-` e do 1140,eitarho' PHONE: 5 5n-- By RE: 11410 SW 68 PKWY MEC2011 -00278 (Site Address) (Permit/Case Number) PERS (Project name or subdivision name and lot number) Valuation of Deferred Submittal: $ 0S000 ATTACHED IS THE FOLLOWING DEFERRED SUBMITTAL ITEM: 2 Anchorage for condenser and gbrchol 'nk Remarks: ' rA.OVED OFFICE COPY NOTE: Documents for deferred submittal items shall be submitted to the registered design professional in responsible charge who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and been found to be in general conformance to the design of the building. The deferred submittal items shall not be installed until the design and submittal documents have been approved by the building official. Oregon Structural Specialty Code Section 106.3.4.2 Routed to Permit Technician: Date: ( e Fees Due: i W I° ' o ` Fee Descri . tion: Amount • ue: Deferred Submittal Fee: $ Additional fee based on valuation: $ Other: $ Total Fees Due: $ Special Instructions: Re.rint Permit .er PE): • No U Done A. .licant Notified: Date: Initials: The fee for processing and reviewing deferred plan submittal shall be an amount equal to 65% of the building based on the valuation of the particular portion or portions of the project with a minimum $200.00 fee. This fee is in addition to the project plan review fee based on the total project value. I :Building\Forms \TransmitfalLet ter- DefrdSubmtl.doc 04 /04/07