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Specifications C6J ea I LI MILLER CONSULTING ENGINEERS STRUCTURAL CALCULATIONS Umpqua Bank Roof Top Unit Anchorage 6610SW Cardinal Lane, Tigard, Oregon Oregon Aire April 24, 2015 Project No. 150467 • 5 pages Principal Checked: /4 RI- su-‘,R CTUk4 <<-��p PROps S ((654a1PEG�N,- P s/o 2v . �oREe.'.� �� 92op Gee 29, 20\ "L RYAN \- EXPIRES:12-31-2016 *** LIMITATIONS*** Miller Consulting Engineers, Inc. was retained in a limited capacity for this project. This design is based upon information provided by the client,who is solely responsible for accuracy of same. No responsibility and or liability is assumed by or is to be assigned to the engineer for items beyond that shown on these sheets. Engineering Practical,Diverse Structural Solutions Since 1978 9570 S W Barbur Blvd.,Suite 100, Portland,Oregon 97219-5412 Phone:(503)246-1250 Fax:(503)246-1395 www.miller-se.com • Building Code: 2014 Oregon Structural Specialty Code Soils Report: No Soils Report by: N/A Dated: N/A Soil Bearing: 1500 PSF Retaining Walls: No Equivalent Fluid Pressure(active): N/A PCF Passive bearing: N/A PCF Friction: N/A Structural System:Component Vertical System:N/A Lateral Sys:N/A Element Unit Curb Load Type Dead Dead Basic Design Value(PSF) 4235 lb 341 lb Loads: Load Type 0 0 Value(PSF) 0 0 Deflection Criteria 0 0 Lateral Design Parameters: Wind Design:ASCE 7-10 Wind Speed(3 sec Gust): 120 MPH Exposure B Importance Factors Iw= 1.00 IE= 1.00 i5= 1.00 II= 1.00 Risk Cat: II (ice w/wind) (seismic) (snow) (ice) Seismic Design Latitude: 0.000000 Seismic design parameters are based on published Longitude: 0.000000 values from the USGS web site. 2%PE in 50 years,0.2 sec SA=Ss 2%PE in 50 years,1.0 sec SA=S1 See Next Page. (Site class B parameters are indicated on this page,for actual site class used in design,refer to seismic design summary) Design Summary: The following are the calculations for the anchorage of a new roof top unit to an existing building. The unit is anchored to a steel frame that is designed by others and • provides the attachment to the building structure. Scope does not include any anchorage further than the attachment of the curb to the steel frame. 9570 SW Barbur Blvd. Project Name: Umpqua Bank Roof Top Unit Anchorage Project#: 150467 - Suite One Hundred Portland,OR 97219 Location: 6610SW Cardinal Lane,Tigard,Oregon MILLER (503)246-1250 Client Oregon Aire CONSULTING ENGINEERS FAX:246-1395 BY: JLT Ck'd: Date: 04/24/15 Page 1 of 5 EMS Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.41087°N, 122.74492°W Site Soil Classification Site Class D-"Stiff Soil" Risk Category I/II/III 2mr 210 s �� 1000m 1^'.I yt •m Psrrmin ton q i l Milwaukee kio,otr 19.1,3 a 0 A tN I i L$lce O we A. R 4i[+a� x \ 4 ' ,r 1' f4,.Scholls ' c' CIaCk rtma'crty iL 6 haidr i I _ 11: �. , it . T On_ _ f_ _ u l 4AMERICA -_ =" ---_ -. 20s ' Sherwood • . mapque•st __-�io�t ' j Y'Z --- -- ipQuesL3omer#m®2015'9 P. °'• e:MapQue;t. USGS-Provided Output Ss= 0.970 g SMS= 1.079 g SD5= 0.719 g Si= 0.420 g SM1 = 0.664 g Sp1 = 0.443 g For information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 1.10 0.72 - _-_ - _- 0.99 0.64 0.00 0.56 0.77 0.40 moo 0.55 , 0.40 v7 0.32 0.44 0.33 0.24 0.22 0.10 0.11 0.00 0.00 0.00 0.00 0.20 0.40 0.00 0.00 1.00 1.20 1.40 1.60 1.00 2.00 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.00 1.00 2.00 Period.T(sec) Period.T(sec) 9570 SW Barbur Blvd Umpqua Bank Roof Top Unit Anchorage Suite One Hundred Project Name Project# 150467 Portland,OR 97219 Location 6610SW Cardinal Lane,Tigard,Oregon MILLER Client Oregon Aire Phone 503.246.1250 CONSULTING Fax 503246.1395 By JLT Ck'd > Date 04/24/2015 Page 2 OF 5 ENGINEERS www.miller-se.com 1 Mechanical Unit Lateral Loadinq CLIP LOCATION (UNIT TO CURB),TYP, LONG SIDE SHORT t DIREC c LONG J SHORT DIRECTIONON / L�•iik�.�� SIDE FASTENER LOCATION "Wes' (CURB TO STRUCTURE).TYP- Unit Dimensions: Curb Dimensions: Unit Height H= 55.5 In Curb Short Dim.,Wcs= 91.3 in Unit Short Dim.,Ws= 97.5 in Curb Long Dim.,Wel= 174.2 in Unit Long Dim.,WL= 205.2 in Curb Height,C= 14.0 In Unit C.G.,CG= 111-0 In MISC.INFORMATION: Load Combination:Basic Load Combination Is Unit outdoors?Yes Unit WT= 4235 lb Unit attaches to Roof Curb WT= 341 lb Roof Height= 42 ft Long Side Short Side Number of clips per side= 3 J 2 I h„(ft)= 42 ft.Component attachment elevation w/ Fastener spacing to structure per side.' 16 Inches o-c. respect to garde Number of fasteners to structure per side= 13 I 11 SEISMIC;DESIGN USING ALLOWABLE STRESS LOAD COMBINATIONS Elements of Structures,Nonstructural Components.and Equipment Supported by Structures Site Class D ASCE 7-10,Sec.20.3,Table 20.3-1,pg.152 Life Safely Equipment? No Seismic Design Category D ASCE 7-10,Sec.11.6,pg 56 Risk Category II IBC 2012 Sec 1604.5,pg 336 S.= 97.00% ASCE 7-10,Figure 22-1 page 158 Fe- 1.11 ASCE 740 Table 11.4-1 pg 55(Linear interpolation Is used) 55= 1.08 ASCE 7-10 eqn.11.4-1 pg 55 Sop= 0.72 ASCE 7-10 eqn.11.43 pg 55 b= 1.00 ASCE 7-10 Sec 13.1.3,pg 87 . at= 2.5 ASCE 7-10 Table 13.6-1,pg 93 Rp 6.0 ASCE 7-10 Table 13.6-1,pg 93 • Fp 0.360 •Wp ASCE 7-10 Eq.13.3-1,pg 88 OR 1.151 •Wp ASCE 7-10 Eq.13.3.2,pg 89 Not less than 0.216 'Wp ASCE 7-10 Eq.113-3,pg 89 Fe- 0.360 •Wp 0.2SeaWp= 0.144 •Wp (ASCE7-10 Sec.13.3,pg 88) Equipment Overturning(Seismic). Short Direction LOCATION 0.7'Fp(Ib) 0.7•(0.2•WOS'Wp) Center of mo.W(0) 0.7•Mot(ft- 0.6•Mr (Ib) mass(ft) Ib) (ft-Ib) Unit-to-Curb 1066 426 9.25 8.13 9861 10323 Curb-to-Roof 1152 461 9.68 7.60 11156 10439 Short Direction Holdown force per connector from OT Holdown force per connector from Total holdown force per Total shear force per (Ib) Ve,Bcal seismic load(Ib) connector(Ib) connector(Ib) Unit-to-Curb -19 43 24 267 Curb-to-Roof 31 46 77 52 Long Direction LOCATION Width,WL(1t) 5.7•Mot(ft-Ib) 0.6•Mr (ft-Ib) Unit-to-Cum 17.10 13506 21726 Curb-to-Roof 14.52 14499 19926 Long Direction Holdown force per connector from OT Holdown force per connector from Total holdown force per Total shear force per (IS) vertical seismic load(lb) connector(Ib) connector(Ib) UnIt-to-Curb -240 43 No Uplift 178 Cum-to-Roof -34 10 No Uplift 44 at 9570 SW Barbur Blvd Umpqua Bank Roof Top Unit Anchorage Suite One HundredProject Name Project# 150467 MPortland,OR 97219 Location 6610SW Cardinal Lane,Tigard,Oregon MILLER Client Oregon Aire Phone 503.246.1250 11 CONSULTING Fax 503.246.1395 By JLT Ck'd A� ' Date 04/24/2015 Page 3 OF 5 ENGINEERS wWw.miller-se.Dom WIND:DESIGN USING ALLOWABLE STRESS LOAD COMBINATIONS Wind Loads on Other Struthers and Striding Appurte-nances-MWFRS • Basic Wind Speed= 120 MPH(3 second Gust)based on Risk Category TOP OF UNIT HEIGHT= 47.79 ft =42+55.5/12+14/12 Exposure Category= B ASCE 7-10,Sec.26.7pg 195 0= 44.90 rt K.= 0.79 ASCE 7-50,Table 29.3-1,pg 251 Ko= 0.9 ASCE 7-10 Table 26.6-1 pg 194 K,= 0 ASCE 7-10 Figure 26.8-1 pg 196 K.= 1 i SCE 7-10 Figaa 26.8-1 pg 196 Ks= 1 i CE 7-10 Figura 25.8-1 pg 196 Ka= 1 -SCE 7-10 Figure 26.8-1 pg 197 GCr= 1.90 (halmntal load/ng,Section 29.5.1) GC, 1.50 (vertical loetlhg,Sethon 29.51) q.=0.002561VA,' 28.08 ps/,ASCE 7-10,Eq.29.31 pg 249 F5=q.•GC, 48.56 pe,(per area)ASCE 7-10 Eq.29.5-1 pg 250 Fv=q.•GC, 39.12 pot(Ger area)ASCE 7-10 Eq.29.51 pg 250 Equipment Overturning pnsnd)• Short Direction LOCATION Lever Ann(ft) 0.5Letuel Force 0.6'upliR WidthW.( 0ft) .6•Mot (ft- M,ft-Ib 0.6'Mr (Ib) Force(Ib) Ib) ( ) (ft-Ib) Unit-to-Curb 231 2352 3261 8.13 5439 17205 10323 Curb-to-Roof 2.97 2855 3261 7.60 8475 17398 10439 Short Direction Holdown Force per side horn OT(5) Holdown force per side W sitle from d TOHoldown Force per Total shear force per Uplift(N) connector(Ib) connector(Ib) Unit-to-Cab 601 815 71 588 Curb-to-Roof -20 68 48 130 Long Direction LOCATION Lever Arm(ft) 0.8'Lateral Force 0.6'upOfl Width Wt(ft) 0.8'Mot (fl- M(ftp) 0.8•Mr Qb) Force(Ib) Ib) (R-N) UnIt-to-Curb 2.31 1117 1857 17.10 2583 36209 21726 Curb-to-Roof 2.93 1399 1857 14.62 4094 33210 19926 Long Direction Holdown Force per side from OT(6) Holdown force per side horn Wind Total Holdown Force per Totalshear force per Uplift(Ib) connector(Ib) connector(Ib) Unit-to-Curb -1119 464 No Uplift 186 Curb-to-Roof -84 39 No Uplift 54 CONTROLLING DESIGN FORCES PER CONNECTOR: Shear(lb) Tenslon(Ib) Unit-to-Curb 688 Wind 71 Wnd Curb-to-Roof 130 Wind 77 Seismic ' 9570 SW Barbur Blvd Umpqua Bank Roof Top Unit Anchorage Sure One Hundred Portland,OR 97219 Project Name Project# 150467 Ili •Location 6610SW Cardinal Lane,Tigard,Oregon • MILLER Client Oregon Aire Phone 503.246.1250 CONSULTING Fax 503.246.1395 By JLT Ck'd �L Date 04/24/2015 Page 4 OF 5 ENGINEERS .miller-se.com Fastener Check:(for unit to curb and curb to wood framing) T T C A. kit CL 'M M (I" '' no llVIT M J W Z Z Bending in clip due to uplift Clip Offset,Z= 3 Inches Mreq= 107 In-lb(assuming fixity at ea.end) Clip Length= 12 inches Cfp Thickness= 0.0451 inures Plastic Section Modulus 0.00610 ins Clip Yield Strength= 33 ksi Mallow= 121 in-lb OK Screws ea.Leg of clip II. n= 3 screws/leg Clip Leg Length,X= 1.5 Inches Tpry= 47 lbs/screw Shear load per screw= 197 lbs/screw Tallow= 156 lbs/screw Vallow= 394 lbs/screw Use 18 ga.clips Interaction 0.80 OK Use(3)612 self tapping screws ea.log of bent clip Curb-to-Roor'Self-Tapping screws each side of unit to steel frame(by others)at 16"o.c Vail= 395 Capacities of self tapping#12 screws through 18 Gauge Curb into steel Tall= 280 frame(Min.0.0566 inches thick) Vreq.= 130 130 lb<395lb—>OK Use#12 self-tapping screws at 16 Inches O,C,on all sides of Treq.= 97 97 lb<280 lb—0 OK curb. Interaction= 0.676 <1.0—>OK St 9570 SW Barbur Blvd Umpqua Bank Roof Top Unit Anchorage Suite One Hundred Project Name Project# 150467 _ Portland,OR 97219 Location 6610SW Cardinal Lane,Tigard,Oregon • MILLER Client Oregon Aire Phone 503.246.1250 CONSULTING Fax 503.246.1395 By JLT Ck'd A let- Date 04/24/2015 Pa 5 OF 5 ENGINEERS www.miller-se.com9e Mechanical Installation Rigging and Handling lifting of the unit.The cable length from the bracket to the hook should always be longer than the distance between the , , WARNING outer lifting points. Only trained and qualified personnel should be allowed to If the unit is stored at the construction site for an intermediate rig loads or operate load rated cranes and/or hoist period,take these additional precautions: assemblies.Do not use a forklift to lift or maneuver the 1 Support the unit well alongthe unit.Failure to use a load rated crane or hoist assembly to PP length of the base rail. lift or maneuver the unit can cause severe personal injury 2 Level the unit(no twists or uneven ground surface). and property damage. 3 Provide proper drainage around the unit to prevent flooding Qof the equipment. t WARNING 4 Provide adequate protection from vandalism,mechanical Use all lifting points.Improper lifting can cause property contact,etc. damage,severe personal injury,or death. 5 Securely close the doors. CAUTION 6 Cover the supply and return air openings. Lifting points may not be symmetrical to the center of Table 2 lists the weight distribution at each of the six lifting gravity of the unit.Ballast or unequal cable lengths may be points on the unit(refer to Figure 10 and Figure 11 on required. page 14).Table 5 and Table 9 details lifting point locations. Rigging holes for shackles are integral on the unit base.All six Table 6 lists the weights of unit curbs. lifting points must be used for rigging the equipment.Use four independent lines,securing one end of a line to a unit Table 2:Unit Base Weights base lifting point and the other end of the line to an ,,, x Unit ," ' Total Weight(lbs) associated spreader bar lifting point(seeFigure 10 and 015 v 2655 017 2705 Figure 11).Figure 9 is an example of an instruction label 020 2955 shipped with each unit. 025 3055 Figure 9:Rigging Label 030 3610 035 3660 LIFT UNIT ONLY AS SHOWN 040 4685 050 4985 ,` SPREADER BARS REQUIRED Table 3:Unit Curb Weights ��.�i�. „ � CurtiHei'g'ht- . -' u.,. „• IIIIII3 r P - Total Weight(lbs) IYI a��SMI Standard Unit 0.1 ��►�I II1I1Yip 015-035 24" 504 040-050 14" 461 MUST USE ALL OF THESE 24" 706 LIFTING LUGS FOR LIFTING UNIT. Unit with Energy Wheel Use spreader bars,96"to 100"(2438 to 2540 mm)wide to 015-035 14" 458 24" 674 prevent damage to the unit cabinet.Avoid twisting or uneven 14" 619 040-050 24" 908 REFERENCE ONLY ' 9570 SW Barbur Blvd Umpqua Bank Roof Top Unit Anchorage Suite One Hundred Portland,OR 97219 Project Name Project# 150467 MkLocation 6610SW Cardinal Lane,Tigard,Oregon - MILLER Client Oregon Aire Phone 503.246.1250 n CONSULTING Fax 503.246.1395 By JLT Ck'd n R L Date 04/24/2015 Pa RI OF 2 ENGINEERS '•miller-se.com ge wooas-JelllUIw,�rn S833NI9N3 Z O Z2i abed 910Z/17Z/170algia -/?J V 111' A8 S6E1'9bZ'E04 xeJ 9 N I ll n S N O 7 OSZ6'94Z'£OS 860LId any U069-10 Wall° b 3 11 I W u069.10'Pie611'aue]leu!PJea MS0199 uolleool 61 ZL6 210'Pueluod L917091 #;o1wd a6eJogouy�iun doi jooej)luee enbdw� aWN PeIoJd Pn19P gmsmSOLS6 )CINO IONELiIH v06 d ti8L A E/09/0917 I. °aoaw vow ' ams xs ale;I�n '. I% , :".UOipnJ4suo]'.112M_algnoa Pals ssalulels Q y.�oanlen-id uouejnsul , Uo!pas - • f �ea .segpue lauedloa}uo�:aa;11j!Uej sJoca �a: H • baa;s.nle�,pa�meda.�d JotJa i- 7:757:771.• rS,7.� ` T 7._, 7 , Uay?. fl '4'I --T—77-7 171r ,,-.1g-'g^^7 T ql S£Z - UI S L6 UI S ss ❑I r SOZ 3y la r A x: a 9p :,�.._.,13�str w.�s:,,�:.`� •es.3.,.�_��..�>.�a:n.��.a,.1�...<_ ._a '� ��a�i�U,ewst�o�uacutp7-i�ulyl. .�_�,. #,_�..rr.>�?.�_�'�:�.t,�'s"�..'s�!.z�s�:�},�L�a.,.�iL:?4�� _ - lealsAgd loaluo�:.a lnssatd Pila'Qd/1/M wnlon• algEue�;;r umieagd Keay se8.jEJn�EN 1 !Aj!eaHt w. - 04e0ue1s;'ll9149j; adA apgw, j0EOSdUW:,i1 JagUiny laPe W a stun M33I 2133 A)ua!Di;;3 AlaedeD 1'06 3VUHSV piepUelS 09E IUHb` Ounoo0 u2Isa j a8elioA .agwnN lapow Malnianp�lufl TO 50': ti uolslentaleMgos-- s>1-21v0 ` �g'.pa iutgnS 1 • SSOZ/bt/ti a3ep y yy�� 6 • >luee,enbdw fl 7 °H' awe9f • 3 4aaq-c tia Ipmug3al uogeWJo;ul qor N/�i1Id0 waasAs pa2e)ped GENERAL THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND WORK NECESSARY FOR COMPLETION OF THE PROJECT AS INDICATED BY THE CONTRACT DOCUMENTS.SHOULD ANY QUESTION ARISE REGARDING THE CONTRACT DOCUMENTS OR SITE CONDITIONS, THE CONTRACTOR SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNING THE PROJECT. THE ABSENCE OF SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND FAMILIARIZED HIMSELF WITH ALL ASPECTS OF THE PROJECT AND HAS COMPLETE COMPREHENSION THEREOF. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS DURING CONSTRUCTION. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE.UNLESS OTHERWISE SPECIFICALLY NOTED, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION OR CONSTRUCTION LOADS. ONLY THE CONTRACTOR SHALL PROVIDE ALL METHODS, DIRECTION AND RELATED EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE,WORKMEN AND OTHER PERSONS AND PROPERTY DURING CONSTRUCTION.THE CONTRACTOR SHALL,AT HIS OWN EXPENSE, ENGAGE PROPERLY QUALIFIED PERSONS TO DETERMINE WHERE AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED AND INSPECT SAME IN THE FIELD. ANY MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL INSTALLATION OR WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH SPECIFIED MATERIAL IN A WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE. THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE PROJECT SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF THESE PLANS AND SPECIFICATIONS OR THE DESIGN, ADVICE AND INSTRUCTIONS ATTENDANT THERETO ARE USED ON ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION SPECIFIED HEREIN. OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART OF THE STRUCTURAL ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT DOCUMENTS SPECIFY OTHERWISE. NON STRUCTURAL PORTIONS OF PROJECT,INCLUDING BUT NOT LIMITED TO PLUMBING,FIRE SUPPRESSION,ELECTRICAL,MECHANICAL, LAND USE,SITE PLANNING,EROSION CONTROL FLASHING AND WATER-PROOFING ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY OTHERS. DESIGN LOADS LIVE LOAD REDUCTION FOR BEAMS AND COLUMNS WAS NOT USED. DESIGN FOR MECHANICAL LOADS INCLUDES ONLY THOSE INDICATED ON STRUCTURAL DRAWINGS.THE FOLLOWING ARE THE DESIGN REQUIREMENTS: STRUCTURAL DESIGN CRITERIA RISK CATEGORY II DESIGN DEAD LOADS ROOF TOP UNIT 4235 LB CURB 341 LB WIND DESIGN DATA BASIC WIND SPEED(3 SEC GUST) 120 MPH EXPOSURE B ��cc.p PROA-4. �c•3 �GINEF 0 65,I1PE aRE e '7`p r.e 29 RYAN EXPIRES:12-31 -2016 ' 9570 SW Barbur Blvd Umpqua Bank Roof Top Unit Anchorage Suite One Hundred Project Name Project# 150467 Portland,OR 97219 Location 6610SW Cardinal Lane,Tigard,Oregon • MILLER Client Oregon Aire Phone 503.246.1250 CONSULTING Fax 503.246.1395 By JLT Ck'd f RI" Date 04/24/2015 pageS 1 O F 3 ENGINEERS www.miller-se.com SEISMIC DESIGN DATA IMPORTANCE FACTOR Is=1.0 SPECTRAL RESPONSE ACCELERATIONS Ss=0.97,S,=0.42 SITE CLASS D SPECTRAL RESPONSE COEFFICIENTS Sos=0.719,Soy=0.443 SEISMIC DESIGN CATEGORY D RESPONSE MODIFICATION FACTOR R=6.0 ANALYSIS PROCEDURE USED ASCE 7-10 EQUIVALENT LATERAL FORCE COLD-FORMED STEEL ALL COLD-FORMED STEEL FRAMING SHALL CONFORM TO THE AISI "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD- FORMED STEEL STRUCTURAL MEMBERS"WITH SUPPLEMENTS.ALL LATERAL SYSTEMS UTILIZING COLD-FORMED STEEL FRAMING ARE TO BE DESIGNED AND CONFORM TO THE"NORTH AMERICAN STANDARD FOR COLD-FORMED STEEL FRAMING-LATERAL DESIGN"WITH SUPPLEMENTS.OTHER REFERENCED DOCUMENTS CITED PER THE REFERENCED STANDARDS OF THE IBC SHALL BE UTILIZED IN DESIGN AS APPROPRIATE. MEMBER TYPES AND SIZES SHOWN ON THE DRAWINGS REFER TO MEMBERS AS DEFINED BY THE STEEL STUD MANUFACTURERS ASSOCIATION (SSMA). SEE THE CONTRACT DRAWINGS AS SPECIFIED ON TABLE [1.02] AND SHEET [S0.02] FOR REQUIRED THICKNESSES AND JOIST/BEAM DESIGNATIONS. LIGHT GAUGE STEEL COLD-FORMED STRUCTURAL MATERIAL: ALL STRUCTURAL LIGHT-GAGE STEEL MEMBERS SHALL BE MILL CERTIFIED PRIME STEEL MEETING ASTM A653 STRUCTURAL QUALITY;GRADE 33 FOR STEELS THINNER THAN 16 GAGE(54 MILS)AND GRADE 50 FOR STEELS 16 GAGE(54 MILS)AND THICKER.GRADE 33 STEEL SHALL HAVE A FY=33000 PSI AND FU=45000 PSI.GRADE 50 STEEL SHALL HAVE A FY=50000 PSI AND FU=60000 PSI.ALL LIGHT-GAGE STEEL SHALL BE GALVANIZED PER ASTM A653 WITH MINIMUM COATING OF G60 FOR EXTERIOR AND/OR LOAD BEARING MEMBERS AND G40 FOR INTERIOR NON-LOAD BEARING MEMBERS. CONNECTIONS: BOLTED CONNECTIONS ARE TO USE AS A MINIMUM EITHER ASTM A307(TYPE A)OR ASTM A325,STRUCTURAL BOLTS.ALL SCREWS SHALL BE A#10 MINIMUM SIZE AND CONFORM TO ASTM C1513 STEEL TAPPING SCREWS,ASTMC-1002 AND ASTM C-954 TYPE S AND/OR TYPE S-12.SCREWS TO BE TESTED IN ACCORDANCE WITH SAE J78 STANDARDS.LENGTH OF SCREW SHOULD BE APPROXIMATELY 3/8"TO 1/2"LONGER THAN THE TOTAL MATERIAL THICKNESS AND A MINIMUM OF 3 EXPOSED THREADS SHOULD EXTEND THROUGH THE STEEL.ALL SCREWS SHALL BE THREAD-FORMING OR THREAD-CUTTING,WITH OR WITHOUT A SELF-DRILLING POINT. SCREWS SHALL BE INSTALLED AND TIGHTENED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. ALL FASTENERS THAT FASTEN DISSIMILAR METALS(SUCH AS ALUMINUM AND STEEL)ARE TO BE STAINLESS STEEL OR ZINC-PLATED CORROSION RESISTANT SCREWS. <( PRopV �, G I NFA O ;C 77 65,s1PE aRE e ,C) e 29 7.S) � RYAN EXPIRES:12-31 -2016 9570 SW Barbur Blvd Umpqua Bank Roof Top Unit Anchorage . Suite One Hundred Project Name Project# 150467 Portland,OR 97219 Location 6610SW Cardinal Lane,Tigard,Oregon MILLER Client Oregon Aire Phone 503.246.1250 CONSULTING Fax 503.246.1395 By J LT Ck'd n RL Date 04/24/2015 Page S2 OF 3 ENGINEERS www.miller-se.com ` e 18 GA PROVIDE(2)CLIP CONN.AT `Z —. — — EA.SHORT SIDE OF UNIT 40:41° II II (3)#12x1" SELF-TAPPING SCREWS EA.SIDE (N)CURB EA.CONNECTION #12 SELF-TAPPING II II SCREWS AT 16"O.C. HSS MOUNTING FRAME A (DESIGNED BY OTHERS) a IIIIAki11116 II CLIP CONN.DETAIL � to �E() PROp4. PROVIDE(3)CLIP �`3 <4G I NFA /0 CONN.AT EA.LONG c(.. k' •P SIDE OF UNIT • 6 ,11PE cr- UNIT PLAN i 8RE c 1 �2op��Ye 29' `L'E RYAN EXPIRES:12-31 -2016 I= O I I END ELEV. SIDE ELEV. MECH. UNIT - ADAPTER CURB ANCHORAGE F� N.T.S. dr 9570 SW Barbur Blvd. project Name NEW ROOF TOP UNIT Project # 150467 Suite One Hundred Portlond, OR 97219-5412 Location 6610 SW CARDINAL LANE,PORTLAND OR MILLER Client OREGON AIRE CONSULTING (503)248-1250 ENGINEERS FAX: 246-1395 By JLT Ck'd RI" Date 04/24/2015 Page S3 of 3 s RECEIVED APR 3 0 2015 CITY OF i • Consulting Engineers BUILDING L`tiVI"i0N October 14, 2013 Mr. Dan Miller GLUMAC 900 SW Fifty Avenue,Suite 1600 Portland, OR 97204 RE: Umpqua Bank Roof Mechanical Unit Support Tigard, OR Dear Dan: Attached please find calculation sheets 1 through 14, dated September 23, 2013, which verify the structural adequacy of the Umpqua Bank Roof Mechanical Support Project, as shown on drawings S1 through S2 dated October 14, 2013. Design is based on the requirements of the 2010 Oregon Structural Specialty Code (OSSC), based on the 2009 International Building Code. • If you have any questions or need further information, please call me. Sincerely, � .�k�jc-t.rip Chris Tung, P = LEED APPROT. Associate e G �` .� SI 9P t Attachments SORE OYq CT/ch ��' � • r. :16°' \4' 2135021caic letter 10-14-13.docx � 10\A\ EXPIRES: 1213/hit. 111 SW Fifth Avenue,Suite 2500 Portland, Oregon 97204-3628 (503)227-3251 Fax (503)227-7980 Seattle Everett Tacoma Lacey Portland Eugene Sacramento Grass Valley San Francisco Walnut Creek Los Angeles Long Beach Pasadena Irvine San Diego Boise Phoenix St. Louis Chicago New York Lt IP{ 1,w.. — , . . ( 00 5v.1 Ca,,t,st At LA, 2 17,6lit, ,Oil q7224- Conterminous 722 -Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.41124 Site. coca i vwcte5 Longitude = -122.744905 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 0.940 (Ss, Site Class B) 1.0 0.337 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.41124 Longitude = -122.744905 Spectral Response Accelerations SMs and SM1 SMs = FaxSsand SM1 = FvxS1 Site Class D - Fa = 1.124 ,Fv = 1.726 I �{�Jkd'i�W i72 44ssuroe4 Sider CtassL Period Sa (sec) (g) 0.2 1.057 (SMs, Site Class D) 1.0 0.582 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.41124 Longitude = -122.744905 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3xSM1 Site Class D - Fa = 1.124 ,Fv = 1.726 Period Sa (sec) (g) 0.2 0.705 (SDs, Site Class D) 1.0 0.388 (SD1, Site Class D) Sheet No. Project Unit ?Ale frz By e67-- 41- Location G� Location Dote //-7V/iWMConsulting ? Engineers Client Revised Job No. • Portland.Oregon -V3502 Date , 7FD ole-t6rft (912234-31175 Z0,1)( (( 0 fS"r PL-F 2 pSru)= "157,1500 0,03 3%±* Lll i rr /.._ _A-6-2.MP/-G.-3_.....tA11 x3 ..1(15.r P, P 7xf,5P t-7k25 f5Fz • . A, io) -7 �[p,,)Wl X3,8 T�- Zo(o AFX.e.-5 PL /S&3 /��. X50 L.1.. P2- 2 pLFK3 5 DL /38?i/lex.25K LL. s€/sr-lac. • 2, AirfK2 AIc)4C-3 1P vi//x4-7G- • . PN1U*IA ox-7 x 20 -PL , 30><-7/zS _ 108E74 'H 12= 18E041W)//4X it f,2. /24'nAGt (�) VVZ11 bk. �. A►, -2 ' C- nD ertf .......... . \fr p _ ... — 30x7x zo ;pe , 30A-7-r2-5 t� S � �P t".'-> • tsravity Beam Design RAM RAM SBeam v5.01 101/4 21-,/ S1 fa „1Z. A?(.p 09/24/13 11:02:27 STEEL CODE: AISC 360-05 LRFD • SPAN INFORMATION(ft): I-End(0.00,0.00) J-End(28.00,0.00) Beam Size (User Selected) = W21X57 Fy = 36.0 ksi Total Beam Length(ft) = 28.00 Mp (kip-ft) = 387.00 Top flange braced by decking. POINT LOADS (kips): Flange Bracing Dist(ft) DL LL Top Bottom 7.000 6.08 5.25 No No 14.000 6.08 5.95 No No 21.000 4.20 5.25 No No LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.057 0.000 28.000 0.057 0.000 SHEAR(Ultimate): Max Vu (1.2DL+1.6LL)=24.49 kips 1.00Vn= 184.58 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn hp-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 226.4 14.0 0.0 1.00 0.90 348.30 Controlling 1.2DL+1.6LL 226.4 14.0 0.0 1.00 0.90 348.30 REACTIONS (kips): Left Right DL reaction 9.45 8.51 M,3{ cAG11Y= v�J Max+LL reaction 8.23 8.23 17, ( . jiJ 4-155 Max+total reaction(factored) 24.49 23.37 DEFLECTIONS: Dead load (in) at 13.86 ft = -0.329 L/D = 1020 Live load(in) at 13.86 ft = -0.307 L/D = 1096 Net Total load(in) at 13.86 ft = -0.636 L/D = 528 Sheet No. Project 1/644 Rut,& /c- Pic By cc r— Location Date /c '/'/33 P ffil consulting Engineers Job No. Client Revised Pallancl,Oregon >1 3_52). . 0 Date L=-- 794 I • ,,--141-----67X7015 f pl._ 1( i \17 ; I &XZ_5pSr EI.- 3 1 : : • .2S.(OW/2X/g 6 tA.1)1436 4 p ti/ .. 4-sEgATTAC14 --D I • . p 4.3254 . • L;--.=74 V / , \i\ I ' (Ot t116A3& i gar-t.r Li_ : J.\ • . . 24' 0 • CO lail.., ok,5JFE.A17AciiD 2‘) ' • • • P5F //7:20..,- Zoo PL ( 75 iNCWOE IZ'or- S • • (tx-25 ---- 275 . . /32 /32±$761 • . : . . - 0 W j I i : • i • w , ,>,-).-4--/2-z, 2=4- V / z !&x2-5,-----/51, ce.. to , LI.-Xlit 1 . i . 0 I/1-/ 4k . . 5,75 6-.6 • . . . . . : .(L) [An 24- oK:,-5F ArrAcHED . . . . . • ; . ., . . , . , , . . .. ( \ .',.._...i Uravity Beam Design RAM RAM SBeam v5.01 10/11/13 13:22:26 • STEEL CODE: AISC 360-05 LRFD SPAN INFORMATION(ft): I-End(0.00,0.00) J-End(24.00,0.00) Beam Size(User Selected) = W16X36 Fy = 36.0 ksi Total Beam Length(ft) = 24.00 Mp(kip-ft) = 192.00 Top flange braced by decking. POINT LOADS(kips): Flange Bracing Dist(ft) DL LL Top Bottom 12.000 1.32 0.79 No No LINE LOADS(k/ft): Load Dist(ft) DL LL 1 0.000 0.036 0.000 24.000 0.036 0.000 2 0.000 0.060 0.150 24.000 0.060 0.150 SHEAR(Ultimate): Max Vu (1.2DL+1.6LL)=5.69 kips 1.00Vn=101.31 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft hp-ft Center Max+ 1.2DL+1.6LL 42.7 12.0 0.0 1.00 0.90 172.80 Controlling 1.2DL+1.6LL 42.7 12.0 0.0 1.00 0.90 172.80 REACTIONS (kips): Left Right DL reaction 1.81 1.81 Max+LL reaction 2.19 2.19 Max+total reaction(factored) 5.69 5.69 DEFLECTIONS: Dead load(in) at 12.00 ft = -0.106 L/D = 2723 Live load(in) at 12.00 ft = -0.116 L/D = 2473 Net Total load(in) at 12.00 ft = -0.222 L/D = 1296 • CERTIFIED DIM>rNSION PRINT _. I a11141H .4."'94 .17,4 1,17grmyra aaJ,w.� - TFttIIpLO81E5 ••�_•. wu1op a11wia4Hrur9�t id:dy iwwa+I.JTr49cwauaelmala CA13fIEl5 5101 (0110300.11106 iDo :aaer(re.e.0 Ui[T 551E °6W8(rjy - PN AFT. IN- is, an. M. I31 tFi. IN. 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'dedreacea,00nl ad Cardec €r!(f+,90t13y 00prrtmenL 180!0131 3402 1545,8 1576,4 5,-1- 2470.0 8'-1 174' 810.0 2--7 777'4165,0 17,0..5 '_43 ??3.S 1--2:.f16'290.9 8'-a 3/16' 935.8 3�-i3J 16' C-0JE58 9 ISO v L'..'Yf1.11 1143 205'-6" 20.0.0 0-1 114' 010.0 2'.?7/13'ti35,.3 17 ' 32'3,5 I--2 IJIa 2963.0 8'-0 3/16' 135.3 3'-a3/76" FCR 185$-591 hfATt IOU 045%trlg4 AIXEY3 • -r 0'-3 518'k.d :t ' - . nII1'LJLiJI Mit [101.431 r gt 116• it7 11177.01 0"-to:fM ..'-"', •. '��v�. i I015/IG- ¢ CLA.p2 TI�Ir,• °Y [50?,01 i.......-.LI V-511"122.11 OPi LIU 16.1N.F- 1 ih% I •F ineimmim. 9151 Ste' [33.17 N L. � qq - a Jrtl�-, us 1918E 11RE _[12307^ EJ0 1111 . 0'-3 1/2'(08.91 4Pr F1n.o Fam-n_. \ 1�,IJ',_ - TIE61 09-6 re--I 1/-1' 1la.e3 WI) D•-lb[lei LI.1--63!16. ,- - . - i700.at 1142..3] D'-3 A/1` D'-8 75!'18"1717.09 ,_` u 1 __-- -- �f - F5177.p] 1. N 'o'-,- 1121.41 I' Jlhi\.�. r [ �•I_•• --- vi@N 2 3'-T' ZI�;S�I`!IIJ1j"I_ 1 I I :96>"r�.OY -- n 19192.13 "�1 J/� j 51.914.7 19:79314 1 ?•-6• a •10 II T D811112Ir3N5.Cb 1 1 AIL IS ai[lLI4$5410.9- 0'-5 13/15%5 ' 11.-g. 7•-0 t ��..-.-...... �_ -C 2.QS l EXTEn]r 6692'117. [148.01 --. t I. "1015.1 I i .B - 1'-1 I/4' G -1 rn 1.'-to 7!£1'11126.07 I-+-G'-.. '[777.43 O`-A 1.41,6" - 1100.27 I SMPLS 4559 CHL,n _ -1tETIJOI(55 04311 I MI _ -...-. In ILE31 u1 11• d'_1 17116''.03[1331'.951 /< ,�I [4327.831I , _III i1 it =IF 210340'-i'Cfi.d]DIA. 00''-11111 O't4iri 181[7. y'-17 5/fl �I 0.a L. L'-?[/-8911 Fn VE. FIC/.G IM 41Fi 19041.1 J p (2554,0 cc 1RE35Ml.H:CE55-/ • 1 MI d18 i3lAYfyN1Q (I2IG.01 GLI IN CONN. 7'-i0 723{61%94311'3^.1lI nN y-2 7 - tt9NA41101 aPn(UULL F112500 95.2''155-1 [0'-I lli�[7j.&1 4F71 • (2/20.41 03137. :" (1342.21 03112.0.1 :EF 4074E Fat EOM T-e SA' - 1 8'-0 Firuv NL17TInte "[2152., 12421.,-&1IPPII4p 1718. 0 -�-FOIf71 5323817 Oft F..JI'.FfTNIC 113.7.E nr11C5 --n--........... .....- - 13/. r7•r.F qYA>IA'MF;W,2 IN Ir kCYFC5t335.11333 �t x • j I ) i • • • ' TABL'A MINIMUM BOLT'TABLE. • • . . •4F9EAA1 DEPTH N . ' 1• . • :'k8 MO W12-__.2 j .. W14 WIE WI8_—_3 7i ALL BOLTS 7,11'0 HSS • • • ,. I 1/2.. i • 2I HORIZ SHORT11,,,SLOTTED HOLES PERMITTED i. i W2t W24.......___-,........_.: 4' • i - • I "3. •SEE'BOL'T TABLE`FOR NUMBER OF BOLTS '.CP–T&0 FLGS I. { I , REQUIRED(•N') DETAIL 1/55 • N27 'W30:_ —_5 • t • • TABL B MAX11,{U6{.REAUt • c II�� y H ri ,; _ 110WBOLT_TABI,E._ I •wuaMUU RFaC11CW. • . • N KIPS I i �i 12 13 • I-i <: i . '.. . • ;3:----r• . ' •1. 1/t F� I 21/2' • 1/4/ ... .... v 3/e I 77-11 1 : • 17— --'_.— 7S • ` � _ - .i �i • 8 . • 8 g : • ! ..I (_ IPL 3/Bx'4 1 Z TYP: • • 1/4• fr- F•) 1 j 1/4 1. -SEE ALANS R,BEAM,REACTION. WHERE 40.REAGTIONlS IyOTEb. . - PROVIDE THE MINIMUM NUMBER OF BOLTS BASED'ON THE•SEAM .. .� DEPTH SHOWN IN TABLE A.1. - + 1. ALL BOLTS 7I8'eb NSA' t 2. WHERE REACTION,IS SHOWN.USE TABLE B.I DO•NOT PROVIQE FEWER BOLTS THAN 15 SHOWN INT BSE J:. - 2. HOAIZ SHORT SLOTTED�OLES PERMITTED IN PLATE 3, WHEY REQUIRE!)NUMBER DP BOLTS DOES�JdT FR 1N BEAM 6EPTH • 3. SEE BOLT TABLE(DETAIL 1/S5)FOR NUMBER OP BOLTS • I • OR WHEN MAXIMUM REACTION IS EXC£EDES,USE DOUBLE'ANGLE - REQUIRED('N•) - i CONNECT,ION: DETAIL 9155 • ., • ' • I 4, N=NUMBER OP 7/E'¢NSA'(A325) ; " ' • • • I • • •• i • j. 0 001JT' TAO.tle• TYP t3 �M! • E P�E�1 I ('IOF�EtJT`GOWiJECTIDN TYPICAL BEAM/1 1!54.1!=i7^__ I I I I • II• , . 1 I 1 j �..: { �f j • • • s .:; • I yl •I � ,..1,.: I... .1 j. i t-- � i J s , I I -- iI I , i ,' . . •• - ••••— •utl 1I It irifflaConsulting Engineers October 14, 2013 Mr. Dan Miller GLUMAC 900 SW Fifty Avenue, Suite 1600 Portland, OR 97204 RE: Umpqua Bank Roof Mechanical Unit Support Tigard, OR Dear Dan: Attached please find calculation sheets 1 through 14, dated September 23, 2013, which verify the structural • adequacy of the Umpqua Bank Roof Mechanical Support Project, as shown on drawings S1 through S2 dated October 14, 2013. Design is based on the requirements of the 2010 Oregon Structural Specialty Code (OSSC), based on the 2009 International Building Code. If you have any questions or need further information, please call me. Sincerely, 40111213444 'v Chris Tung, P s LEED AP 9 pQ' �' Associate I �, x n �3',s� 511 9P Attachments * !'°‘‘ -IIOREPONq 4 0 CT/ch '�j f' 12� <(i 213502lcaIc letter 10-14-13.docx 8 A0�\ EXPIRES: 24404_ 4_ 111 SW Fifth Avenue, Suite 2500 Portland, Oregon 97204-3628 (503)227-3251 Fax (503) 227-7980 Seattle Everett Tacoma Lacey Portland Eugene Sacramento Grass Valley San Francisco Walnut Creek Los Angeles Long Beach Pasadena Irvine San Diego Boise Phoenix St. Louis Chicago New York Project tlytht.iik _pcZ.:.... By 6,,a— Sheet No. Effil Consulting Engineers Location 7-7„..1,-.7.pa, Date /24,8 / Job No. Client .ac_ Revised Portland,Oregon 502- " n Date - etlEx*iiii ihor6 wy-..e(E)poor. : Z010 ...Wci ,Lit C5C-TIE•V\I/ 48-1/TIA-Pi)._./. f.,.1T;7-c) Ex/517/46r/e.._,c,F tarigu la ( )/11/Jjr Inki60-fTS': kW-..1- ,. AC1 ,.AC 2 .:A10.1) 4C,._ . 7-6 •4o73 — iv /22:70 Eu.Airr 145i eisfrs • 4625-i b -7, 34 3 I& 1/92Z 6 x 2 -1-; 34,3 lb x2 - /569E) 4 r)!,F,e:?r. tidf.PA. !: 7/00.,sp‹. 201-sic,Ra7f x( 61 x 1 e3 1)5F •, /H7-rwe. 000' 44 / : 71-/. ./Alc.,e .e.,(... .) _..I,L .1 : /.5-67°—(2274' ---- .,,, o 2../ 4...2y; i CI% Li hit r 1r /5 Siliet.P11. t5Y-c ) vPiV p s-cie..-Eff 4 v) ,,,,,,,, „. .. - • . . ii = 6 i 4.,:-.0---r _Cps Lip -I 1/ 1- )• a Z , . ? • ' 2-7- ''' ,4',A, IQ) 7O liN.Ip (.(-1-Z x'1,b) = f ir, •7 i 0 Fr NAI..-s- ...3.x..77•2...37)(1,c,.,<Wp...:.7-- .OZ/ Lir . . ..... :-. 1•5ge , , • I . V• rt,,.., 6360/2 . 2650 4, . .......... , .. .. (\l eSesiC)/JET LvpLIF-41- K it ,K . , 1.. \I 2/:74-)( • • •- • -.:4(1,1_,,vi-eiyde5,57=*1 -4- K 11 N. 4 r", —— F±r q /CIA 1'.=,- 225 ,... . 1 0 -...-r- rtt : i...,. ___ _____, — — /5F.05L--FL6(ke:1 F.' . . . ......... ........... , •1 1 .1 . • • --=-2.44(01(---oki— . • . 1 1- C,. 1 i pip,_ /.3. x.5c.7a=-,_ . .. .. 14-6.1.,---7D7A.px..1c-,---5":G GIV1'1 441(& taw•••- — (pbno�v 1 CoUrttina( Lk), 2 Ti-jet ,OR.f 7224 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.41124 toord{;mt Longitude = -122.744905 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 0.940 (Ss, Site Class B) 1.0 0.337 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.41124 Longitude = -122.744905 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.124 ,Fv = 1.726 I ail knori scree- Asswtie.cf mite. C(ass.1> Period Sa (sec) (g) 0.2 1.057 (SMs, Site Class D) 1.0 0.582 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.41124 Longitude = -122.744905 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3xSMs and SDI = 2/3xSM1 Site Class D - Fa = 1.124 ,Fv = 1.726 Period Sa (sec) (g) 0.2 0.705 (SDs, Site Class D) 0:705- 1.0 :705- 1.0 0.388 (SDI, Site Class D) Project timpota buy JY( By r Sheet No. Location Date V.24/13 Consulting Engineers Job No. Client Revised Portland,Oregon ' ) Date 5-02 ("ItYa" 1-1D-0E-,e4DA'Al/mA16--nAx- _ _4- 1,qir vitt, •-)/2xie x/25%6 bvtAbilick,FD co,ip1at4v)-_-= 2.6„ fLF L41./6- Hu= -A-x 3605 otin X = zI > oki x zoecAzva 12- * - 0, 6 7 al000 X qd 7o& k- e cA-Kii-ILEstEg_ 2do ,c 12' C SAOZIEIZ cu ) zi JLF -4) _Ow= YZA Li-x275- 3CtC) 275-4 b-x 7,1000x q 0. Project J/vt ( /4 A 13A li CL. By e^^ Sheet No. Location VrP q�XiVLiC 1✓ (� PCL.. Date Gl7L!!////111211 � . Consulting Engineers Client Revised Job No. ParMand.Oregon 1./3502 — Date _ CNGK- �n�t�rr �rJ�1cT APPFD WE-16-Hr 1072-4.34-3 — 1175-4 0.ix'30X(ZDfS.PL.+251SrGL)= ?gam 111573150a 0,03 . 1PAC-3-_._trr)it-x3S .1(215 P P 7,.-7x5 f y�t 7k25/ L4. to' 7 ii ()WI4Lx3� 2o6, /5&3 i ,?(512%. L1.. P2= ao6/ FX3.5 -1,L /582&&A-257, LL. lsrf/C. clx 3-5....... 2, AT'A6-2 fi-rJo 4c-3 62iP /Y51 6104e,.. , fl 41'2. j; JI 7' , 7' q�;I�M .D •5revik sp4N) P 50x7 >,-20 pL , 30c7.>e z5 I&8P4 *L _ o 4Z` 188714' `pt IS5/I, /1! G(. A't1AG0W2lxs-J o .>. AT AL-2- 13,->4D ,4-3 ETRI1 !{ox 4S- 6-1 R .......... . zspAN ,1 1' 6'2 �r p. 3ox7x Za p` i 3o x7x z5-Lt... . • ... .. .. .. . ... ... . . p = /0gc,4fD[. 15aJ3/i6a'_71a... M, cK Com) 14!(004 S` • Fil tsravity Beam Design RAM RAM SBeam v5.01 ( \Wi'wx�� 3DK A l 09/24/13 10:52:04 STEEL CODE: AISC 360-05 LRFD • SPAN INFORMATION(ft): I-End(0.00,0.00) J-End (30.00,0.00) Beam Size(User Selected) = W14X38 Fy = 36.0 ksi Total Beam Length(ft) = 30.00 Mp (kip-ft) = 184.50 Top flange braced by decking. • POINT LOADS (kips): Flange Bracing Dist(ft) DL LL Top Bottom 10.000 1.75 0.50 No No 7.000 0.72 0.25 No No LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.038 0.000 30.000 0.038 0.000 2 0.000 0.105 0.175 30.000 0.105 0.175 SHEAR(Ultimate): Max Vu (1.2DL+1.6LL) =9.68 kips 1.00Vn=94.41 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 71.5 12.2 0.0 1.00 0.90 166.05 Controlling 1.2DL+1.6LL 71.5 12.2 0.0 1.00 0.90 166.05 fid REACTIONS (kips): Left Right 4Z5- DL reaction 3.87 2.90 3- U" ��i,jEclio Max+LL reaction 3.152.85 t/ Of' Max+total reaction(factored) 9.68 8.04 C 2 GO/VA/E0/1711/ ( ) MOM' 1 DEFLECTIONS: F"-----....__-1 :�55 Dead load(in) at 14.40 ft = -0.405 L/D = 889 Live load (in) at 14.55 ft = -0.337 L/D = 1069 Net Total load(in) at 14.55 ft = -0.742 L/D = 485 • uravity "seam Design RAM RAM SBeam v5.01 ( }W2\X S 1 64(MEr... , 3(p 09/24/13 11:02:27 STEEL CODE: AISC 360-05 LRFD SPAN INFORMATION (ft): I-End(0.00,0.00) .T-End(28.00,0.00) Beam Size(User Selected) = W21X57 Fy = 36.0 ksi Total Beam Length(ft) = 28.00 Mp (kip-ft) = 387.00 Top flange braced by decking. POINT LOADS (kips): Flange Bracing Dist(ft) DL LL Top Bottom 7.000 6.08 5.25 No No 14.000 6.08 . 5.95 No No 21.000 4.20 5.25 No No LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.057 0.000 28.000 0.057 0.000 SHEAR(Ultimate): Max Vu (1.2DL+1.6LL)=24.49 kips 1.00Vn= 184.58 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 226.4 14.0 0.0 1.00 0.90 348.30 Controlling 1.2DL+1.6LL 226.4 14.0 0.0 1.00 0.90 348.30 REACTIONS (kips): Left Right DL reaction 9.45 8.51 r44 CA-FAGin'-= Kok- Max+LL reaction 8.23 8.23 � ( F`7...koli'•.f6- 4115 Max+total reaction(factored) 24.49 23.37 DEFLECTIONS: Dead load (in) at 13.86 ft = -0.329 L/D = 1020 Live load(in) at 13.86 ft = -0.307 L/D = 1096 Net Total load (in) at 13.86 ft = -0.636 L/D = 528 'raviry seam Design 7 RAM RAM SBeam v5.01 ( )WfkgsC. ;i1Rp ,e 43(g 09/24/13 11:28:53 STEEL CODE: AISC 360-05 LRFD SPAN INFORMATION(ft): I-End (0.00,0.00) J-End(20.20,0.00) Beam Size(User Selected) = W16X45 Fy = 36.0 ksi Total Beam Length(ft) = 20.20 Mp(kip-ft) = 246.90 Top flange braced by decking. POINT LOADS (kips): Flange Bracing Dist(ft) DL LL Top Bottom 7.000 4.20 5.25 No No 14.000 6.08 5.95 No No LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.045 0.000 20.200 0.045 0.000 SHEAR(Ultimate): Max Vu (1.2DL+1.6LL)= 16.86 kips 1.00Vn= 119.98 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft hp-ft Center Max+ 1.2DL+1.6LL 103.5 14.0 0.0 1.00 0.90 222.21 Controlling 1.2DL+1.6LL 103.5 14.0 0.0 1.00 0.90 222.21 REACTIONS (kips): Left Right DL reaction 5.07 6.13 Max+LL reaction 5.26 5.94 CO -�,aLT �"�Al Max+total reaction(factored) 14.49 16.86 23 DEFLECTIONS: . Dead load (in) at 10.30 ft = -0.160 L/D = 1519 Live load(in) at 10.20 ft = -0.164 L/D = 1481 Net Total load (in) at 10.20 ft = -0.323 L/D = 750 Sheet No. Consulting Engineers in Project '(44 mufA.8Amk- PiC By Location Date Date /q/(////3 ria JobNo. Client Revised Portland,Oregon -y • tn Dote CF-1cic Xi FAAH/AIG-, , D=/32541 1reV 001 l1 r Li_ Xi 1 , .4S.(E)Wang 6 tA))1,')(36 N-= ; (1iii2. ,f=' SE -71-ACki --D . w 12xil p----43251;' z-,--714.11 ‘ ) .../\ 6-,:x'' 25-r4r Li- 24. • -CO inl 1 ok<5T:E_A-77ACtla 2a PSF ///;-:20= Zoo PL ( Tz> INCLUDE deO6F..-_-.le. 5 -- 275 (/32 /32+47• 9 0 W 1 I 34- _ I (S)1,114-x6 1 .N1, D 2:7' 1' 575 6.6 .(L-) tAi I IP 0 K .-5F• 4-11-ACHED. ,,- --, .U • �51 uravlty seam Design RAM RAM SBeam v5.01 (r)v112)G19 10/11/13 13:21:57 STEEL CODE: AISC 360-05 LRFD • SPAN INFORMATION(ft): I-End(0.00,0.00) J-End(15.00,0.00) Beam Size(User Selected) = W12X19 Fy = 36.0 ksi Total Beam Length(ft) = 15.00 Mp(kip-ft) = 74.10 Top flange braced by decking. POINT LOADS (kips): Flange Bracing Dist(ft) DL LL Top Bottom 7.500 1.32 0.79 No No LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.019 0.000 15.000 0.019 0.000 2 0.000 0.060 0.150 15.000 0.060 0.150 SHEAR(Ultimate): Max Vu(1.2DL+1.6LL)=3.93 kips 1.00Vn=61.93 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 20.1 7.5 0.0 1.00 0.90 66.69 Controlling 1.2DL+1.6LL 20.1 7.5 0.0 1.00 0.90 66.69 REACTIONS (kips): Left Right DL reaction 1.25 1.25 Max+LL reaction 1.52 1.52 Max+total reaction(factored) 3.93 3.93 DEFLECTIONS: Dead load(in) at 7.50 ft = -0.066 L/D = 2711 Live load(in) at 7.50 ft = -0.071 L/D = 2543 Net Total load(in) at 7.50 ft = -0.137 L/D = 1312 tiravity Beam Design RAM RAM SBeam v5.01 C 1(5.A}� , 10/11/13 13:22:26 STEEL CODE: AISC 360-05 LRFD SPAN INFORMATION(ft): I-End (0.00,0.00) J-End(24.00,0.00) Beam Size(User Selected) = W16X36 Fy = 36.0 ksi Total Beam Length(ft) = 24.00 Mp (kip-ft) = 192.00 Top flange braced by decking. POINT LOADS (kips): Flange Bracing Dist(ft) DL LL Top Bottom 12.000 1.32 0.79 No No LINE LOADS(k/ft): Load Dist(ft) DL LL 1 0.000 0.036 0.000 24.000 0.036 0.000 2 0.000 0.060 0.150 24.000 0.060 0.150 SHEAR(Ultimate): Max Vu (1.2DL+1.6LL)=5.69 kips 1.00Vn=101.31 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft hp-ft Center Max+ 1.2DL+1.6LL 42.7 12.0 0.0 1.00 0.90 172.80 • Controlling 1.2DL+1.6LL 42.7 12.0 0.0 1.00 0.90 172.80 REACTIONS (kips): Left Right DL reaction 1.81 1.81 Max+LL reaction 2.19 2.19 Max+total reaction(factored) 5.69 5.69 DEFLECTIONS: Dead load(in) at 12.00 ft = -0.106 L/D = 2723 Live load(in) at 12.00 ft = -0.116 L/D = 2473 Net Total load(in) at 12.00 ft = -0.222 L/D = 1296 • • travity Beam resign RAM RAM SBeam v5.01 10/11/13 13:29:23 • - STEEL CODE: AISC 360-05 LRFD • SPAN INFORMATION(ft): I-End(0.00,0.00) J-End(27.00,0.00) Beam Size(User Selected) = W14X38 Fy = 36.0 ksi Total Beam Length(ft) = 27.00 Mp(kip-ft) = 184.50 Top flange braced by decking. POINT LOADS (kips): Flange Bracing Dist(ft) DL LL Top Bottom 5.750 1.32 0.00 No No 12.600 ' 1.32 0.79 No No LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.038 0.000 27.000 0.038 0.000 2 0.000 0.200 0.275 27.000 0.120 0.150 SHEAR(Ultimate): Max Vu (1.2DL+1.6LL)= 11.23 kips 1.00Vn=94.41 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 76.7 12.6 0.0 1.00 0.90 166.05 Controlling 1.2DL+1.6LL 76.7 12.6 0.0 1.00 0.90 166.05 REACTIONS (kips): Left Right DL reaction 4.60 3.39 Max+LL reaction 3.57 2.96 Max+total reaction(factored) 11.23 8.80 DEFLECTIONS: Dead load(in) at 13.09 ft = -0.346 L/D = 936 Live load (in) at 13.23 ft = -0.277 L/D = 1168 Net Total load (in) at 13.23 ft = -0.623 L/D = 520 • CERTIFIES] DIMENSION PRINT -• CI _j Utile T#D ..�.n +99,nw9nenx4s wna<9.1sr • - $.�J7511 TECIDOLOGIE$ .'°^'�'. ALtillitatii ititad41 wpwr.rmett.t.trr -Ta1 am'w"n'i:n'I� +�'u°mm.�.,:�o.,e,.«e . MET 512E L T. 7735. _214 4FT- IN. N+ OF7, IN, 161 CPT. IN. N11 G Fr. mi. 3H XT.114. N4 F FI.IN, Mt1 FT:IN. T _igitOtol _ al i +00-.4024 2510 1302.7 1543.4 5'•1- 71E0,0 Y-I 7/U 6040.2'-0 719'3709.0 12'-9,7104 533.5 l'.9". 2107.0 7'-2 7104' 1337.0 2'-7 314' NOTES• •. 1W1C0.2'4 23E0 139:0 1543.4 Val- 2112.0 7'-1 7/0. 602.0 2'-2 7.79'Z59.0 12%5 9/R1 533.5 ir_ 1.Mw:.7Z•v'Ssc69,}aansa.. s•,119T TA4 am ;ptOmlcv 4 1 2117.0 7'-2 716.1' 657_S z'-i 3/i' Aikand up 2,0.431 09 of l o+. 19 4£0.1352 3340 1577.3 1((GA 5'-6• 2473.0 5'-1 1/4. 019.4.2'4'9.11 465,0 17•-3' 174.01'-214/16')4E3_0 1•-0 Gi103' '•75.0 -731 le 2,.0, auGtll,Tsra 5:011010kpe�a7r_a•19aT4}lielvuanottionat all 9718 1143,•6 10113.1 'L-5' 1 2420.0 0'.I 1/4' 110.0 2'-7 7/d 416'9.0 13'-17• 379.51--2 1API6 7413_0 8'-0 3/1�' 6.0 9'-13/Ifi' 3.formal. c.-0SCn andopra00ae1 gtw¢'1a's, oAI amc.,l 1 • IEll 3400 1515.5 1038,4 5'-A' 1 2470.0 9'-I 1/4' EIt.11 2-•7 7/0'4115,0 13,4.0"_ 379.5 I'-2 1'115'2403.0 0`. -is Fn64avvel:2lGv,�rMent ,. 3• 026.0 3'-07/16' 9100 /'61,0 Ir ICY.( 5'-6• '2470.0 8'-1 1/4' PIO.b]'•J 7/0'0+ti3O 13'-¢• 9779._1--2 I5/I5'74/3_0 B'-0 3/16• 906.0 5,13/16' KO 411011 INI FEW OILS [...GAS S.CI lcM 024:155 0•-35i9'F,,, [27•-� I :rr f--C.t/rmi ICCE55- 16-//0•-14ta.•11 ' I107.01 j• .....,-.._.Jl � l iliTili 7 1 ` 1.197.C1D 1f(E� -M• Ililp.01 13'•10.7H ..�- •.:Y.�k•.- :-�- p1r3 1'-115/t&" 2223.07 [5B?.07 �L IJ ? TI0u:I'. "t� _ 0.- of .d�t1t1, 3 5!d' [23.07 5 f 9'-714-{19,17 N'i LOa WOKE- KS 2)�� F IN -7117.07 E. H- 0'-3 l/2`(130.9!JPF F10.0 r0•911_ ''�\1 •.+ OS'� ,,,4'`1141E112 a.n)twit ' O'-10 I..1d414-,-,....3116.- , ..______, -.` 1, • 'LIEN va-G (300.01 14 i--G 3213' r }I' ii4z.o3 0'9 Y/1` 0'-6 15/15'1227.024 '• 1' x[472.92 a:) O'-!r 0127.01 I \. 1 i __ - _- I • _f/�lrs 1ia ; .rLa vI�1 Y-T !l�Lt �l�)j11'11'� } I 1 (r�Es.ov 1[i1i ' ..„., i I 1- -- I.olNEN5r4115.IMC 1 ARE IN HILL IriATER:_ O'-5 13/1 0.1 ' -- - 7109.01 w e 1' tfi14g I ` 7, eENren rn MIAMI'. .J ep -4'-s 13/1E'f I,i90.UYI I 6 -_l m 17 I0 T/3 BICE.C1 L i'-I.03 `s-" ,I.-11T.37l 3`-4 1116' 91I'FLY/03 em.r. -P51117N 159 PRY F10;421 a'-1 II/16' fro '� .I fl--s3i'.97 t7CS+E,91. 4--a /a• Al I n27.a}I 1 I� IF -ail-• ' S0711.01',.._.3.-....t411 i!!1 i a[•- liminvis 1 em II 0'-t'05,41 O)A. � G'-1 1 it'0',v,;ri OitJi, I 11. 1. S 7'-e.11;'OAS:1,111.1E.4I FICLC IM LIF:INC 4113 '[31.11 �•-it�'n_ G.a.J (2721,w C9(FflE55ML/445551 7'-16 1271,11/.12013 Pp^11:11111 t 253 312 a1 4'Y,VJIf. C12:b.01 1 [GAIN CONN- d•fi 3/9 7'-7 7/q - CCMIR41261 CPT WOOL FILTER atCC55-1 10'-I i/i"171_11 pF3i 12400,41 [1.42.0) 1092,03 FEE/brit FM(421 7'-5 E/S' _ C- 6'-13 0/U7/RLITTItUC/15p,51•"3111,/11110 RIB. }� - �-Fp1E19 En:44bT OR LLAIr_YETROO 051761,10.1104• ___ LLI E x0207= 06AILA10,L;(4411 Oa rrc(0111(6MAi 106) 1x ts-nW1.a ung 11-Wst&itTS I .I. I i motel D ak1pq .. .. 1•'Floor,Boc to 18 a�d 1Y•Iioh alvdnle ,compote type. Sea lane Idr attachment. i I I �• I ., ', 1 na.Soot decking 18 gage t'/r Inch:galvanized! See plane attachment I - _ - i I I 1 '.I ' 1 I 1 1 ' 1!Sandra! n o c oo r Is r sp2 blg for ved I{I altdlmensidns and con'dlllons pncludin j apenIngay • ntr clo e I 1• dihel machenl end aleolr"edl dmvMgs, ..... I • Qe 2.,Shop drawings are ioqulrad'pg ielnlordng Steel,simaurdl dleel,evil sl�el dock..SuWhll der lebdcat3bn... ' P - t '3,oddegoofe br ca for wind Idade to a the'rool•floor end walls have been permanently`attached: 1 .. .. I • So1:7 • - !I j .•• ' • :' .: a al Inaneadoa • .. 'I _. • !• 1 p I ...:..1.44......;:„.....:,:......!...,.:. -..; .. .. 1 ¶. edal lns eollori Is requlreb for reinforced cabareto anchor bolls embLdded In.concialo, .I I ASTM A 2b.'iflo hive boIfs Ind welding.' . ' i , i • , . See Mbar notes on Sheet S•S. i , i I j I j • I:. I• j' i 1 '' i 1 • I • •1 j i • ff i • • 1 1!�� .,NM'/ r� of• • I ,°f ®i'i is °e • i I '57 O6 I 7A r'�I ;t • • Q 4I as I 20 i , I blIZ • • I WIZ I, 8. • • • •.�®meg J xi:n.::, i �, .� ..,. _..1 O , -. ,o_ O 1 _ •Mq. ®'• _ V� icIx ra} n.xa7G �' I�\oI ' yl. �� I , ! .1"/I i .� I I 1 Clx te.71 `.4."---':.1.! T u I i., • I I `1 1 _ : O i LL ,..I I `� V • • c• .I•I I I. ��i.F � � � - .t • 'I 1 11�b I • I DO .�� : 11 nJiu'{ N111+1�' • 1 I vxs oYIN .1.1, I . i F I • • O O I t I N I • OELY • • Qw •tVx vll , I. i i F— ter• i--...,. ....1„1-., , ': 1 1 at a-' I '' _ . � �L_i.W� :w I ....1_!..: :..j.{ • s�• :E:I" v`,9•. I , 1 �3 •, � !I Nlml¶; I•• 1 •• • QI .a ' .i . N F :I';t rW o I `b• '•. 1,•46.-41:•. u.:•,.!.7-1.. Wrxst9 wl2>'' �.'_.. _ .rr l I !:; . .. ,1 Itis n' L,�� :... .I ._ : . 1 .L._.i - . L: • • M>O, •. .: ! i • 40" . -. i • _-;_[_.,—_1 �:,' ' : ::..1 ..� � "' !ro i :11;1 i9I--- �_ 3.'; ��.1-. + .I 11.t1 • • 1 qp • ' d ...,0/,,.:.,..'J'- I -- • -�'iSP� .:.Y piT®61 - t .a�".¢h J_ 1 ! I .i..: 3 13 13 kf�• Ill.., 3 ;.:1;:•.-1 v*m'i .. r i ,O 11 �I_ ;Q•. j c .• • +._ _.__ '_.., ..1. .:.� ._L. 1 2"19 i1111 • • • ,� I 0 � ... � �.'� ,.I.� .... , ... ... I I; �, l ' SPAN' •.1 • I ' 1 I • { •'( �yI ;j I ; I . Il a ,• :. • . ._ . ® ---,— ',+ 6 I ...I-.1::::.:L1 I- N I. N I : I. N 1'C y ..::4.::::i. :3 3 ,''I I ' I. , o'!1 I I I �W/ 4 f I' w N V ,F fi 4"'''''' I 1 $_ i ®P, 421.-! • ; .{• .I I1. Q� I,.-.:A• _I I. 1,' -1-'-e".21-.•! ,r 1.. i.3 ' _ e. .I._. _ -.I® i. i :f .S , - ® 1 I I � � • � 14 1, fIII' � • 1% .1......,......._; �1�'- -.I. i . I I- IJ' crc.zp.7 • I5••® W.,r. i:4 4• •,-,.•,,- 'j.;, •• 'I \ ;O I 14 lir I I .._[. 1 8. ®. _ _ I•� NLL } 1 1 `I �! 1 1 clz.xq,l. s --44-':".• )•h ..!,i,....1, ;•',..... .j. .. j 3 b .1--- I 3P L.. r' Nb7TY1'ae I. • I; NOTE #, I 1, �'�'p00f:,Perry:... I I' PGThIL3 N SH IghTir41.. ,! '...I SrcT 4N 6- , ..1 I - I i � fG 3TA e - .: • -I 1 ..1 - I - ... ...-..I .. I • INUMsep,4 LCPIV...1AWradrs . • + I I .. SPCGrIGATON3: • . I I 1 .. M/,"II.In1_. aPPaoYEO' 1 - I I. 1' 1 i' .1. 1 , �l DRAWN J.J. N • I 1 AIoS • N 14F�C/I 1 t�IV111Y1[I�I�I 1 I' I •1 I�Vi91°NS ism Mgr 1. SII 11N. �.: I• �.. I. I i • m •Zi scrr q•1.• I • • 1' i i I •i.. i I • I o1WNiplos " ! PHASE 1 . . . . • • . I TABLE'R 'MINIMUM BOLT TABLE !:...:. ( I • •WF SEAM DEPTH N is w1D mz_--2 • 11 ALL DOLTS 7;8'0 HSB • .. , W14 Wl5 WIB_—__3 • ,, I 1/2,, 21 HORIZ SHORT.SLOTTEtl HOLES:PERMITTED . V21 W24__ —_4' • II '3: 3EE'BOL'T TABI:EPORNUMBEA OF BOLTS W27 L.__ _S j „ " 'CP—T&B FLGS I i REQUIRED rN•) DETAIL 7155 TABLE B MAX1t,1UM RE.kdlloN BOLT..TABLE :.... . •I ,. • i IA/WMUMIRFAC11O} . I-I- c. • H aPs - .c; i. • 12:` 13 I'1 �- 3----r1-- � 1 ' FL 21/2 •• . 17—— —..i._.:._..76 • j ..• II :'�Ii .. _.,.,..... L3/8x'41/2—TYP.; • '� y; -._ .. ' P Y.i: • • 1/+ • . • : h 1.-SEE ISLANS$')RBEAM REACTION WI}ERE 4O REACTION'191{OTEb. • • . PROVIDE,THE MINIMUM NUMBER OF BOLTS BASED ON THE BEAM - - '" • DEPTH SHOWN IN TABLE A: 2. HERE REACTION IS SHOWN.USE TABLE B.,do:NOT PROVIDE 1• ALL BOLTS 7/13'0 HST,W FEWER BOLTS THAN IS SHOWN TN TABLE A.ii ; HOWL2. HOZ SHORT SLOTTED I1OLES PERMITTED IN PLATE 2. WHEV REQUIRED NUMBER 33P BOLTS DOES NOT FIT IN BrAM 2EPTH 3, SEE BOLT TABLE(DETAIL'1/ES)FOR NUMBER OF BOLTS • OR WHEN,MAXIMUM REACTION IS EXCEEDED,USE bOUSL2 ANGLE . REQUIRED(•N•) CONNECTION: DETAIL 9155 . ... d, N=NUMBER OP 7/B' HHS!(A325) 1. . • 9 • _ 1 • • • . C'30LLT TP,LSL1�' . 1 �T(P.;l3EA1J1/6EAM 1011EkfrOONhIECTIDN TYPICAL.6EAr1/ ' (LIQ 1'-La • . � 1 i _ . I 'i c .III . I• • . I. li j • • ! It g.k liI ) LI y • II.. _. : I z • 1 • I lI . I I • i. • u,l I I . .I . . Ii