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Specifications 119-10 9w 6r pkw &lP2o L 1 C V 39 C revs s RECEIVED • SEP 0 2 2011 CITY OF TIGARD BUILDING DIVISION HOHBACH -LEWIN INC. s TR 11 CT URA 1. ENGINEERS Fifth Street Public Market, Suite 302 296 East Fifth Ave Eugene, OR 97401 Phone:(541) 349 -1701 Fax: (541) 349 -1702 Revised Structural Calculations For PERS Headquarters Building - Generator 11410 SW 68 Parkway Tigard, OR, 97223 Client: Systems West Engineers 411 High Street Eugene, Oregon 97401 9 .0; CTLR 0 4� PRORF 0 0 4/ OREGON 14. '�� H . eOUa ( Expires:1231 -11 Project No: H - 7713.1F Date June 15, 2011 • Revised August 31, 2011 i c -_� HOHBACH- LEWIN, INC. ,,..i , STRUCTURAL ENGINEERS iiminizig 296 Eost 5th Ave. Su.te 302 Eugene, OR 97401 (541) 349-1701. Fox (541) 349 -1702 • Basis of-Design. The project consists of a new generator and fuel tank located on a new concrete pad built into the face of a slope between two driveways. Maximum elevation difference between the driveways is roughly 5 feet. Retaining walls (max. height = 4 feet) are provided on two sides of the pad. • ; ' Hohbach- Lewin, Inc.'s scope of work includes. anchorage design for the generator and fuel tank and design. of the concrete pad and two -sided retaining wall. Soil loading is based on ASCE 7 -05 Table 3 -1 for an unbraced wall and drained soil. Additionally, a surcharge load of 250 psf has been applied to the driveway above the retaining wall and the lateral component of this load (determined from elastic theory) has been included in the retaining wall design. 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: • Wind Loads o Basic Wind Speed: 95 mph o Exposure: B o Importance Factor: I = 1.0 o Internal Pressure Coefficient: N/A • Seismic Loads - I - o Seismic Design Category: D o Site Class: D o Importance Factor: I = 1.0 o Ss= 0.957 g; Sips = 0.712g o S = 0.342 g; Sol = 0.391 g 'Geotechnical Criteria (ASCE 7 -05 Table 3 -1 & OSSC Table 1806.2): • At -Rest Soil Pressure: 35 pcf (drained) • Allowable Soil Bearing: . o Dead + Live Loads: 2,000 psf . • Coefficient of Friction: 0.25 . . • Allowable Passive Pressure: 150 pcf . . Materials: • Concrete (normal weight 145 pcf, unless noted) o Typical: r = 3,000 psi • Reinforcing o Typical: ASTM A615 Grade 60, Fy = 60 ksi • Miscellaneous o Expansion Anchors: Hilti KB -TZ Stainless Steel �J151 Sid MVrt itYV`( ("Na sae 1 " Pik A-1.60 INC • • HOHBACH - LEWIN, INC. 1i STRUCTURAL ENGINEERS 296 East 5111 Ave. Sole 302 Alum j Eugene, OR 97401 (541) 349 -1701, Fox (541) 349 -1702 Index to Structural Calculations I Mechanical Unit Anchorage ➢ Seismic Design Parameters 1 ➢ Seismic and Wind Load Parameters 3 ➢ Anchorage Design for Wind and Seismic 4 Retaining Wall Design ➢ Partial Site Plan 9 ➢ Lateral Pressure due to Surcharge 10 ➢ Load Diagram 11 ➢ Design for Sliding and Overturning 12 ➢ Retaining Wall Concrete Design 15 ➢ Footing Design 16 • { { geocoder.us: a free US geocoder http: / /geocoder.us /demo.cgi ?address =1 14104 SW +68th +Parkway, +Tig... —71 *.1 Top GPS Locator System Reduce Costs with Fleet Management. Sign Up for a Live Demo Today. Disciotevvieioss.com • Instant Geocoder Assign census tracts & verify addresses at point of data entry. vrrn-r.questsori.c m GPS Fleet Tracking Increase Employee Productivity & Save On Fuel Cost. Free Live Demo! FteeUNatics.com Ads by Google geocoder.us / geocoder.net find the latitude & longitude of any US address - for free 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 fJ (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: 111410 SW 68th Parkway, Tigard OR _Submit • — — i 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. 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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 = • 1 oft 5/16/2011 3:01 PM 7-11 H 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 = .FaxSs and SM1 =FvxS1 Site Class 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 /3xSM1 Site Class D Fa= 1.11.7,Fv =1.717 Period Sa (sec) (g) 0.2 0.712 (SDs, Site Class D) 1.0 0.391 (SD1, Site Class D) 1, 4 —, a PAGE: 3 1 I HOHBACH- LEWIN, INC. • - STRUCTURAL ENGINEERS PROJECT N0: - 11 I ;� . I DATE: (a (1-0 1 1 SUBJECT: P• if C1s Can r "m g,_ BY: '-25 - S MS M l G. L fl Prorg Tra.S , ' • I ■ I I ,' °e 2 . S • 1 FI.�X11s1.rr �,+�eo'N>,••s1 ; t...01....)- LUG LA 17l I�RA,GI+t- 'r' ' . I l Q 7 (GYTI.:- .btUYik{ :.L) I I I j I I I II 1 • . Z qK. q6 ' LelicCUNA L,.'t1tL) • , ` I T r r- - 6 L - fa rtvvr L ! .T. � it I l rfJp v + 2"1ao L) & 14 C41 ( 6 ' . I . bvINiy L..zroca PAT— .Sl in te '12: • r_1l0 q. z . = (otcsozs6) oteis) ,l,o,( ; 6,10) 95) (1,0) = 13, • Ir I,:31 1 I . ' , I • ' , 1 ) = 9,Z' k . / . 1 - - - . 1 : 7 f ' I , 6,s ,,' '' /8 .I •. ' I ; I • , .� I :( ,, i I i I • I I I . � : ; I I I j ,i ! . �g �p p� Page: 4- _ = NA HOHBACH LE a7� ®�� IN INC. Project: Car y ,s STRUCTURAL ENGINEERS Ay: xxxx ' Date: # # # # # # ## ' 296 E 5th Ave, Suite 302 _ Eugene, OR 97401 { A ru _z s _Af: (P) 541 - 349 -1701 (F) 541 - 349 -1702 Version 1.0 Length (L) = C= x—„4.0 in. �— Generator Anchorage LRFD / /� ��. Length (L) = 284 in. Width (B) _ ' 78 in. Height (H) = 135 in. Height (H) = 135.0 in. __ 0 Mech Wt. (Wp) = 27000 lbs. 4 .I..., - i -� Structure Height = _ -0 ft. f ,� : J ;A k e-. . Mx Structure Base (x)= , 0 ft. V y - = -= __ Structure Base (y)= • - '- -- 0 ft. Width (B) = 78.0 in. Vx Wind Analysis: F= qz x G x Cr: Ar p= 15.25 x A (ASCE 7 -05 Eq 6 -28) q =' -_ 13.7 Velocity pressure at height h G= == 0:85: Gust -effect factor Cr- : Force coefficient A 73 ft` A 266 ft` Projected area normal to wind RN= 1 R 1 Rooftop factor . Factored Wind Loads' Vx= 6499 lbs Vy= 1785 lbs My= 438656 in-lbs Mx= 120476 in-lbs Overturning Analysis MYres= 947700 in-lbs =Wp x b / 2 X 0.9 Mx 3450600 in-lbs =Wp x L / 2 X 0.9 Tensile Forces Ty= 0 lbs I Tx= 0 lbs I # of bolts resisting Ty (byu): = : _4 bolts # of bolts resisting Tx (bxu): = bolts Tension Per Bolt' Tby= 0.0 lbs/bolt I Tbx= 0.0 lbs/bolt Shear Analysis # of bolts resisting V: 7.:8 bolts Shear Per Bolt' Vby= 223 lbs /bolt 1 Vbx= 812 lbs/bolt Interaction Equation (1.3`T/Ta) +(1.3 *VNa) 5 1.2 Interaction Eqn. I Y= 0.04 I X= 0.14 T:\7713 PERS Headquarters1(F) Calculations\Generator17713.1 F 2011 -08 -31 Equip Base Anchorage - Revised _ HOHBACH -LEWIN INC. Pro; ct: 77 3 STRUCTURAL ENGINEERS By: XXXX - -- Date: August -II 296 E 5th Ave, Suite 302 Eugene, OR 97401 t i . (P) 541-349-1701 (F) 541- 349 -1702 EQ Analysis: - , \ 1 ' = U. Iu lt�r \ I 2i I = 0.48 Wp ASCE 7 - 05 EQ 13.3 - 1 C r�� ll l I- /r / Where: aP 2.5 Component amplification factor RP 1.5 Component response modification factor S 0.72 g IP _ _ 1: Importance factor z/h= 0.00 Height of attachment of center of gravity / Average Roof Height Maximum Force F,, = l'.4S�sI :i, ll/. _ = 1.15 Wp ASCE 7 -05 EQ 13.3 -2 Minimum Force p,, a 03Siis1i;1 -Vi = 0.22 Wp ASCE 7 -05 EQ 13.3 -3 Factored E.Q. Loads' Vx= 12960 lbs My= 1321920 in-lbs Vy= 12960 lbs Mx= 13 Z 9 , in -Ibs I == � /` -:� Overturning Analysis MYres= 947700 in-lbs =Wp x b / 2 X 0.9 l . Mxres= 3450600 in-lbs = Wp x L / 2 x 0.9 ,1y�' \`IF Vy Tensile Forces te— —r ,. f'�' -� I Ty= 4798 lbs I Tx= 0 lbs , Vx �__4 (411, -/. # of bolts resisting Ty (byu): :4 bolts ;' , I X # of bolts resisting Tx (bxu): -. :: -2: bolts Ty Tension Per Bolt I Tby= 1199.4 lbs/bolt Tbx= 0.0 lbs/bolt Shear Analysis _ # of bolts resisting V: ._• :__8,bolts Shear Per Bolt I Vby= 1620 lbs/bolt I Interaction Equation For Anchorage to: Concrete If V < 0.2 Vcap, full strength in tension is permitted, 1.3T < Tcap If T < 0.2 Tcap, full strength in shear is permitted, 1.3V < Vcap Otherwise, [(1.3T/Tcap) +(1.3VNcap)J /1.2 5 1.0 Interaction Eqn. I Y= 0.54 l X= 0.27 T:17713 PERS Headquartersl(F) Calculations\Generator17713.1 F 2011 -08 -31 Equip Base Anchorage - Revised Cn Load Combination: LRFD•• Anchored to: Concrete Equipment #: Generator Fuel Tank Location:. Outside : "• Outside , . L (inches)= � •- .: :_:.�'- :. 284 • • 159 B (inches)= 78 .:..52 = =- H (inches) = = = - . 135: : 36 • - _ = H (inches)= 102 18 - - _ - - Wp (lbs)= _ -27000 , 2700 . -- -. - Structure H (ft)= _ _ " -. . . Struct Base L (ft)= _` -' :.; _ = . __ : Struct Base B (ft)= _ . _ :. _ : :. .. qz= .. _ :: 13:7 - - - - 13 :7 . :` 74: G= • __ =:0.85 .__ Cf= : - `1 :31 . .; - __1:33 aP= : :- 25 SDS= __ = :_ . - 0 7.2 - 0.72 . z/h= : ` _ - = �: ' - -: 0 :_ =..: ` 0 -= = =`: - == - - _ `: # T Bolts Along Y= _ _ _.. 4 : 2 =. - - # T Bolts Along X= :_ _ . _ _ : _;: `_ 2 = 2 ` -_; # V Bolts= - =; 8 . _- :- :° :- 4 V cap per bolt (lbs)= P P ( )- _ . - .: , -_ -: - ' -7690 : - 7690 T cap per bolt (lbs)= - • = = `, °; 4190 :: = :4190 :- -_ :: _ : _. Myres= 947700.0 63180.0 0.0 0.0 0.0 Mxres= 3450600.0 193185.0 0.0 0.0 0.0 WIND LOADS: Afy (ft`)= 73 13 0 0 0 Afx (ft`)= 266 40 0 0 0 Rfx= _= = 1 .. _ __ -_ __ _.:- . :, _. __ =_ Vy (lbs)= 1785 322 0 0 0 Vx (lbs)= 6499 985 0 0 0 V per bolt y (Vby)= 223 81 #DIV /0! #DIV /01 #DIV /0! V per bolt x (Vbx)= 812 246 #DIV /0! #DIV /01 #DIV /0! My (in-lbs)= 438656 17730 0 0 0 Mx (in -lbs)= 120476 5799 0 0 0 Ty (lbs)= 0 0 #DIV /0! #DIV /0! #DIV /0! Tx (lbs)= 0 0 #DIV /0! #DIV /0! #DIV /0! T per bolt y (Tby)= 0 0 #DIV /01 #DIV /0! #DIV /01 T per bolt x (Tbx)= 0 0 #DIV /0! #DIV /0! #DIV /0! Interaction Eqn. Y 0.04 0.01 #DIV /01 #DIV /0! #DIV /0! Interaction Eqn. X - 0.14 0.03 - #DIV /0! #DIV /0! #DIV /0! • • • Equipment #: Generator Fuel Tank 0 0 0 • Location: Outside Outside 0 0 0 EQ LOADS: Fp= 0.48 0.48 #DIV /0! #DIV /0! #DIV /0! FPmax= 1.15 1.15 0.00 0.00 0.00 FPmm= 0.22 0.22 0.00 -0.00 0.00 V (Ibs)= 12960.0 1296.0 #DIV /0! #DIV /0! #DIV /01 V per bolt (Vb)= 1620.0 324.0 #DIV /Ol #DIV /0! #DIV /0! My (lb -in)= 1321920.0 23328.0 #DIV /0! #DIV /0! #DIV /0! Mx (lb -in)= 1321920.0 23328.0 #DIV /01 #DIV /0! #DIV /0! Ty (lbs)= 4797.7 0.0 #DIV /0! #DIV /0! #DIV /0! Tx (Ibs)= 0.0 0.0 #DIV /0! #DIV /01 #DIV /0! T per bolt y (Tby)= 1199.4 0.0 #DIV /01 #DIV /0! #DIV /0! T per bolt x (Tbx)= 0.0 0.0 #DIV /0! . #DIV /0! #DIV /0! Interaction Eqn. Y 0.54 0.05 #DIV /0! #DIV /0! #DIV /0! Interaction Eqn. X 0.27 0.05_ #DIV /01 #DIVIO!_ #DIV /0! • • • www.hllti.us PROFIS Anchor 2.1.4 Company: Hohbach -Lewin Inc. Page: 1 Specifier: JSL Project: 7713.1 Address: Sub - Project I Pos. No.: PERS Generator Phone I Fax: - I - Date: 6/10/2011 E -Mail: Specifier's comments: Generator and Fuel Tank Anchorage Input data Anchor type and diameter: Kwlk Bolt TZ - SS 304, 5/8 (4) Effective embedment depth: h„= 4.000 in., h,,,,, = 4750 in. • Material: AISI 304 Evaluation Service Report:: ESR 1917 Issued I Valid: 9/1/2009 I - Proof: design method ACI 318 / AC 193 Stand -off Installation: - (Recommended plate thickness: not calculated) • Profile no profile Base material: cracked concrete , 3000; f, = 3000 psi; h = 16.000 in. Reinforcement: tension: condition A, shear: condition A; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F): yes (D.3.3.6) Geometry [In.] & Loading [Ib, In.-lb] - i?I .y 4. J • Proof I Utilization (Governing Cases) Design values [lb] Utilization [ %] Loading Proof Capacity 1311 Status Tension Concrete Breakout Strength, 3942• 12= 4190 2S 93 I- OK Shear Steel Strength (without lever X498 11020 7693 44-8. 48. 21 OK - arm) Loading !- llil'zation ,,,,[ %) Status Combined tension and shear 0.7-26- 0.143• 5/3 .64 OK loads 28 21 19 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 existing conditions and for plausibittyl PROFIS Anchor (c) 2003-2009 Huh AG, FL-9494 Schwan Hilll Is a registered Trademark of Hilti AG. Schwan • 9 / / \----__ ‘.. v o .. 2 So P5- 5 u►2. arre'rea,e !. 7 -------------- I D 1 -4-- + SoS 4 1-- I • I il - 7 I ' 1 t ,+ 3 ow `+ /— --*-- g I 0 I 1 E 5 . ' 6 'L- i 305 - (Max) ! II � 3 - - -3— —3 - - -- 3- - - -3 -- I . n,NO , + I 0 , Ili ' I � . U _..., P ! i i ,fc 1 • i No m PA11 blrtilS�orvS 0 7:4 4-:: 4615 INCO�s2rxT ; ' 14" :/1 - I 1 • I. • HOHBACH - LEWIN, INC. Page: 10 ' STRUCTURAL ENGINEERS Proje 7713.1 296 Cost 5111 Aye SuRe 302 • Eugene, OR 97401 Date. 06/201 • (541) 349.1701, fox (541) 349 -1702 By: XXX PROJECT NAME: PERS HQ Generator Lateral Pressure on Retaining Wall due to Surcharge Surcharge Load 250 psf Distance from wall to Surcharge 14 ft Width of Surcharge 19 ft Height of wall (max z) 7 ft Top of Wall is Fixed . No z a s p o„ (feet) (radians) (radians) (radians) (psf) 0.00 0.00 0.25 1.56 1.55 0.01 1.64 0.50 1.55 1.54 0.02 3.27 0.75 1.54 1.52 0.03 4.90 1.00 1.53 1.50 0.04 6.51 1.25 1.52 1.48 0.05 8.12 1.50 1.51 1.46 0.06 9.72 1.75 1.50 1.45 0.07 11.29 2.00 1.49 1.43 0.08 12.85 2.25 1.48 1.41 0.09 14.39 2.50 1.46 1.39 0.10 .15.90 2.75 1.45 1.38 0.11 17.38 3.00 1.44 136 0.12 18.84 3.25 1.43 1.34 0.13 '20.26 3.50 1.42 1.33 0.14 21.66 3.75 1.41 1.31 0.15 23.02 4.00 1.40 1.29 0.16 24.34 4.25 1.39 1.28 0.17 25.63 4.50 1.38 1.26 0.18 26.87 4.75 1.37 1.24 0.18 28.08 5.00 1.36 • 1.23 0.19 29.25 5.25 1.35 1.21 0.20 30.37 5.50 1.34 1.20 0.21 31.46 5.75 1.33 1.18 0.22 32.50 6.00 1.32 1.17 0.23 „ 33.49 6:25 1.31 1.15 0.23 34.44 • 6.50 1.30 1.14 0.24 35.35 6.75 1.29 1.12 0.25 36.22 7.00 1.28 1.11 0.25 37.04 q-T 6 its C OF Ir Tt,. . r", fZ 41t1 -`I LI N ]i15rel f uT1 cTi ) 440 CHAPTER TEN Lateral Earth Pressure k . , dic'-t Strip Load Surcharge r _ Figure 10.35 shows a strip load surcharge with an intensity of q per unit area located at -`? a distance m, from a wall of height H. Based on the theory of elasticity, the horizontal '.< ;. a stress a, at a depth z on a retaining structure can be given as a 0 — sinQcos 2a) upieg R6.t.. (1020) The angles a and /3 are defined in Figure 1035. For actual soil behavior (from wall restraining effect), the preceding equation can be modified to : 1_ i ,101 2q (II — sin 13 cos 2a) (10,81) T he nature of the distribution of a w ith depth is shown in Figure 10.35. The force, P, ' per unit length of the wall caused by the ship load alone can be obtained by integration JP . � 'I' —m2 Strip load = a_, / q /unit area H , 1 y ri / / I I+ ' "i , .. / / / / • / / / / Ft a/ / / . / j.— a . z i . I .t i I I ; I ..... ; I t. 1 ♦ F IGURE 10.35 Lateral pressure on a retaining wall caused by a strip load surcharge I , , '1 1 PAGE: If HOHBACH- LEWIN, INC. _ - STRUCTURAL ENGINEERS PROJECT NO: "t`ll� DATE: L `toI SUBJECT: Pti?..6 14'1- GI em 2W-f , ,7? BY: c_SS1.-,- ` I ' . • g -) ,, rfv(7 (.4) m .c ' 1..,(r/tyl . 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' f ( oa i f I Vw — '�6c7 (N12c1" wIN0•ts.) -114.,,•:.1%,.. • Ir-; 11,ttrStY...1 I ' CCU.) ' B 1 a , 1 " IS Bi -Lars $;..hoe. ) I I 1 1316ov ° I4,3 i !per . ' v1E - 4- , 4- ) i6'b 44rec'' Lr0 -) 39 d � 1}5t) . I I G eic7 ti Nk) � I I __ I ' ; ' I I :.s013 ' 38,4 K °s - 177n4i.. e. t cc11 pro , 8 °� ( 11 I ; s.- i lge-• • , . 10 I • F121Gr1 •Dr.) Yl s.15 i • • ' . 11 3 o ' , ' /���� 3� • . '*r ° ( )(z) ')(15orcf) ( )(B'' . )(15c ?T)4- 1 ' ' Sr_> , ' 8 . ice. I I 21� 7 Z760 -'r , )(o „ )( (ESc, ( - + ; i j Ca !T>�v i G edivr wae,k.'• I 1 I I i (a V .pc.9 171 . . i , i i i ' F, as= P e1 c...-3 . 0.2S . i I I Sze... ' r 1'61 • ,e-1 Cr1 osJ }° I5 h9�LC_ - . I B k • - I ' I' I I PAGE: (1._ HOHBACH - LEWIN, INC. PROJECT NO: s 1"113., - _-- =- STRUCTURAL ENGINEERS DATE: 8 l 9,n 1 l SUBJECT: ? ' e, IkQ (, 4:'.; r31 r1'ITl2._ BY: I ° F�cTtt,.) 12 1s-r)CCc .. I we►z-it -rc e (1t.7, (30,)1150YcC) + (¢)(a "k3A3t ofcc) + SLAYS V,,ki.,` 1 Z- +. 2 - ) 0 + (2 ")(3a)(ISOP44) e,t--■,-1 11+Nk u ,,w,.« I i w =148 : I 1 C." CCP Fitt Ct r = 0 .2.S rat C►1G/J 1?.. i'..T CS 3 1 '4 . I i . I • Pr UE P12fzue€ lRlv1sTriwc.: I -I Fe ; l5o pc.c x 41 3 = zee ?c (1=0'- $1.4017 -7 laoeh ) S R. \ � , 1 'lli1.4.ILt.1JS L�FMI ts)(� �.�E1tr err SLR 're 3I I /{D - Wea - e, AJc67LhG7 7bP' /' 6F S6 /L /A) PASS/ 1./S7 Za-o psf - 60.) rsf Pe - 2' , ) 1 C30, 3) ° 24- C c.1.1-.1111 1 c.1 ' I X 101 cT1G7J = 31 p n'•ss U E 2-4' c , rlie, GI" F,S, ',c > 1 i OK - I I HOHBACH- LEWIN, INC. PAGE: moms smi STRUCTURAL ENGINEERS PROJECT NO: 11I DATE: 5 I I SUBJECT: pb25 H"Q & )tni3TDYZ BY: S`a� 1zeT34I,L J, GJ74-t -C_ L 1E — 0l)bL'TUefJIN(1 M „= 7i(33esC)(4 (.21) + % (ZIO p44)(G1)(Z') + (3Sp54.)(u)(5') 303`) 6.3,3' -f • HOrC4Jif - 1.320 r 23,3 112, Th =e) 8,4 • (ASK) l 6/ try TAW'S I M a 142,16'1 MR = ( 11 , 2 ' )(2 1 )L 30,3 )1 150 pcf)( 5, (a 1 ) + (4 • a-. (2116 .4211'4)bl = 19 • It L)l ° F Ac-1 - or" s 4 F efy = S. (a > I, S o K Cf 1� 5o r t_ 13t;`2./A 01C e = 142 " -i = M/ ht..' L =11,Z e Liu, • 89 142' % (o _ " P A s L (II,z)`tsa,3) � 22.0 pi f m.,„ - 4>,D ps{' 4 2b pi pK ____-1 i PAGE: y.S HOHBACH- LEWIN, INC. STRUCTURAL ENGINEERS PROJECT NO: �l�I��'< , DATE: Lo ( 1. L SUBJECT: re3Z5 HQ l-r &7Vt'14TDv_ BY: J5 1 J I . II V e_ _ qua. psi. ' i . . , . , I anv n•._ t;41 I': AT ;1$'d,c.' I I � 4f I ; i 1 Vt x 12- IT '. I n•Hce.Nfss - , 1 i I - 4 u ' I ' I ' 1 . AT BA -e E OF ,av i u.� 1 ! , I \i-,,-.= (1'�0)( 1z(4 t ' %z(35 +1 - ' 11 ,I H i,t, :-.• \11., x ' 1 /3 x i' - ' 5 C::) - i f 1 1 • , . 1 , I , , I I I I 4144_ = (0, ) 5,3 '�') - ; 3,5'= ( ' > 0, /4'`f ak . i ' it As = O, 133 m � st 4 AT �Zo. � b,c. } 10`-12 �� O. _ 01211 i 4, (U■9)(C.00Yse,)(011Sitv (4"- 0,I3) 1 = 2,'"; .. Mis 5Itg'NJclo - 7r�p (o,o1>Je C$� -o,2 (Dtini` i I • I ! I � • • I I • I • i i I I I 1 . 1 1 HOHBACH- LEWIN, INC. PAGE: ► (.a STRUCTURAL ENGINEERS PROJECT NO: 'j — (I', DATE: (n�ZA11 SUBJECT: _ Ply °, h' Cie VerArn1?_ BY: rls� FoD7-/&)&7 D %I6,,J Merl soft_ ti - e /c. SO P► SJ1Ee = 0 p5T O . Tfte T -to a ftisovr t" t OF 111..2 11,2' 32 1-4 14 ( 1 , L (gi 4)C /0( _ ?�3" -r►r (1,6) 5 (V ) = 3 /Cs 4$0 1112 4,3 1L = 3c7oo psL f►2bv1UG M eVraF, ar m rry 6 ) e k s - - i As = (D , OD I$, (z ) el," = 0 152 - +nt Plia)16 74 13 AT 12 D, . A 0 , ;nt 0,$!0 As - 041 ■A' w 12. d 2.1" s „ 40" M.%. ( C)'5 )(60 V-0(0 v Icim+ (21` - D ')/17, > :,7‘141 Q _ 0,44 0,4 • • UP20 tl 613 y RECEIVED JUN 2 8 2011 ,, CITY OF TIGARD BUILDING DIVISION • HO iz-;/i:C uLE /ON lNC. S T I? 11 (' ' 11 11 A I. If A' G I A' I s l: I? S Fifth Street Public Market, Suite 302 296 East Fifth Ave Eugene, OR 97401 Phone:(541) 349 -1701 Fax: (541) 349 -1702 Str cturall C i Oc�al�ti ®�s For PERS Headquarters Building • Generator 11410 SW 68 Parkway Tigard, OR, 97223 Client: Systems West Engineers 411 High Street Eugene, Oregon j 97401 0 Fi N4. % 0 • 85387 OREGON y ��k� H. BOVN 5xpIres: 12.31.11 I • Project No: H -L 7713.1 Date June 15, 2011 • • • HOHBACH- LEWIN, INC. - - - - 1 STRUCTURAL ENOINEERS 296 Cost 5th Ave. Suite 302 Eugene, OR 97401 (541) 349.1701, roe (541) 349-1702 • Basis:•of :Design:::': The project consists of a new generator and fuel tank located on a new concrete pad built Into the face of a slope between two driveways. Maximum elevation difference between the driveways is roughly 5 feet. Retaining walls (max. height = 4 feet) are provided on two sides of the pad. Hohbach - Lewin, Inc.'s scope of work includes anchorage design for the generator and fuel tank and design of the concrete pad and two -sided retaining wall. Soil loading is based on ASCE 7 -05 Table 3 -1 for an unbraced wall and drained soil. Additionally, a surcharge load of 250 psf has been applied to the driveway above the retaining wall and the lateral component of this load (determined from elastic theory) has been included In the retaining wall design. 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: • Wind Loads o Basic Wind Speed: 95 mph o Exposure: B 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 = 0.957 g; Sp 0.712 g o S = 0.342 g; Sol = 0.391 g Geotechnical Criteria (ASCE 7 -05 Table 3 -1 & OSSC Table 1806.2): • At -Rest Soil Pressure: 35 pcf (drained) • Allowable Soil Bearing: o Dead + Live Loads: 2,000 psf • Coefficient of Friction: 0.25 • Allowable Passive Pressure: 150 pcf " Materials: • Concrete (normal weight 145 pcf, unless noted) o Typical: P = 3,000 psi • Reinforcing o Typical: ASTM A615 Grade 60, Fy = 60 ksi • • Miscellaneous o Expansion Anchors: Hlltl KB -TZ Stainless Steel • -�� HOHBACH- LEWIN, INC. Aimmum STRUCTURAL ENGINEERS 298 East 5th Ma. Salto 302 Eugene, OR 97401 (541) 349.1701, fox (541) 349.1702 • to S tructural. Calculati 1. I Mechanical Unit Anchorage ➢ Seismic Design Parameters 1 ➢ Seismic and Wind Load Parameters 3 ➢ Anchorage Design for Wind and Seismic 4 Retaining Wall Design ➢ Partial Site Plan 9 ➢ Lateral Pressure due to Surcharge 10 ➢ Load Diagram 11 ➢ Design for Sliding and Overturning 12 ➢ Retaining Wall Concrete Design 15 ➢ Footing Design 16 Appendix ➢ Mechanical Unit CutsheeUWeighUDimensions Al • • geocoder.us: a free US geocoder I' http: / /geocoder.us /demo.,, Address= 11410 +SW+68t1r +Tig... — 1"713.i . Top GPS Locator System Reduce Costs with Fleet Management. Sign Up for a Live Demo Today. otscrcl,:wrtoless.com Instant GeocoderAssign census tracts & verify addresses at point of data entry.• :rn'.questsoacom GPS Fleet Tracking Increase Employee Productivity & Save On Fuel Cost. Free Live Demol twr.v.FlectFAitics.com • Ade by Google geocoder.us / geocoder.net find the latitude & longitude of any US address - for free • Address 11410 SW 68th Pky (it can take a bit for the map to Tigard OR 97223 load -watt for the red circle to turn (45.441221, • reen. Sta in our has ' 'lace. - 122.747457) 45.441221 ° . Latitude N 45 ° 26' 28.4" 45 ° 26.4733' (degree m.mmmrn) • - 122.747457 ° • Longitude W. 122 ° 44' 50.8" • -122 ° 44.8474' (degree m.mmmm) Search for another address: 11410 SW 68 h Parkway, Tigard OR ':S u b mit. • 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 $50, which you can pay via paypal to billing @geocoder.us • = geocoder.us = O 2004.8 Locative Technologies = terms & conditions = contact us = \ .t ne.) 5/16/2011 3:01 PM 2 - Conterminous 48 States 2009 International Building Code Latitude = 45.4412 Longitude = - 122.74750000000002 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.957 (Ss, Site Class B) 1.0 0.342 (S1, Site Class B) Conterminous 48 States 2009 International Building Code Latitude = 45.4412 Longitude = - 122.74750000000002 Spectral Response Accelerations SMs and SM1 SMs =FaxSs and SM1 =FvxS1 • Site Class D - Fa = 1.117 ,Fv = 1.717 Period Sa (sec) (g) 0.2 1.069 (SMs, Site Class D) 1.0 0.587 (SM1, Site Class D) Conterminous 48 States 2009 International Building Code Latitude = 45.4412 Longitude = - 122.74750000000002 Design Spectral Response Accelerations SDs and SD1.: SDs = 2/3 x SMs and SD1 = 2 /3xSM1 Site Class D - Fa = 1.117 ,Fv = 1.717 Period Sa (sec) (g) 0.2 0.712 (SDs, Site Class D) 1.0 0.391 (SD1, Site Class D) • • i - - Ammilmm a j i 1 1 -- HOHBACH- LEWIN, INC. FADE: STRUCTURAL ENGINEERS PROJECT NO: 7"11.1 DATE: (4-(1.0 II SUBJECT: P t 'Ga 11' arah.al:V.,Yt'S "bye.,.. BY: •..SI4 t ' y , .1 , •: ' : i. :. ' I ..i :' 1. 1 1' 1. 1 1. 1 1 1 1 1 1 1•. I 1 1:, 1'.; l i!: I• I I 1 S;:; j I. ,• :: I, t I I. I i, 1,, Ii .i 1 I: i I 1 I i I I, 1 I • I i i i; s 1 . I ''. 1: I I t I ■ I, . .. I I SII .MlG- L. MAO. PAYverrAm'fi$=a . I'! j i 1 i• I• i I I ' I i ,• i i • ..i: ; -• .II: ,1 , :, 1•I I I';I ::11 :i:,1 HI i I ,'. „ 'i1,1 i:: I 1i I VIII i1IIl ; ; I • I! 1,• I I! i i •. I I..: i, I i i 1 . I I: I 1 1 , III I!! •I: II I :I,I.''; 1 I.. i , j I :;Ii•:: 1 i• ,' I I, Q P L 2, S I , ;_ : I' I E i; I 1. I j;:, . I I i I '' ,.:j : 1 • ! 1 I • • I • Fl.trAlpULc CO,vI°o>,�t. it � l,w? °�UGg1.11 1 ATI�rk .14 0-0... , 1 i ;l� :lig ..111 .:1 1 11'!". 1 -:-: I • • ' 1 p s r = : .0 i` ..t I l , . . I I , 1 i i I ' . 1 i , .. ' , , I • ` . " 1 , : 1 i • 1 i •; • I ' .. : I , I , : .. •l 1 . I . I I 1 .i , ' I I 1 ; ; ! ! I I •I ' I : f I I•_• •. ' I: 1 I,: :. 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I,I i 1 I I • 11 I 1 I I.: .. • I i . I '•.,,i ••■ .',I . .I : . i , • I HI I .1 1 I • I I ` ( f INC. Page: 4 \ . ® ®HBAGI�Iu —LE 1t1/ `po IN N Project: 7713.1 STRUCTURAL ENGINEERS By: XXXX Date: June -II 296 E 5th Ave, Suite 302 Eugene, OR 97401 ,x.. <<tx (P) 541 - 349 -1701 (F) 541.349 -1702 Versron 1.0 Length (L) = M5.0 in. i` Generator Anchorage LRFD / - -� Length (L) _ . -,1a6, � in. �' Width (B) 52 <tn. / ,. 7 Height (H ` ) = 40'.in. , Height (H) = 140.0 in. Wi t, Structure Height = I .tl. ft. ( Mx Structure Base (x)= =: ; 0' ft. V y Structure Base (y)= : O ft . Width (B) = 52.0 in. Vx Wind Analysis: F= g p= 15.49xA, (ASCE7- 05Eg6 -28) q 13:7:Velocity pressure at height h 0 = '•:0`;851 Gust - effect factor C,= tt :: r,J 3; Force coefficient . Ay 51 ft` A,x 141 fe Projected area normal to wind Ry= 1 R, 1 Rooftop factor Factored Wind Loads! Vx= 3493 lbs Vy= 1253 lbs My= 244536 in -lbs Mx= 87696 in-lbs Overturning Analysis My 210600 in-lbs =Wp x b / 2 x 0.9 MX 587250 in -lbs =Wp x L / 2 x 0.9 Tensile Forces! Ty= 653 lbs Tx= 0 lbs # of bolts resisting Ty (byu): r bolts # of bolts resisting Tx (bxu): 2 bolls Tension Per Bolt Tby= 326.3 lbs/bolt Bolt' Tbx= 0.0 lbs/bolt Shear Analysis # of bolts resisting V: ,4, bolts Shear Per Bolt 1 Vby= 313 lbs/bolt I Vbx= 873 lbs/bolt Interaction Equation (1.3 "Tfra) +(1.3 "VNa) 5 1.2 Interaction Eqn. I Y= 0.13 I X= 0.15 T:17713 PERS Headquartersl(F) Calculations\Generator17713F 2011 -06 -10 Equip Base Anchorage Page: 5 -�� HOHBACH -LEWIN INC. Project: 7713.1 STRUCTURAL ENGINEERS By: XXXX Date: June -1I `h 296 E 5th Ave . Suite 302 Eugene, OR 97401 (P) 541- 349 -1701 (F) 541 -349 -1702 EQ Analysis: T 0.4rr • •, (+ = 0.48 Wp ASCE7 -05 EQ 13.3 -1 - . J Where: aP 24. Component amplification factor R •Olit; Component response modification factor Sin l = 1, Importance factor zIh= 441 Height of attachment of center of gravity /Average Roof Height Maximum Force 6 ° •1GS 4.64 = 1.15 Wp ASCE 7 -05 EQ 13.3 -2 Minimum Force ff.. U'3Sn li,}yr,. = 0.22 Wp ASCE 7 -05 EQ 13.3 -3 Factored E.Q. Loads Vx= 4320 lbs My= 453600 In -lbs 1 Vy= 4320 Ibs Mx= 4 0.tAin -Ibs Overturning Analysts My, 210600 In- Ibs =Wp x b / 2 x 0.9 • Mx 58 7250 In-lbs = Wp x L / 2 x 0.9 / �� Vy Tensile Forces I Ty= 4673 Ibs 0 li 4, ��- Tx= 0 Ibs r' 4 • Vx # of bolts resisting Ty (byu)• t ; 2i bolts N x # of bolts resisting Tx (bxu): j;'="4 -2 bolts Ty Tension Per Bolt I Tb Tby= 2336.5 Ibs/bolt x= 0.0 lbs/bolt Shear Analysis # of bolts resisting V: -4' bolts Shear Per Bolt ( Vby= 1080 Ibs/bolt 1 Interaction Equation For Anchorage to: Concrete If V < 0.2 Vcap, full strength in tension Is permitted, 1.3T < Tcap If T < 0.2 Tcap, full strength In shear is permitted, 1.3V < Vcap Otherwise, ((1.3TITcap) +(1.3VNcap)J11.2 5 1.0 Interaction Eqn. I Y= 0.76 X= 0.18 T:17713 PERS Headquartersl(F) CaiculationslGenerator17713F 2011 -06 -10 Equip Base Anchorage ( { C.o 1 Load Combination: 1..RFD ;';•;•;: Anchored to: *. :Concr'ete:•••.• Equipment #: Generator Fuel Tank Location: Outside.. . = :Outside_ = - - • L (Inches)= .. 145 °.: . - ... ;159 . B (inches)= '52 :-52 ... • • • • - : .. " • H (inches)= . k ::140 ... -_ . = - =36 _ ....... __ _ .. . Hba (Inches)= '105 -- -„ :18 '••••:•.: .. '.'= > = - ", . . .. = ,:;; ; . Wp (Ibs)= .. :9000 :. :;27QU :.g.'.•; ... -- . ,_:< „• • •' Structure H ft - ;::;-;... ;' \'t ', - Struct Base L (ft)- - -- _ . _ __ _ : = Struct Base B (ft )= - -.... :' - .:= ..:. - ::. =. = z= :.s' ... _ .3; =13:7 _ , .. - =: :i= : :085 =' s8 ' .- _ .. ,;:',7.2:::!::::::,-.:::;-..-,-; _ _ :,: _ - :: Cf= •i!-•:::. . -133 c . _ _ -_- _ _ - '_�f:�5 X1:5 - R = -_ _ -- _ us -:0 "0'72 c= - _ _ # T Bolts Along Y- '7 = - .. - - , ::2 - - - -- = .. _. ;::;.. - - - - - - 7 7_ _ _ #7Bolts Along X= - ..,. =>2 - "•2 ---- �•:��; - .. # V Bolts= — - • q - .:-... �q _= - —_ _ _ _ : _•„_ '=.L - ; _._ .. - -., : =_ - - - - .;, k � V cap per bolt (Ibs) , _. .:769.0. _ - .:76 - _ _ _ .._ . ...,. x.,�.� - -_ - _ / 4- cap per I 190 _- - `���1 -- . b T c r boll (lbs)= _ _ 90 Myres= 210600.0 63180.0 ' 0.0 0.0 0.0 Mxres= 587250.0 193185.0 0.0 0.0 0.0 WIND LOADS: Afy (fl`)= 51 13 0 0 0 Aix (fl`)= 141 40 0 0 0 Rfy= _. -_. _` 1 : =__= _•�••' 1 .. _- = . =_ Vy (Ibs)= 1253 322 0 0 0 Vx (Ibs)= 3493 985 0 0 0 V per bolt y (Vby)= 313 81 #DIV /01 #DIV /0! #DIV /01 V per bolt x (Vbx)= 873 246 #DIV /01 #DIV /01 #DIV /01 _ My (in-lbs)= 244536 17730 0 0 0 Mx (in -Ibs)= 87696 5799 0 0 0 Ty (Ibs)= 653 0 #DIV /0I #D1V /01 #DIV /01 Tx (Ibs)= 0 • 0 #DIV /0I #DIV /01 #DIV /01 T per bolt y (Tby)= 326 0 #DIV /01 #DIV /0l #DIV /01 T per bolt x (Tbx)= 0 0 #DIV /0l #DIV /01 #DIV /01 Interaction Eqn. Y 0.13 0.01 #DIV /01 #DIV /01 #DIV /01 Interaction Eqn. X 0.15 0.03 #DIV /01 #DIV /01 #DIV /0I • 11t'b • • Equipment #: Generator Fuel Tank 0 0 0 Location: Outside Outside 0 0 0 EQ LOADS: Fp= 0.48 0.48 #DIV /01 #DIV /01 #DIV /0t • Fp 1.15 1.15 0.00 0.00 0.00 Fp 0.22 0.22 0.00 0.00 0.00 • V (Ibs)= 4320.0 1296.0 #DIV /0I #DIV /0I #DIV /0! • V per bolt (Vb)= 1080.0 324.0 #DIV /0I #DIV /01 #DIV /0l My (1b -In)= 453600.0 23328.0 #DIV /01 #DIV /01 #DIV /0I • Mx (1b-in)= 453600.0 23328.0 #DIV /01 #DIV /0! #DIV /0l Ty (Ibs)= 4673.1 0.0 #DIV /01 #DIV /01 #DIV /01 Tx (Ibs)= 0.0 0.0 #DIV /01 #DIV /0I #DIV /01 T per bolt y (Tby)= 2336.5 0.0 #DIV /01 #D1V /01 #DIV/01 T per bolt x (Tbx)= 0.0 0.0 #DIV /0l #DIV /01 #DIV /0t Interaction Eqn. Y 0.76 0.05 #DIV /0I #DIV /01 #DIV /01 Interaction Eqn. X 0.18 0.05 #DIV /01 #DIV /01 #DIV /0I i t 5 www.hiitl.us PROFIS Anchor 2,1,4 Company: Hohbach -Lowin inc. Page: 1 Specifier: JSL Project: 7713 ,1 Address: Sub - Project I Pos. No.: PERS Generator Phone I Fax: - I - Date: 6/10/2011 E -Mall: Specifiers commonts: Generator and Fuel Tank Anchorage Input data Anchor type and diameter: Kwlk Bolt TZ - 5S 304, 518 (4) Effective embedment depth: h,,= 4.000 in., h = 4.750 In. Material: AISI 304 Evaluation Service Report:: ESR 1917 Issued I Valid: 9/1/2009 I - - Proof; design method ACI 318 / AC 193 Stand-off Installation: - (Recommended plate thickness: not calculated) Profile no profile. Base material: cracked concrete , 3000, (, = 3000 psi; h = 16.000 in. Reinforcement: tension: condition A, shear: condition A; no supplemental splitting reinforcement present edge reinforcement: none'or < No. 4 bar Seismic loads (cat. C, D, E, or F): yes (0.3.3.0) Geometry [in.] & Loading [lb, In.-114 • it l pi a �... • " Proof i Utilization (Governing Cases) Design values lib] Utilization (%) Loading Proof Load Capacity p„ /p Status Tension Concrete Breakout Strength 3042 4190 73 / - OK Shear Steel Strength (without lever 1400 7693 -'/ 18 OK arm) Loading p„ (3„ Utilization p, %] Status Combined tension and shear 0.726 0.182 5/3 64 OK loads Warnings Please consider all detells and hints/warnings given In the detailed report) Fastening meets the design criteria! Input data and results must be checked for agreement w•wh the ()Agog condtiona and for plaus.bdeyl PROFIS Anchor (c) 2003.2009 Hill AG, FL -9494 Sthaen MN Is a registered Trademark of Hati AG. Schaan • ( I Mp c j • o • 21"�o 5U12rIiA26, Art [y ID U t;.th1tti1 ) 1 -4- 4. 3o& 4 -/a •� Soto' 4. 1 $ o g Mt_______ 2 d Iiiinii......a _x__ ___ _. _ A _.. _ _ix__ __. ___ _ __ • Wei arewegaham..____ (11) . is •• ., '.• 1 •.: - . .: , ' .; -• '"' • • . • ' i it 0 "4- • • ,. 4. ' '• • l • -. 411 •'• - • \ . .. . /\ 0 •t - 3 Q2 ` 4 /.. . • 1 143 • ( 1 ' -,1 HOHBACH - LEWIN, INC. Page: tO - -- _1 ENGINEERS STRUCTURAL ENGIN - - - Project: 7713.1 29G Cost 5111 Ave. Sidle 302 Eugene. ON 97101 Date: 06/2011 By: XXX _ 1 PROJECT NAME: PERS HQ Generator Lateral Pressure on Retaining Wall due to Surcharge Surcharge Load . psf Distance from wall o Surcharge 14 fl Width of Surcharge. 19 ft • Height of wall (max z) 7 ft Top of Wall Is Fixed No z a 8 p Q, (feet) (radians) (radians) (radians) (psf) 0.00 0.00 ' 0,25 1.56 1.55 0.01 1.64 0,60 1.65 1.54 0.02 3.27 0.75 1.54 1.52 0.03 4.90 1.00 1.63 1.50 0.04 6.51 • 1.25 1.52 1.48 0.05 8.12 . 1.60 1.51 1.48 0.06 9.72 1.75 1.50 1.45 0.07 11.29 2.00 1.49 1.43 0.08 12.85 • 2.25 1.48 1.41 0.09 14.39 2.50 1.46 1.39 0.10 15.90 2.75 1.45 1.38 0.11 17.38 3.00 1.44 1.36 0.12 18.84 • 3.25 1.43 1.34 0.13 20,26 • 3.50 . 1.42 1.33 0.14 21.66 3.75 1.41 1.31 0:15 23.02 • 4,00 1.40 1.29 0.16 24.34 4.25. 1.39 1.28 0.17 26.63 • 4.50 1.38 - 1.26 0.18 26.87 J 4.76 1.37 1.24 0.18 28.08 • 5.00 1.36 1.23 0.19 29.26 ' 5.25 1.35 1.21 0.20 30.37 • 6.60 1.34 1.20 0.21 31.46 5.75 1.33 - 1 :18 , 0.22 32.50 6.00 1.32; 1.17 0.23 33.49 • 6.25 .1.31 1.15 0.23 34 :44 8.50 1.30 1.14 0.24 35.35 6.75 1.29 1.12 0.25 36,22 7.00 1.28 1.11 0.26 37.04 Air afv,e: �r 1`'741 ( fr,50 -AC. 12.Ovhlt>,.�f L.t(JGera. ht5m.l t+9 )11 a►J • s . , 1 ITI° ;' I��1 t ' ` - :. ' 440 CHAPTER TEN Lateral Earth Pressure ° t- : -,'- Strip Load Surcharge t , - �` " - - ! Figure 10.35 shows a strip load surcharge w an intensity of q per unit area located at 9 =. r ' ''` z' a distance »r from a wall of height N. Based on the theor y of elasticity, the horizontal ' - ' " :.::r. I stress ax at a depth z on a retaining structure can be given � . 5 . , =, l is , I (10.80) : ` = : . : 1 a = g _ ( fl — sin J cos 2a) 4— [111 �A �-t_. r ,1 Vii. t :=' ;._ '} I-• -v -` :: • j The angles u. and f1 are defined in rigure 10.35. Tor actual soil behavior (from wall _. ` �' ` I restraining effect), the precedin equation can be modified to ; 11 I I _ : :! ` I • ,tipi=' ^ .r ,tis ': i a t ' -: ) (10.81) -_ r . ;t . 3 o x — ( — sin /J cos 2v. r :° • : - . ?_i; The nature of the distribution of ax with depth i S hown in Figure 10.35. The force, P, i ':= r °'' ` per unit length of the wall caused by the strip load alone can Ue obtained by integration max r ' �3 t -� Strip load = r Ff I , m l � u r2 rT • / q /unit area . Cs.,-fir f f - - 4 , _ _ - , �ir'� ^ i . .c'g.= - ; -. .:dc_. - - °- cx� >:., -r. •� '`� ? ::: i �- 2 I I` .,. } i' . , 1 . . i? I ' / / : : 4 ; ,:: I I / / / y, i i?i'f try I - / � , .,, y I !$ o t ( a • -y Y f'r " - §: • IS ."''•'. ' i =': ' 5 ; ; i ♦ FIG U 11 C 1 0.35 Lateral pressure on a retaining wall caused by a strip load surcharge , . ▪ v2•. V .<f rA , -F - F • er 3 r •. -- _ _-:.., _ - = = . .: -: 1 _ a , - ; , : - .. --- 1 - _- , 1 3r +T _t r 4 C F . T, �i, -,01 U r - +`fr � : s 3 M S ` g 'V.'s , i .: '1 . - F ! -c _,I.,:''-'-,-.2_: t 5� f { 4x i t r I PAGE: 11 HOHBACH- LEWIN, INC. STRUCTURAL ENGINEERS PROJECT NO: '°t'"1('�, I DATE: Ir 1 • SUBJECT: pt:r'L•s t4'( 4E ,1'JOf BY; ,,,SS - 1 I 1••.i -11 I . - ' gG9-v nAI(,1 to /111,L, A h 7461W_S/ l ; i I • 1 ! 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II 'I I ,1 • ? i ' ' 1'' 1 . • 11:: ': I • .i ... I :' i ; j i,; I I ; I 1 1 ' 1 I i 1 -1 ____Al- HOHBACH -LEWIN INC. PAGE: t. _.. - -- • STRUCTURAL ENGINEERS PROJECT NO: "1 - 11,1 GATE: tp I70V1 SUBJECT rer-.5 /'LQ <•.ylioV f ei... rerz.• BY: c.,•tri _ I,• i . 1 1. 1 ,' 1 1 ; 1 1 1•.; I t I• 1,' I I ` 1 1 • I ' •■ i 1 I t I I 1 I I I I i 1:,. I .•:! • . • , • 'i?e"771 /N /IV 6? [.J/1.-(t • C1sr.aGtit.-517.4. 7.)w-::tG„rd 1 ! ' ' ! : • 1 1 1 I ' 1 ' ; ' : i 1 1 , ' . . I ' : i ; I I i 1 . . , 1 1 I . . 1 t . I . . •I .1 1 , ; 1 . 1 1 ..t'( p I I ; , i r I ; ; S j . i t: r f NV I► . 1. 1 ; 1 i I t . I ..i -1 ;; i i I 1 I , 1 1 1 i 1.!. r 1 1 i` 1 ;'!: ,i i i i :1 1 \itZ.r- •1Z„kmr.)1:, . I i , I I ! I •1 4.ic. ..N ss, " 4- 1 , '' • .. • , I I r. I I t I r I t r i I 1' 11 1 . I ! I' t 1:• 1 1 i ; 1 I. 1 1 I'! • 1,; I t, t i 1 I . .. 1 a ,111 t, i t I ! 1 I' i , I' I 1 1 1: 1 j '' I i, l I. 1 : 1 • 11 , 1 .iii i',- . 1 1 ;: 1 1 I I'' I '; . i I �. t i 'I i I I ' . 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PQ JAL - 5.p fsf tit, Prek.. sor.... ps•f or l_F1i5 . 1'AY L T -10 - 11% v'r t1rsou'r t'a(1� 4� uaP1�� . . . v�. r (I do) (. 1ops{) /Z � � , Pa IL / ' . . 0 G_ = 3(70-E) psi , • - Asmio (o.bols)(24•°)Ct2 ") o OtSZtN T'aU14 Z 6 "-ES '1' +j l3 A'1' { 2 � o. . vw tbIliS)(Z) 3aov(21")(1ZJ " Q 212111- >� 4' Dv, A l As - 6.311.4 b :; IZ" A al" n. Diti) 1 it +I�w( 0.5 x601 �s0(o1:5114`)(2t - b.3')/IZ 7. ?5' > 1 • ( I Ps -1.'1 I•') l 1657 I55RWI - - - - -- DIm Inn m (In.) 19rANVL'ODEI . _ MS OA SW? MODEL - - -- 1676 pi 94 4CDAYAW DOOM d • 1491159.4•a m 116311594 •- � .. - . pi 4c0:4fitvma..s - -- - § 1 - I I il II — _ - II _ 0 , r „..„_.,.. X It i � I a it :.:,x = 11 I . . j /I • • . • . . .. . 0 0 [ : 1107(136( Td1111,17I iYP.(; REMOVAL OPEI;IM ER DOOR 9 OIFARN CE 16713151.171 - 952117.4E1 SEM 1144261 ' ERG. 113 ES (4 PLACES) - M110941 • I71 illi 1 — _ — i i _ I1 If -, II II • _i II 11 _I a II tO 11 1 - - - -- &o II 11 n ° H 11 • I 1 II �- — 1 II 1 1! . 17 I i, a I Tap 1061112001 9711)7.7) REMOVAL OPE17t.01alli1 -11 - REMOVAL 7911.101 - 1169145071 CLEARANCE DOOR RE7.'OVED CLEARANCE 8911.461 11:0 149211 - I873 (52171 350 /400REOZDC, 350REOZDD, 400 /450REOZDD with 40 °C Radiator, and 450REOZDB Weather Housing • with Optional Silencer and Mounting ADV-6949A 0 G9.40 1110711 Page 9 • • KOHLER CO., Kohler, Wisconsin 53044 USA Kohler Power Systems Phone 920.5653381, Fax 920.459.1646 Asia Pacific Headquarters For the nearest sales and service outlet in the 7 Jurong Pier Road • US and Canada, phono 1.800.544.2444 Singapore 619159 KohterPower.com Phone (65) 6264-6422, Fax (65) 6264.6455 Weather Housing Weights Generator Set (Wel) Steel Weather Model with Housing, kg (lb.) Housing Only, kg (lb.) 200REOZPB 2449 (5390) 449 (990) 230REOZDB _ 3363 (7414) _ 508 (1120) 230REOZDD 3238 (7140) 517 (1140) 250REOZOB 3411 (7520) 508 (1120) 250REOZOD with4UA10W /4UA10 3284 (7240) 517 (1140) 250REOZDD with 4UA13W/4UA13 3420 (7540) 617 (1140) 275REOZDB 3411 (7520) 508 (1120) 275RE020D 3284 (7240) 517 (1140) 300REOZDB 3540 (7804) 508 (1120) 300REOZOO 3420 (7540) 517 (1140) 350REOZO 3978 (8770) 517 (1140) • 350REOZDC 4060 (8950) 794 (1750) 350REOZDO 4060 (8950) 794 (1750) 400REOZO 3978 (8770) — 517 (1140) 400REOZOC 4080 (8950) 794 (1750) 400REOZOD with 40 °C radiator 4060 (8950) 794 (1750) 400REOZDD with 50 °C radiator 4442 (9790) 812 (1790) 450REOZDB _ 4060 (8950) 794 (1750) 450REOZOD with 40 °C radiator 4060 (8950) 794 (1760) 450REOZOD with 50 °C radiator 4442 (9790) 812 (1790) • DISTRIBUTED BY: Availability Is subject to change without notice. Kohler Co. reserves the right to change the design orspecllicaltonswithout notice and without any • obllgatlonorllabllitywhalsoove r. ContactyourtocaiKoirlerageneratorset distributor for availability. O 1009, 1089, 2000, 200 ?, 2003, 2005.2007 by Kohler Co. Al rights reserved. 08.40 I1 /07•j Page 12 • • 8 I 7 I 6 I 5 A e ,A 4( FTT:,NC: I 3 I 2 I I A. A NPT EMERGENCY VD.T F,TTINC PER NFPA 30 K L J E F <.I.d,..,. (,„,„ "' ',� Imam VENT CAPS (cm' 2). (SEE - - ..e. ,von vvc ..v v ...c , .: ,..a V.I. Ina„ • nal FUEL FILL . CM G WITH LOCKABLE CAP AND 2' RISER %\ .01k. NF /v1 /T x+v.: MO. ,..1 O. 2 NPT C. r NPT FUEL LEMEL'CAUIO: FITTTNC Wrtx DIRECT READING `J l9 l NJ `J. c ,m rm. �I MECHANICAL GAUGE. Ty MECHANICAL . I..0 .v v. ,, .. , va D. 2 APT NORMAL VENT F (8U9Gb DOWN TO 1 -1 /a•• NPT) , ,, .1 ' - r RTaRC E. 2 N NPT FITTING � DJO FOR RVABLE ENGINE SUPPLY DIP TUBE H C B 0 o (3/L•' NPf FL7wAlE WITH CHECK VALVE). A F. 2" NPT FITTIFIC FOR REMOVABLE FUEL RETURN DIP TUBE (3/8 NPT FEMALE). VIEW X -X N. 2'• NPT FOR LOW LEVEL S.rrcx (ENLARCEO FOR CLARRY) TYPE , J. 2 -( NPT A ADORTIONAL FOTINC FOR OPTIONAL ACCESSORY - (INSTALL 2 NPT PIPE . PUJC). , ...w1111111.— PADIATDF cup K. 2' NPT FOR OVERFLOW TO MAIN TANK (eusmeo DOWN TO L NFT AND. PLUGGED). _ L 2" NPT FOR rum PRAY mom SUPPLY PUMP - �I ((BUM DOWN TO 1'• NPT AND PLUGGED). r— 1 .--.1- ( I — N. , /Y' NPT FOR FUEL M BASIN $WITO4 r I ' i i i O I— 673 (26.o0) ' S -- - x I I I I e, x Q I ro7" BA DRAIN c I ( I I I j aN I I I I I G • T— +( as [1.a7) 1..._ + I I I - ..� 127 [0.00)— I — 'Da' (m,s - — 7a (3.00] +o (77) 09 _ ,933 (76.18] { 'DV 17.50 x 2B 0 — -127 ;5.o0' • �o [l37]— ••p3^ �A EA P (A OBRO'JND MOVN,ING NOLE+; -a I POOumP E O ■ r_______, r ' f[ — I N N 0.7.5[33.00) [33.00) e Q 7 . + Q 0 + /2" NvT I - I 8 — J DAS 0 WN • j — - .._- -- - -- -- - - ' E _ I o _ , 6 I � I I ( 3I - I I N I I .8 (17] F- 10 (37] --.. - . ' 1933 [7G19] rob" +730 x 26.0 -- I 1:7 [S.oO] 127 (3.00) -- STUO -UP a OBROUNO oa" (STUD —UP) _ 76 [3.00] I AREA NOVN:WC HOLES) A 40 (i37]— " °S" 1.- METRIC CAD FILE! DIMENSIONS IN 1 A TYPE 2 (;AR ENGLISH EDW./AUNTS • 730 /400 COBRA �= i . 4 ~• DIMENSION PRINT 3.`,o -a30 moons SCRIM NT '•_ .s. SECONDARY E....-n....,:.=-4.•__!_' _ RY SCRIE2GO UBBASE NEL TANK ` 8 I 7 I 6 I S I 4 I 3 I 2 ""' �' ,,,,,� ADV-6954 f - D000LE WALL S 0. • • • 8 7 6 5 4 3 2 C • u0pu00(1. OM TYPE CA7AMY . WF7CNT VENT TANK IENCM TANIC VAOTH TANK HOC' (51'.18 -UP) (STUB -UP) ° mr mur y .. 1 n . "... • • A 18 L KO S um IN NN IN MM IN MM IN MM W NM IN NM W Mu IN 1W I IN 1 1514 400 330 1830 4" 3680 1 1325 52.16 610 24.00 102 4.00 1250 49.21 647 2567 0 0 1173 46.18 790 31.10 ,....° MO wa..y • _ "° ... ° T '° MD 1 2917 735 1202 2650 5" 4040 159 05 1325 52.16 914 °d MN 11111.1 u 36 121 4.75 1 250 4221 100 • 39.64 360 14.17 1173 46.18 790 31:0 Ie ..vs. . n .. 1m 350 -450 2 4467 1160 1828 4030 5 " • 17204 18.29 72.00 914 36.00 721 4.75 1749 63.85 •1337 52.64 690 27.17 1677 66.02 790 31.70 I < `'""° ' @' ^ ° � 2 5943 1570 2259 4980 6" .5435 213.971 1829 7200 914 36.00 133 5.25 1749 68.85 2402 2436 1755 69.09 1677 66.02 790 31.10 I 1 2 889612350 3007 6630 6' 5815 223.931 2438 95.08 974 36.00 133 5.25 2355 92.83 2782 103.53 2135 84.06 2286 90.00 790 31.10 0 0 C C • o- 8 3 A METRIC CAD FILE • A 01 IN ( ] ARE ENCLb11 EOUIVALE3?S 1 .�.- _ �� KOHLER CO ..o.m...,., _ _ 350/400 C007iA ` = r 01NENSION PRINT 350 -450 u00613 361065 60 --- -.:1 _ _ COARY 77T ALVM' °. • DOUBLE WA CN SUBBASE C0 NEl TAJ6 "'° �. <. .e.. AOV -6954 • C al 8 I 7 1 6 1 D f 4 ! 3 I �. I .� I N. • / Z ......" 1