Basis of Design - Performance-Based Design

Transcription

1 asis of Design - Performance-ased Design March th 07 KPFF onsulting Engineers SW Fifth venue, Suite 00 Portland, OR 970 (0) 7-

2 INTRODUTION ND KGROUND This document outlines the basis of design for the performance-based design and nonlinear response history analysis of the Framework Project in Portland, OR. It is intended to be a living document that will be modified and revised as the project develops and in response to peer review comments. Performance-based design is pursued for this project because the proposed lateral force-resisting system, consisting of post-tensioned rocking cross-laminated timber (LT) walls is not included in SE/SEI 7-0 Table.-. Lateral force-resisting systems included in SE/SEI 7-0 Table.- may be designed for earthquake effects using the prescriptive provisions in SE/SEI 7-0. Lateral force-resisting systems not included are still permitted but must be demonstrated to have performance not less than that expected for included systems. This option is available via the performance-based procedures of SE/SEI 7-0 Section... Note that lateral forceresisting systems for wind effects are not restricted in SE/SEI 7-0. Therefore, design for wind effects will still be approached within the performance-based design framework but in a more state-of-the-practice manner. Reliability not less than expected for systems included in SE/SEI 7-0 Table.- is demonstrated through the following: Design for strength level wind loads This evaluation is equivalent to that required for any building, regardless of whether performance-based design is pursued. Emulation of rocking precast concrete walls Rocking precast concrete walls are considered equivalent to a special reinforced concrete shear wall (a conforming system in SE/SEI 7-0) via I 8- Section.0.. The prescriptive provisions for earthquake effects of SE/SEI 7-0 using the force reduction factor, R, for special reinforced concrete shear walls will therefore serve as a lower-bound on the design. Low probability of collapse Nonlinear response history analysis at the Risk Targeted Maximum onsidered Earthquake (ME R) will be conducted to demonstrate a low probability of collapse when subjected to extremely rare earthquake ground motions consistent with the performance objective described in SE/SEI 7-0 hapter (although no explicit calculation of probability of collapse will be pursued). While the above requirements are sufficient to demonstrate code conformance, the project goals for Framework include an emphasis on sustainability and resilience. These goals are adopted in the structural system through the additional, voluntary criteria which intend to enhance occupant comfort under wind effects and improve structural repairability and performance (low damage design concept) under earthquake effects. These additional, voluntary criteria include: Occupant comfort under a service-level wind event This evaluation limits wind drift and acceleration under a service-level wind event. asis of Design, Performance-ased Design KPFF onsulting Engineers Framework, Portland, OR Project No.

3 Essentially elastic performance under a serviceability earthquake Repairable performance under a moderate earthquake This evaluation provides additional criteria on structural element damage and residual drifts for an earthquake hazard having a 7 year return period. Note that these additional, voluntary criteria are not necessary to demonstrate reliability not less than expected for systems included in SE/SEI 7-0 Table.-. Therefore, while these criteria are included in this document for reference, peer review comments solely related to the additional, voluntary criteria are not intended to be formalized/issued to the uthority Having Jurisdiction (State of Oregon). asis of Design, Performance-ased Design KPFF onsulting Engineers Framework, Portland, OR Project No.

4 PRIMRY POINTS OF ONTT In discussing issues related to the structural peer review for this project, the following persons shall be considered the primary points of contact: Structural Engineer of Record s Representatives Eric McDonnell KPFF onsulting Engineers eric.mcdonnell@kpff.com Reid Zimmerman KPFF onsulting Engineers reid.zimmerman@kpff.com Geotechnical Engineer of Record s Representatives rett Shipton GeoDesign Incorporated bshipton@geodesigninc.com Nick Paveglio GeoDesign Incorporated npaveglio@geodesigninc.com Structural Peer Reviewer s Representatives Stuart Oliver Holmes onsulting Group stuarto@holmesgroup.com Didier Pettinga Holmes onsulting Group didierp@holmesgroup.com cademic Peer Reviewer s Representative Jeff erman University of Washington jwberman@myuw.net Ground Motions Peer Reviewer s Representative Ivan Wong EOM wong@lettisci.com asis of Design, Performance-ased Design KPFF onsulting Engineers Framework, Portland, OR Project No.

5 SITE DESRIPTION Framework will be located on a quarter block in Portland s Pearl District at 0 NE 0th venue, Portland, OR. There is an existing -story office building that currently sits on the site that will be demolished for the construction of the new building. The site is approximately 0,000 square feet and is bordered on the south by an existing -story building and to the east by a project that will be under construction for a new 0-story hotel with one level below grade. UILDING DESRIPTION Figure. Description of project site Framework is a proposed 0ft mass timber building in Portland, OR consisting of -stories above grade with one floor of retail, five levels of office, five levels of residential and a penthouse. Its floor plate is approximately 90ft in the east-west direction and north-south directions and is fairly consistent for the entire structural height. Framework s gravity system will consist of gypsum concrete topping over cross-laminated (LT) floor panels spanning to glue-laminated timber (GLT) beams and GLT columns. LT panels and GLT beams will act compositely via the use of long, self-tapping screws. Framework s lateral force-resisting system for both wind and earthquake demands will be posttensioned rocking LT walls. The post-tensioned rocking LT walls consist of () LT wall panels, () GLT columns at each end of the LT wall panels, () external threaded rods running the full building height for post-tensioning, () energy dissipation devices at the base of the wall, and () energy dissipation devices along the full building height between LT wall panels and GLT columns. The lateral force-resisting system is intended to emulate the Precast Wall with End olumns (PreWE) system developed for precast concrete. The LT floor panels will serve as the diaphragm for distributing loads to the lateral force-resisting system with steel plate collectors running above the LT floor panels (covered by gypsum concrete). asis of Design, Performance-ased Design KPFF onsulting Engineers Framework, Portland, OR Project No.

6 reinforced concrete mat (raft) foundation at grade will serve as the foundation system below the rocking walls. combination of strip footings and spread footings will support the remainder of the gravity system. Ground improvements will be located under all primary foundation elements. ODES ND REFERENES The following codes and references are applicable. 0 Oregon Structural Specialty ode n lternative Procedure for Seismic nalysis and Design of Tall uildings located in the Los ngeles Region, 0 Edition, Los ngeles Tall uildings Structural Design ouncil (LTSD). uilding ode Requirements for Structural oncrete I 8-, merican oncrete Institute. Minimum Design Loads for uildings and Other Structures SE/SEI 7-0, merican Society of ivil Engineers, Structural Engineering Institute. Minimum Design Loads for uildings and Other Structures SE/SEI 7-6, merican Society of ivil Engineers, Structural Engineering Institute (not yet published see ppendix). Requirements for Design of a Special Unbonded Post-Tensioned Precast Shear Wall Satisfying I ITG-. and ommentary, merican oncrete Institute. Seismic Evaluation and Retrofit of Existing uildings, SE/SEI -, merican Society of ivil Engineers, Structural Engineering Institute. Seismic Performance ssessment of uildings, Volume Methodology, FEM P-8-, Federal Emergency Management gency. User Guide, PERFORM-D, Nonlinear nalysis and Performance ssessment of D Structures, omputers and Structures Incorporated. asis of Design, Performance-ased Design 6 KPFF onsulting Engineers Framework, Portland, OR Project No.

7 RESPONSE SPETR ND GROUND MOTIONS Site-specific response spectra and ground motions for Framework have been provided by GeoDesign Incorporated. Reference their reports entitled Performance-ased Seismic Design, Spectral Matching Results dated June 0th 06 and Performance-ased Seismic Design, Ground Motion Evaluation dated September 7th 06. REQUIREMENTS TO DEMONSTRTE ODE EQUIVLENT PERFORMNE s discussed in the section entitled Introduction and ackground, the use of post-tensioned rocking LT walls requires demonstration that Framework s lateral force-resisting system has equivalent performance to a conforming system in SE/SEI 7-0. The following subsections address the design criteria for these requirements. Strength-Level Wind riteria The strength-level wind event and criteria are taken the same as for any conforming system in SE/SEI 7-0 in accordance with Table below. In fact, there is no distinction between a conforming and a non-conforming lateral force-resisting system in SE/SEI 7-0 for wind effects. The velocity has been determined based on a site-specific wind study performed by International limatic Evaluations Incorporated. Reference their report entitled Site-Specific Wind Data for the Framework Project in Portland, Oregon dated March 8th 06. The velocity determined by International limatic Evaluations Incorporated matches very closely with the velocity to be published in SE 7-6 for Portland. It should be noted that SE/SEI 7-0 only requires strength design for wind effects. No drift or acceleration limits exist. Table. Strength-level wind criteria riteria Value Notes Risk ategory II SE/SEI 7-0 Table.- V 97mph (700 year mean recurrence interval, second gust, ft, Exposure ategory ) Site-Specific Wind Study K d 0.8 SE/SEI 7-0 Table 6.6- Exposure ategory SE/SEI 7-0 Section 6.7 K zt.0 SE/SEI 7-0 Section 6.8 G varies SE/SEI 7-0 Section 6.9. G pi +/- 0.8 SE/SEI 7-0 Table 6.- asis of Design, Performance-ased Seismic Design 7 KPFF onsulting Engineers Framework, Portland, OR Project No.

8 p 0.8 (windward wall) -0. (leeward wall) -0.7 (side walls) SE/SEI 7-0 Figure 7.- K z varies SE/SEI 7-0 Table 7.- Load ases ases through SE/SEI 7-0 Figure 7.-8 Strength Load ombinations.d+.0w+0.l+0.(l r or S or R) 0.9D+.0W SE/SEI 7-0 Section.. Design-Level Seismic riteria s described in the section entitled Introduction and ackground, the purpose of the designlevel seismic criteria is to establish equivalency to the strength requirements enforced for rocking precast concrete walls (which Framework s lateral force-resisting system is emulating) in SE/SEI 7-0. Prescriptive design taking design values for special reinforced concrete walls is therefore pursued as shown in Table. lthough design values for special reinforced concrete walls are being used, modeling will be based on the actual geometry and materials, not on those for an equivalent concrete wall. Design will also be in accordance with I ITG asis of Design, Performance-ased Seismic Design 8 KPFF onsulting Engineers Framework, Portland, OR Project No.

9 Table. Design-level seismic criteria riteria Value Notes nalysis Procedure Modal Response Spectrum SE/SEI 7-0 Section.9 Software ETS 06 P-Delta Effects onsidered Risk ategory II SE/SEI 7-0 Table.- I e.0 SE/SEI 7-0 Table.- Seismic Design ategory D SE/SEI 7-0 Section.6 R 6 SE/SEI 7-0 Table.- ρ.0 SE/SEI 7-6 Section 6.. T a 0.76 sec East-West 0.76 sec North-South SE/SEI 7-0 Section.8.. u. SE/SEI 7-0 Table.8- s East-West North-South SE/SEI 7-0 Section.8.. ccidental Torsion ll four cases SE/SEI 7-0 Section.9. Strength Load ombinations (.+0.S DS)D+ ρe+0.l+0.s (0.9-0.S DS)D+ ρe SE/SEI 7-0 Section... Drift Ratio No Limit Drift limits enforced at ME R Note: ase shear for modal response spectrum analysis scaled to 00% of base shear for equivalent lateral force procedure. SE/SEI 7-0 Section.9.. only requires scaling to 8%; however, this factor is known to increase to 00% in the next code cycle of SE/SEI 7 (SE/SEI 7-6). MER Seismic riteria While the design-level seismic criteria establish a minimum building strength, additional checks are performed at the ME R to ensure adequate ductility in deformation-controlled actions and protection of force-controlled actions. In general, the ME R seismic criteria target a collapse prevention performance objective by adopting criteria from several sources of performance-based seismic design including SE/SEI -, the 0 Los ngeles Tall uilding Structural Design ouncil document, and hapter 6 of the upcoming SE/SEI 7-6. lthough SE/SEI 7-0 asis of Design, Performance-ased Seismic Design 9 KPFF onsulting Engineers Framework, Portland, OR Project No.

10 only requires that buildings not cross the property line under the design-level event, a more stringent criteria is proposed here because of the potential for building pounding at ME R. Pounding is known to be detrimental to building performance, especially when floor levels of the two buildings do not coincide in elevation (i.e., one building s floor may come in contact with the other building s column). s mentioned in the section entitled Site Description, a new concrete building is also under design in the adjacent property and will have floor levels which do not align with those in Framework. Therefore, a displacement limit at ME R is enforced. Table. General ME R seismic criteria riteria Value Notes nalysis Procedure Nonlinear Response History Software PERFORM-D Version P-Delta Effects onsidered Ground Motions two-component ground motions spectrally matched to a % damped ME R spectrum Percentage of motions will be selected to reflect the hazard contribution from the different tectonic regimes (i.e., shallow crustal versus subduction). Ground motions to be applied to building model for one set of axes. nalyses with multiple axes/orientations will not be pursued. Deformation-ontrolled ctions Force-ontrolled ctions See Table γ*i e*(q u-q ns)+q ns Q e See Table SE/SEI 7-6 Section 6... Inherent Damping Less than or equal to.% Reference SE/SEI 7-6 Section 6... Inherent damping to be distributed between modal and Rayleigh damping as recommended in PERFORM-D User Guide. ccidental Torsion Not evaluated ccidental torsion is checked at design-level. Furthermore, the 0 LTSD does not require consideration of accidental torsion at this hazard level for regular buildings. asis of Design, Performance-ased Seismic Design 0 KPFF onsulting Engineers Framework, Portland, OR Project No.

11 Strength Load ombination D+0.L 0 Load combination per SE/SEI 7-6 Section 6... L 0 is the unreduced live load in accordance with SE/SEI 7-0 hapter. Drift Ratio Limit % Drift ratio limit taken as.x those prescribed in SE/SEI 7-0 Table.- Displacement Limit Stay within East and South property lines SE/SEI 7-0 Section.. only requires that the building not cross the property line under the design-level event. For reasons described above, a more stringent limit is applied. asis of Design, Performance-ased Seismic Design KPFF onsulting Engineers Framework, Portland, OR Project No.

12 Table. riteria for deformation-controlled actions under ME R seismic hazard omponent ction riteria Notes U-Shaped Flexural Plate (UFP) onnectors Flexure LT rushing at Wall Toe xial suite mean u 0.7* limit suite maximum ε u ε limit limit taken as the distance from nearest bolt/weld to point of tangency for the bend Value of 0.7 taken from SE/SEI - Section 7.6. for collapse prevention performance of primary components ε limit based on valid range of modeling from LT crushing tests to be completed. See section entitled Proposed Experimental Testing. Post-Tensioned Threaded Rods xial suite mean ε u 0.7*ε limit ε limit based on fracture strain of threaded rods Value of 0.7 taken from SE/SEI - Section 7.6. for collapse prevention performance of primary components Suite mean calculated as average of response quantity over all ground motion records Suite maximum calculated as maximum of response quantity over all ground motion records asis of Design, Performance-ased Seismic Design KPFF onsulting Engineers Framework, Portland, OR Project No.

13 Table. riteria for force-controlled actions under ME R seismic hazard omponent ction riteria,,, Reinforced oncrete Mat Foundation LT Walls LT Wall-to-Wall onnections LT Wall-to-Floor and Wall-to- Foundation onnections Diaphragm hords and ollectors UFP onnections to LT Wall and GLT olumn Post-Tensioned Rod-to- Foundation onnection Post-Tensioned Rod-to-Wall onnection GLT Lateral olumns Gravity onnections Flexure Shear xial-flexural Shear Flexure Shear Shear xial Shear xial xial PMM ll suite mean M u γ =.0 suite mean V u γ =. suite mean (P u, M u) γ =.0 suite mean V u, γ =. suite maximum V u, γ =.0 suite mean Q u, γ =. suite maximum Q u, γ =.0 suite mean Q u, γ =. suite maximum Q u, γ =.0 suite mean Q u, γ =. suite maximum Q u, γ =.0 suite mean Q u, γ =. suite maximum Q u, γ =.0 capacity design to ultimate strength of UFP suite mean Q u, γ =.0 suite maximum Q u, γ =.0 suite mean Q u, γ =. suite maximum Q u, γ =.0 suite mean P u, γ =.0 suite maximum P u, γ =.0 No loss of gravity-carrying capacity under expected lateral drifts (deformation compatibility) Façade ll No falling hazard. Damage to façade not otherwise limited. asis of Design, Performance-ased Seismic Design KPFF onsulting Engineers Framework, Portland, OR Project No.

14 Stair Stringer Support Displacement.0*suite mean u L support suite maximum u L support Refer to Table and SE/SEI 7-6 Section 6... for Qu and γ Suite mean calculated as average of response quantity over all ground motion records Suite maximum calculated as maximum of response quantity over all ground motion records ll demands may be limited by capacity-design procedures, where a well-defined mechanism can be identified DDITIONL VOLUNTRY RITERI This section lists additional criteria which, although not necessary to demonstrate code equivalent performance, are pursued to meet the sustainability and resilience goals for this project. s mentioned previously, while the criteria are included in this document for reference, peer review comments solely related to the following additional, voluntary criteria are not intended to be formalized/issued to the uthority Having Jurisdiction (State of Oregon). Service-Level Wind riteria The service-level wind event is taken as the wind velocity corresponding to a year mean recurrence interval. However, the -second gust velocity is used for evaluating drifts while the mean hourly velocity is used for accelerations. s a reminder, the wind loads in SE/SEI 7-0 used for strength design are based on a -second gust velocity corresponding to a 700 year mean recurrence interval. The -second gust velocity corresponding to a year mean recurrence interval, and the associated pressures, were provided by the site-specific wind study performed by International limatic Evaluations Incorporated. This velocity can be converted to a mean hourly wind velocity using SE/SEI 7-0 Equation Table 6. Service-level wind criteria riteria Value Notes nalysis Procedure Linear Static Software ETS 06 Load ombination D+0.L+W SE/SEI 7-0 Equation - Drift Ratio Limit Peak long-wind cceleration 0.% for -second gust velocity 0.0g for mean hourly velocity at residential floors 0.00g for mean hourly velocity at office floors Procedure available in SE/SEI 7-0 Section 6.9 will be used to estimate peak along-wind acceleration asis of Design, Performance-ased Seismic Design KPFF onsulting Engineers Framework, Portland, OR Project No.

15 ase Rocking No uplift for -second gust velocity Service-Level Seismic riteria The service-level seismic hazard is taken as a.% damped response spectrum having a year return period. It was determined that the service-level response spectra was always less than the design-level hazard reduced by the response modification factor, R. Therefore the requirements for the design-level hazard will result in essentially elastic performance under the service-level hazard and it would be redundant to also evaluate the structure under the service-level hazard. The only check performed at the service-level hazard is that no base rocking occurs, similar to the criteria proposed for the service-level wind evaluation. asis of Design, Performance-ased Seismic Design KPFF onsulting Engineers Framework, Portland, OR Project No.

16 Repairability Seismic riteria While performance of the majority of the deformation- and force-controlled components are assured via the ME R evaluation, several additional criteria are necessary to achieve a repairable building under a seismic hazard having a 7 year return period (equivalent to a probability of exceedance of 0% in 0 years). These criteria are shown below in Table 7. Table 7. Repairability seismic criteria riteria Value Notes nalysis Procedure Nonlinear Response History Software PERFORM-D Version P-Delta Effects Ground Motions onsidered two-component ground motions spectrally matched to % damped 7 year return period target spectrum Reference Table Inherent Damping Less than.% Reference Table Strength Load ombination D+0.L 0 Reference Table Residual Drift Suite median less than 0.% Limit taken from FEM P8- Table - for Damage State. Suite median used instead of suite mean because it is recognized that residual drifts can be highly variable between ground motion records. Post-Tensioned Threaded Rods LT Wall Toe No yielding for suite median No crushing for suite median onsidered deformationcontrolled for ME R but forcecontrolled here onsidered deformationcontrolled for ME R but forcecontrolled here asis of Design, Performance-ased Seismic Design 6 KPFF onsulting Engineers Framework, Portland, OR Project No.

17 DELIVERLE Structural, D Drawings (00% D) June, 07 Report Deliverables:. D Drawings (00% D). Final Permit Report Produced by: KPFF

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19 REPORT DELIVERLE -: D Drawings (00% D)

20 ISSUE LOG LIST OF REVITIONS FRMEWORK //06 9:: M :\REVIT\-Framework_STRUT-6_chrisb.rvt DRWING INDE S00 GENERL STRUTURL NOTES S00 GENERL STRUTURL NOTES (ONT.) S00 GENERL STRUTURL NOTES (ONT.) S00 SPEIL INSPETIONS S006 SPEIL INSPETIONS (ONT.) S007 SPEIL INSPETIONS (ONT.) S008 SPEIL INSPETIONS (ONT.) S00 LODING PLNS S0 LODING PLNS S0 LODING PLNS S0 FIRST FLOOR / FOUNDTION PLN S0 SEOND FLOOR FRMING PLN S0 THIRD FLOOR FRMING PLN S07 SEVENTH FLOOR FRMING PLN S08 EIGHTH THRU ELEVENTH FLOOR FRMING PLN S TWELFTH FLOOR/ROOF FRMING PLN S PENTHOUSE FRMING PLN S0 FOUNDTION OTTOM REINFORING PRTIL PLNS S0 FOUNDTION TOP REINFORING PRTIL PLNS S ENLRGED ENTRY NOPY PLN S ENLRGED WEST SHFT PLN S ENLRGED STIR PLNS S LEVEL RISED FLOOR FRMING PLN S0 UILDING SETIONS S ETERIOR WLL SETIONS S ETERIOR WLL SETIONS S ETERIOR WLL SETIONS S0 OLUMN SHEDULE S SHER WLL ELEVTIONS S SHER WLL ELEVTIONS S SHER WLL ELEVTIONS S SHER WLL DETILS S SHER WLL DETILS S0 ONRETE DETILS S0 ONRETE DETILS S0 ONRETE DETILS S0 ONRETE DETILS S0 FRMING DETILS S ONRETE DETILS S60 STEEL NOPY DETILS S60 WEST SHER WLL SHFT DETILS S60 DETIL S60 ROOF FRMING DETILS S70 TIMER FRMING DETILS S7 TIMER FRMING DETILS S7 TIMER FRMING DETILS S7 TIMER RMING DETILS S7 TIMER FRMING DETILS S80 ETERIOR WLL ELEVTIONS S80 ETERIOR WLL ELEVTIONS S80 ETERIOR WLL ELEVTIONS S80 ETERIOR WLL ELEVTIONS S80 ETERIOR WLL ELEVTIONS S8 ETERIOR WLL DETILS S8 ETERIOR WLL DETILS S8 ETERIOR WLL DETILS S8 PENTHOUSE FRMING DETILS S8 ROOF FRMING DETILS S8 ROOF FRMING DETILS ISSUE LOG KEY: ' 'ISSUED S PRT OF SET ' - ' NOT PRT OF ISSUED SET ' * ' FOR INFORMTION ONLY DTE 00% SD /0/0 0/0/06 07//06 /0/06 0% D 00% DD.. I DD'L. IS LT. LUM. RH. SE STM WS LDG. OT..G..I.P..J..J.P. L LR. LT MU OL. ON. ONN. ONST. ONT. db D DET. DI., Ø DIG. D.L. DWG. ELE. EL. EQ. EP. ET. FDN. FIN. FLR. FT. FTG. G. GLV. GL GL GL HORIZ. HSS I I.D. IN. INT. K KSF KSI L. L.L. LLH LLV LO. LONG. NHOR OLT MERIN ONRETE INSTITUTE DDITIONL MERIN INSTITUTE OF STEEL INORPORTED LTERNTE LUMINUM RHITET MERIN SOIETY OF IVIL ENGINEERS MERIN SOIETY FOR TESTING ND MTERILS MERIN WELDING SOIETY UILDING OTTOM ENTER OF GRVITY ST IN PLE ONTROL JOINT OMPLETE JOINT PENETRTION ENTERLINE LER ROSS LMINTED TIMER ONRETE MSONRY UNIT OLUMN ONRETE ONNETION ONTINUOUS R DIMETER DEFORMED R NHOR DETIL DIMETER DIGONL DED LOD DRWING ELETRIL ELEVTION EQUL EPNSION ETERIOR FOUNDTION FINISH FLOOR FOOT FOOTING GUGE GLVNIZED GLULM GLULM EM GLULM OLUMN HORIZONTL HOLLOW STRUTURL STEEL INTERNTIONL UILDING ODE INSIDE DIMETER INH INTERIOR KIPS KIPS PER SQURE FOOT KIPS PER SQURE INH POUND LIVE LOD LONG LEG HORIZONTL LONG LEG VERTIL LOTION LONGITUDINL LVF M. MEH. MFR. MIN. MIS. MPH MT NOM. NO. N.T.S. o.c. O.D. OPP. PRT. PF PERIM. PL PP PSF PSI P/T P.T. PV LOW VELOITY FSTENER MIMUM MEHNIL MNUFTURER MINIMUM MISELLNEOUS MILES PER HOUR MGNETI PRTILE TESTING NOMINL NUMER NOT TO SLE ON ENTER OUTSIDE DIMETER OPPOSITE PRTITION POUNDS PER UI FOOT PERIMETER PLTE R, RD. RDIUS RS REF. RET. REINF. REQ'D. REQ'MTS. SHED. SIM. SLRS S.O.G. SPE. SQ. SS SSM STD. STRUT. SYM. THRU T & G TRNS. UFP U.N.O. U.T. VERT. V.I.F. PRTIL PENETRTION POUNDS PER SQURE FOOT POUNDS PER SQURE INH POST-TENSIONED PRESSURE TRETED POLYVINYL HLORIDE RESERH OUNIL ON STRUTURL ONNETIONS REFERENE RETURN REINFORING REQUIRED REQUIREMENTS SHEDULE SIMILR SEISMI LOD RESISTING SYSTEM SL ON GRDE SPEIFITION SQURE STINLESS STEEL STEEL STUD MNUFTURERS SSOITION STNDRD STRUTURL SYMMETRIL THROUGH TONGUE ND GROOVE TRNSVERSE TYPIL U-SHPED FLEURL PLTE UNLESS NOTED OTHERWISE ULTRSONI TESTING VERTIL w/ WITH WF w/o W.P. WPS VERIFY IN FIELD WIDE FLNGE WITHOUT WORK POINT WELDING PROEDURE SPEIFITION RHITET STMP DTE PROJET NUMER SLE SW th ve, Suite 00 Portland, Oregon 970 t ONSULTNT 9 NW TH ve,ste 0 Portland, Oregon 9709 t SW Fifth ve., Suite 00 Portland, OR 970 O: 0.7. F: NOVEMER, 06 S INDITED DRWING INDE ND LIST OF REVITIONS S00

21 //06 9::6 M :\REVIT\-Framework_STRUT-6_chrisb.rvt STRUTURL DRWINGS RE PORTION OF THE ONTRT DOUMENTS ND RE INTENDED TO E USED WITH RHITETURL, MEHNIL, ND ELETRIL DRWINGS. THE ONTRTOR IS RESPONSILE FOR OORDINTING THE REQUIREMENTS FROM THESE DRWINGS INTO THEIR SHOP DRWINGS ND WORK. THESE GENERL NOTES SUPPLEMENT THE PROJET SPEIFITIONS. REFER TO THE PROJET SPEIFITIONS FOR DDITIONL REQUIREMENTS. NOTES ND DETILS ON THE STRUTURL DRWINGS SHLL TKE PREEDENE OVER THE GENERL NOTES ND TYPIL DETILS. WHERE NO DETILS RE GIVEN, SHLL E S SHOWN FOR SIMILR WORK. ODE REQUIREMENTS: ONFORM TO THE 0 OREGON STRUTURL SPEILTY ODE (OSS), SED ON THE 0 INTERNTIONL UILDING ODE (I). TEMPORRY ONDITIONS: THE STRUTURE IS DESIGNED TO FUNTION S UNIT UPON OMPLETION. THE ONTRTOR IS RESPONSILE FOR FURNISHING LL TEMPORRY RING ND/OR SUPPORT THT MY E REQUIRED S THE RESULT OF THE ONTRTOR'S METHODS ND/OR SEQUENES. ONTRTOR'S ND/OR ERETION SEQUENES SHLL REOGNIZE ND ONSIDER THE EFFETS OF THERML MOVEMENTS OF STRUTURL ELEMENTS DURING THE PERIOD. EISTING ONDITIONS: LL EISTING ONDITIONS, DIMENSIONS ND ELEVTIONS SHLL E FIELD VERIFIED. THE ONTRTOR SHLL NOTIFY THE RHITET ND ENGINEER OF NY SIGNIFINT DISREPNIES FROM ONDITIONS SHOWN ON THE DRWINGS. SSUMED FUTURE : VERTIL: NONE HORIZONTL: NONE DESIGN RITERI: DESIGN WS SED ON THE STRENGTH ND DEFLETION RITERI OF THE OSS. IN DDITION TO THE DED LODS, THE FOLLOWING LODS ND LLOWLES WERE USED FOR DESIGN, WITH LIVE LODS (L.L.) REDUED PER OSS: DESIGN RITERI GRVITY SYSTEM RITERI ROOF LIVE/SNOW LOD PSF L.L. (LSO SEE SNOW LOD RITERI ELOW) FLOOR LIVE LODS: UNIFORM LOD ONENTRTED LOD OFFIES 0 PSF L.L. + PSF FOR PRTITIONS,000 LS. ORRIDORS ND STIRS 00 PSF L.L.,000 LS. (00 STIRS) RESIDENTIL 0 PSF L.L. + PSF PRTITIONS - SSEMLY RES, RETIL 00 PSF L.L.,000 LS. SSEMLY RES, ROOF DEK 00 PSF L.L.,000 LS. STORGE (LIGHT) PSF L.L,000 LS. VERTIL FLOOR DEFLETION (LDDING DESIGN) VERTIL FLOOR DEFLETION (INTERIOR) NOTES: 0.7" OR L/60 WHIHEVER IS LESS LONG TERM DED LOD PLUS LIVE LOD L/60 LIVE LOD T RESIDENTIL, L/80 LIVE LOD T OFFIE PER OSS TLE 60.. LIVE LODS REDUED PER OSS.. MEMER DESIGNED FOR MORE RITIL OF UNIFORM OR ONENTRTED LOD. SNOW RITERI DESIGN ROOF SNOW LOD PSF MINIMUM IN ORDNE WITH OSS SNOW DRIFT PER OSS S SHOWN ON PLNS GROUND SNOW LOD Pg= 0 PSF IN ORDNE WITH 007 SNOW LOD NLYSIS FOR OREGON FLT ROOF SNOW LOD Pf = PSF SNOW EPOSURE FTOR e =.0 SNOW LOD IMPORTNE FTOR Is =.0 THERML FTOR t =.0 DESIGN SED ON REPORT Y: RETINING WLLS - NTILEVERED RETINING WLLS - RED T TOP LLOWLE SOIL PRESSURE (ON STONE GGREGTE PILES) GEOTEHNIL RITERI GEODESIGN INORPORTED PF (EQUIVLENT FLUID PRESSURE) PF (EQUIVLENT FLUID PRESSURE) 000 PSF LLOWLE (DED + LIVE) 000 PSF ULTIMTE (DED + LIVE + SEISMI) WIND RITERI RISK TEGORY II MIN WIND FORE RESISTING Vult = 97 MPH ULTIMTE DESIGN WIND SPEED (-SEOND GUST) SYSTEM DESIGN SED ON REPORT "SITE SPEIFI WIND DT FOR THE FRMEWORK PROJET IN PORTLND, OR" Y INTERNTIONL LIMTI EVLUTIONS DTED MRH 8, 06. OMPONENTS ND LDDINGS Vult = 97 MPH ULTIMTE DESIGN WIND SPEED (-SEOND GUST) EPOSURE TEGORY TOPOGRPHI FTOR Kzt =.0 p = 0.8 (WINDWRD WLL) ETERNL PRESSURE p= -0.(LEEWRD WLLS) p =-0.7 (SIDE WLLS) GUST/INTERNL PRESSURE Gpi = +/- 0.8 DIRETION (E/ W) Y DIRETION (N/ S) DESIGN SE SHER 00 KIPS KIPS SEISMI RITERI DESIGN SED ON REPORT: "FRMEWORK, SIS OF DESIGN - PERFORMNE-SED DESIGN" Y KPFF ONSULTING ENGINEERS DTED OTOER 7, 06. RISK TEGORY II SEISMI DESIGN TEGORY D SITE LSS IMPORTNE FTOR Ie =.0 MER SPETRL ELERTION Ss = 0.98 S = 0. SITE OEFFIIENT Fa =.0 Fv =.8 DESIGN SPETRL ELERTION SDS = 0.66 SD = 0.9 SEISMI FORE RESISTING SYSTEM (SFRS) DESIGN-LEVEL RITERI NLYSIS PROEDURE DIRETION (E / W) Y DIRETION (N / S) ROKING, POST-TENSIONED ROSS-LMINTED TIMER WLLS ROKING, POST-TENSIONED ROSS-LMINTED TIMER WLLS MODL RESPONSE SPETRUM DIRETION (E / W) Y DIRETION (N / S) RESPONSE MODIFITION FTOR R = 6 R = 6 SEISMI RESPONSE OEFFIIENT s = 0.09 s = 0.09 DESIGN SE SHER Vb = 0 KIPS Vb = 0 KIPS REDUNDNY FTOR rho =.0 rho =.0 MER-LEVEL RITERI NLYSIS PROEDURE PERFORMNE OJETIVE NONLINER RESPONSE HISTORY OLLPSE PREVENTION UNDER RISK-TRGETED MIMUM ONSIDERED EVENT INELSTI STORY DRIFT RTIO θ % DISPLEMENT LIMIT STY WITHIN PROPERTY LINE ON SOUTH ND EST GENERL STRUTURL NOTES DESIGN SED ON REPORT: SERVIE-LEVEL WIND RITERI -SEOND GUST PRESSURES STORY DRIFT RTIO PEK LONG-WIND ELERTION SE ROKING REPIRILITY SEISMI RITERI VOLUNTRY LTERL RITERI "FRMEWORK, SIS OF DESIGN - PERFORMNE-SED DESIGN" Y KPFF ONSULTING ENGINEERS DTED OTOER 7, 06. DESIGN SED ON YER MEN REURRENE INTERVL EPOSURE TEGORY DJUSTED PRESSURES DOUMENTED IN REPORT "SITE SPEIFI WIND DT FOR THE FRMEWORK PROJET IN PORTLND, OR" Y INTERNTIONL LIMTI EVLUTIONS DTED MRH 8, 06. θ 0.% FOR -SEOND GUST VELOITY 0.0g T RESIDENTIL 0.0g T OFFIES NO UPLIFT NLYSIS PROEDURE NONLINER RESPONSE HISTORY PERFORMNE OJETIVE REPIRLE UNDER 7 YER MEN RETURN PERIOD EVENT RESIDUL DRIFT RTIO θres 0.% STRUTURL OSERVTION: THE STRUTURL ENGINEER OF REORD (SER) WILL PERFORM STRUTURL OSERVTION SED ON THE REQUIREMENTS OF THE OSS T THE STGES OF LISTED ELOW. ONTRTOR SHLL PROVIDE SUFFIIENT NOTIE ND ESS FOR THE SER TO PERFORM THESE OSERVTIONS. STRUTURL OSERVTIONS ITEM OSERVED Y () OR SER OMMENTS PRIOR TO FIRST ONRETE POUR REF. NOTES,,, DURING INITIL GLULM & LT ERETION REF. NOTES,, S REQUIRED TO DDRESS STRUTURL ISSUES REF. NOTES,, FOOTNOTES:. ONTRTOR IS RESPONSILE FOR NOTIFYING THE SER IN DVNE.. SER - STRUTURL ENGINEER OF REORD. OR - RHITET OF REORD.. FIELD REPORT WILL E SUMITTED TO THE RHITET ND ONRTOR FOLLOWING EH SITE VISIT.. STRUTURL OSERVTION IS FOR THE GENERL ONFORMNE OF THE STRUTURL DRWING, SPEIL INSPETION IS STILL REQUIRED.. FTER REINFORING STEEL HS EEN INSTLLED. SPEIL INSPETION ND TESTING: SPEIL INSPETION WILL E PROVIDED Y THE OWNER SED ON THE REQUIREMENTS OF THE OSS S SUMMRIZED IN THE SPEIL INSPETION ND TESTING PROGRM ON SHEET S00. ONTRTOR SHLL PROVIDE SUFFIIENT NOTIE ND ESS FOR THE SPEIL INSPETOR TO PERFORM THESE INSPETIONS. SUMITTLS: SHOP DRWINGS SHLL E SUMITTED TO THE RHITET PRIOR TO FRITION ND OF LL STRUTURL ITEMS, INLUDING THE FOLLOWING: SUMITTLS ITEM SUMITTL (,) STONE GGREGTE PIER INSTLLTION PROEDURE STONE GGREGTE PIER REINFORING ONRETE MI DESIGNS ONRETE REINFOREMENT ONRETE NHORGES EMEDDED STEEL ITEMS STRUTURL STEEL STEEL WELDING PROEDURES STEEL FSTENERS GLUE-LMINTED MEMERS ROSS-LMINTED TIMER MEMERS STRUTURL WOOD FSTENERS DEFERRED SUMITTL (,) ETERIOR METL STUD FRMING INTERIOR METL STUD FRMING URTIN WLL, WINDOW WLL ND OTHER GLZING SYSTEMS STIRS ND RILINGS MEP EQUIPMENT NHORGE ND RING REF. NOTES FOOTNOTES: OMMENTS. SHOP DRWINGS SHLL E SUMITTED TO THE RHITET PRIOR TO FRITION ND OF STRUTURL ITEMS. IF THE SHOP DRWINGS DIFFER FROM OR DD TO THE DESIGN OF THE STRUTURL DRWINGS, THEY SHLL ER THE SEL ND SIGNTURE OF STRUTURL ENGINEER REGISTERED IN THE STTE OF OREGON. NY HNGES TO THE STRUTURL DRWINGS SHLL E SUMITTED TO THE RHITET ND RE SUJET TO REVIEW ND EPTNE OF THE STRUTURL ENGINEER.. DESIGN DRWINGS, SHOP DRWINGS, ND LULTIONS FOR THE DESIGN ND FRITION OF ITEMS THT RE DESIGNED Y OTHERS SHLL ER THE SEL ND SIGNTURE OF STRUTURL ENGINEER REGISTERED IN THE STTE OF OREGON, ND SHLL E SUMITTED TO THE RHITET PRIOR TO FRITION. LULTIONS SHLL E INLUDED FOR LL ONNETIONS TO THE STRUTURE, ONSIDERING LOLIZED EFFETS ON STRUTURL ELEMENTS INDUED Y THE ONNETION LODS. DESIGN SHLL E SED ON THE REQUIREMENTS OF THE OSS ND S NOTED UNDER "DESIGN RITERI".. THE ONTRTOR SHLL OORDINTE SEISMI RESTRINTS OF MEHNIL, PLUMING, ND ELETRIL EQUIPMENT, MHINERY, ND SSOITED PIPING WITH THE STRUTURE. ONNETIONS TO STRUTURE SHLL ONFORM TO SE 7-0 HPTER, E DESIGNED Y N ENGINEER REGISTERED IN THE STTE OF OREGON, ND SHLL E SUMITTED TO THE RHITET PRIOR TO FRITION.. FIELD ENGINEERED DETILS DEVELOPED Y THE ONTRTOR THT DIFFER FROM OR DD TO THE STRUTURL DRWINGS SHLL ER THE SEL ND SIGNTURE OF STRUTURL ENGINEER REGISTERED IN THE STTE OF OREGON ND SHLL E SUMITTED TO THE RHITET PRIOR TO. ONRETE: ONRETE WORK SHLL ONFORM TO HPTER 9 OF THE OSS. ONRETE STRENGTHS SHLL E VERIFIED Y STNDRD YLINDER TESTS PER STM 9. MI DESIGNS SHLL E S FOLLOWS: USE ONRETE MI DESIGNS f'c (PSI) TEST GE (DYS) M. W/M RTIO (NOTE ) M. GGREGTE SIZE MIS. ONRETE, URS, SIDEWLKS, ET., " EPOSED SLS ON GRDE, /" INTERIOR SLS ON GRDE, " WLLS, SPRED FOOTINGS ND MT FOUNDTIONS, " TLES NOTES:. VERIFY WTER-EMENTITOUS MTERIL RTIO WITH FLOOR OVERING MNUFTURER FOR ONRETE FLOORS WITH MOISTURE SENSITIVE FLOOR OVERINGS.. ESTLISH WTER-EMENTITOUS MTERIL RTIO PER I 8- HPTER.. REFERENE EPOSED SL GENERL NOTES FOR DDITIONL MI REQUIREMENTS. PORTLND EMENT ONTENT MY E REPLED UP TO 0% WITH FLYSH ONFORMING TO STM 68 (INLUDING TLE ) TYPE F OR TYPE OR UP TO 0% WITH SLG EMENT ONFORMING TO STM 989, PROVIDED THT THE MI STRENGTH IS SUSTNTITED Y TEST DT. FOR MI DESIGNS WITH f'c =,000 PSI OR LESS, SLG EMENT MY E SUSTITUTED FOR FLYSH T : RTIO WITHOUT TEST DT. WHEN SLG EMENT IS SUSTITUTED IN HIGHER STRENGTH MIES OR T DIFFERENT RTIO, THE MI STRENGTH MUST E SUSTNTITED Y TEST DT. WTER-REDUING DMITURE ONFORMING TO STM 9 USED IN STRIT ORDNE WITH THE MNUFTURER'S REOMMENDTIONS SHLL E INORPORTED IN ONRETE DESIGN MIES. HIGH-RNGE WTER-REDUING (HRWR) DMITURE ONFORMING TO STM 9 TYPE F OR G MY E USED IN ONRETE MIES PROVIDING THT THE SLUMP DOES NOT EEED 0". N IR-ENTRINING GENT ONFORMING TO STM 60 SHLL E USED IN ONRETE MIES FOR LL ONRETE EPOSED TO WETHER. THE MOUNT OF ENTRINED IR Y VOLUME SHLL E S FOLLOWS ±.%: M. GGREGTE SIZE ONRETE MI IR ONTENT REINFORING STEEL: LL LONGITUDINL FLEURL REINFOREMENT IN OVE GROUND LEVEL EMS, OLUMNS ND SHER WLLS SHLL E STM 706, GRDE 60. LL OTHER DEFORMED R REINFOREMENT MY E STM 6 GRDE 60 OR STM 706 GRDE 60. STM 6 REINFOREMENT MY E SUSITUTED FOR STM 706 REINFOREMENT PROVIDED THT THE TUL YIELD STRENGTH SED ON MILL TESTS DOES NOT EEED 78,000 PSI ND THE RTIO OF TUL TENSILE STRENGTH TO TUL YIELD STRENGTH IS NOT LESS THN.. MILL TESTS ERTIFITIONS FOR SUSTITUTED RS SHLL E SUMITTED TO THE SPEIL INSPETOR ND EOR PRIOR TO PLEMENT. SMOOTH WELDED WIRE FRI (WWF) SHLL E STM 06, UNLESS NOTED OTHERWISE. REINFORING STEEL TO E WELDED SHLL ONFORM TO STM 706. WELDING SHLL OMPLY WITH WS D.. OLUMN SPIRLS SHLL E PLIN OR DEFORMED RS ONFORMING TO STM 6, GRDE 60. REINFORING STEEL SHLL E SEURELY TIED IN PLE WITH #6 NNELED IRON WIRE. RS IN EMS ND SLS SHLL E SUPPORTED ON WELL-URED ONRETE LOKS OR PPROVED METL OR PLSTI HIRS, S SPEIFIED Y THE RSI MNUL OF STNDRD PRTIE, MSP-. REINFORING STEEL SHLL E DETILED IN ORDNE WITH THE "I MNUL OF STNDRD PRTIE FOR DETILING REINFORED ONRETE STRUTURES," I. SHOP DRWINGS SHLL INLUDE ELEVTIONS OF LL EMS, WLLS ND OLUMNS SHOWING R LOTIONS. LP LL REINFORING RS PER THE TYPIL LP SPLIE LENGTH SHEDULES, EEPT S NOTED ON DRWINGS. USE LP LENGTH FOR SMLLER R WHEN SPLIING DIFFERENT R SIZES. RS SPLIED WITH NONONTT LPS SHLL E SPED NO FRTHER THN /TH THE LP LENGTH OR 6 INHES. MEHNIL SPLIES NOTED ON THE PLNS SHLL E DYTON SUPERIOR R-LOK (I ESR-9) OR TPERLOK OUPLERS (IPMO ES-09) OR PPROVED WITH URRENT EVLUTION PPROVL REPORT. WLL ND SL LP SPLIE LENGTH SHEDULE (IN.) R SIZE WLL VERTIL ND SL OTTOM RS (NOTE 7) WLL HORIZONTL ND SL TOP RS (NOTE 7) f'c =,000 PSI f'c =,000 PSI f'c =,000 PSI f'c =,000 PSI f'c =,000 PSI f'c =,000 PSI # 8 6 # # # # # # # # EM ND OLUMN LP SPLIE LENGTH SHEDULE (IN.) R SIZE f'c =,000 PSI f'c =,000 PSI f'c =,000 PSI EM TOP RS OTHER RS EM TOP RS OTHER RS EM TOP RS OTHER RS # # # # # # # # FOUNDTION ND MT LP SPLIE LENGTH SHEDULE (IN.) ONRETE SUJET TO FREEZE/THW /8" 6.0% /".% /".0% ".% -/".% ONRETE ELEMENTS SUJET TO FREEZE/THW INLUDE LL MIS. ONRETE, URS, SIDEWLKS ND ETERIOR SLS. THE ONTRTOR SHLL SUMIT ONRETE MI DESIGNS LONG WITH TEST DT OMPLINT WITH I 8- OSS SETION 90 MINIMUM OF TWO WEEKS PRIOR TO PLING ONRETE. NO WTER MY E DDED TO ONRETE IN THE FIELD UNLESS SPEIFILLY PPROVED IN WRITING Y THE ONRETE SUPPLIER IN ONJUNTION WITH THE ONRETE MI DESIGN. SW Fifth ve., Suite 00 OTTOM RS (NOTE 7) TOP RS (NOTE 7) R SIZE f'c =,000 PSI f'c =,000 PSI f'c =,000 PSI f'c =,000 PSI f'c =,000 PSI f'c =,000 PSI # 8 6 # # # # # # # # TLE NOTES:. MINIMUM LP SPLIES NOTED RE FOR NON-LTERL LOD RESISTING ELEMENTS. FOR RER LPS SPLIES T LTERL LOD RESISTING ELEMENTS, REFERENE PLNS ND ELEVTIONS.. STM 6 OR STM 706, GRDE 60 DEFORMED REINFORING RS. MINIMUM LER OVER ND R SPING of db TO E PROVIDED.. NORML WEIGHT ONRETE, FOR LIGHT-WEIGHT ONRETE MULTIPLY TLE VLUES Y... UNOTED RS, FOR EPOY-OTED RS MULTIPLY TLE VLUES Y.. 6. OMINTIONS OF EFFETS DUE TO ONRETE STRENGTH, ONRETE WEIGHT, ND EPOY OTING RE UMULTIVE. 7. SL, FOUNDTION ND MT TOP RS RE RS ST OVE MORE THN " OF FRESH ONRETE. LL OTHER SL RS MY E ONSIDERED OTTOM RS. FRMEWORK RHITET STMP DTE PROJET NUMER SLE SW th ve, Suite 00 Portland, Oregon 970 t ONSULTNT 9 NW TH ve,ste 0 Portland, Oregon 9709 t Portland, OR 970 O: 0.7. F: NOVEMER, 06 S INDITED GENERL STRUTURL NOTES S00

22 REINFORING STEEL SHLL HVE PROTETION S FOLLOWS: REINFORING STEEL ONRETE OVER USE LER OVER EMS ND OLUMNS -/" (TO STIRRUPS OR TIES) SLS " WLLS: INTERIOR FES /" WLLS: EPOSED TO ERTH OR WETHER -/" (# ND SMLLER) " (#6 ND LRGER) ONRETE ST GINST ND EPOSED TO ERTH " OTTOM OF MT SL " ONRETE ESSORIES: HEDED SHER STUDS SHLL E NELSON HEDED NHORS WITH FLUED ENDS (I ESR-86) OR PPROVED. DEFORMED R NHORS (D...) SHLL E NELSON, TYPE DL (I ESR-907), OR PPROVED. STUDS ND D... SHLL E UTOMTILLY END-WELDED WITH THE MNUFTURER'S STNDRD EQUIPMENT IN ORDNE WITH THEIR REOMMENDTIONS. POST-INSTLLED NHORS SHLL E OF THE TYPE ND PRODUT SPEIFIED ON THE DRWINGS OR S FOLLOWS: TYPE EPNSION ONRETE SREW EPOY DHESIVE POST INSTLLED ONRETE NHORS PPROVED NHORS HILTI KWIK OLT TZ (I ESR-97) or SIMPSON STRONG-OLT (I ESR-07) HILTI KWIK HUS-EZ (I ESR-07) or SIMPSON TITEN HD (I ESR-7) HILTI HIT-HY00 (I ESR-87) or SIMPSON SET-P (I ESR-08) LL NHORS SHLL E INSTLLED IN STRIT ONFORMNE WITH THE MNUFTURER'S REOMMENDTIONS ND PRODUT EVLUTION REPORTS. EMEDMENTS SPEIFIED ON DRWINGS RE "EFFETIVE" EMEDMENTS. REFERENE MNUFTURER LITERTURE FOR ORRESPONDING TUL EMEDMENT DEPTHS. GENERL STRUTURL NOTES ONT. LP SPLIE LENGTH SHEDULE (IN.) f'm=,00 PSI SE SE R SIZE LL LOK 8" LOK 0" LOK " LOK # 9 # # 7 #6 7 # # # NOTES: SE : RS LOTED NER THE FE OF LOK WITH ONLY MINIMUM OVER OR ELLS WITH MORE THN () R. SE : SINGLE RS LOTED T THE ENTER OF ELL.. FOR EPOY OTED RS, MULTIPLY LP LENGTHS Y... MIMUM OF () RS IN () ELL ( () T LP SPLIE.). T ONTRTOR'S OPTION: PROVIDE MEHNIL SPLIES FOR #8 ND #9 RS. MTERIL GRDE STM 99, GRDE 0 STM 7, GRDE 0 STM 6 STM 00, GRDE (FY=6KSI) STM, GRDE (FY= KSI) STRUTURL STEEL SHPE WIDE FLNGE SHPES PLTES HNNELS ND NGLES HOLLOW STRUTURL SETIONS (TUES) PIPES SWN LUMER: SWN LUMER SHLL ONFORM TO THE REQUIREMENTS S INDITED IN THE URRENTLY EPTED NTIONL DESIGN SPEIFITION (NDS) DESIGN VLUES FOR WOOD ND ONFORMING TO THE WEST OST LUMER INSPETION UREU OR WESTERN WOOD PRODUTS SSOITION GRDING RULES. LUMER SHLL E THE SPEIES, GRDE, ND MOISTURE ONTENT NOTED ELOW: SWN LUMER USE SPEIES ND GRDE MOISTURE ONTENT LUMER " TO " THIK x " OR WIDER (JOISTS/RFTERS) DOUGLS FIR-LRH NO. & TR S-DRY LUMER " TO " THIK x " TO 6" WIDE (STUDS) DOUGLS FIR-LRH STUD S-DRY LUMER " TO " THIK x " TO 6" WIDE (PLTES) DOUGLS FIR-LRH STUD M/KD LUMER x ND GRETER (EMS) DOUGLS FIR-LRH NO. S-DRY LUMER x ND GRETER (POSTS) DOUGLS FIR-LRH NO. S-DRY LL LUMER IN ONTT WITH ONRETE OR MU SHLL E PRESSURE TRETED, UNLESS N PPROVED MOISTURE RRIER IS PROVIDED. FRMING ESSORIES SHLL E MNUFTURED Y SIMPSON STRONG TIE (OR PPROVED EQUL) ND OF THE SIZE ND TYPE SHOWN ON THE DRWINGS. LL NIL HOLES SHLL E FILLED WITH STRUTURL FSTENERS, UNLESS NOTED OTHERWISE ON THE DRWINGS ND FSTENERS SHLL E INSTLLED FOLLOWING LL MNUFTURERS REQUIREMENTS. IF SUSTITUTION IS MDE, DOUMENT SHLL E SUMITTED TO THE RHITET FOR PPROVL OUTLINING THE FRMING ESSORIES EING REPLED ND THE SUSTITUTED FRMING ESSORIES. LLOWLE LODS FOR THE SIMPSON ESSORIES SHLL E TULTED LONG WITH LLOWLE LODS FOR THE SUSTITUTED ESSORIES, WHIH LERLY INDITE THE SUSTITUTED ESSORIES HVING N EQUL OR GRETER PITY. LL FRMING NILS SHLL E OF THE SIZE ND QUNTITY INDITED ON THE DRWINGS ND ONFORM TO STM F 667, "STNDRD SPEIFITION OF DRIVEN FSTENERS: NILS, SPIKES, ND STPLES ND I-ES REPORT ESR-9 "POWER-DRIVEN STPLES ND NILS". NILS SHLL E IDENTIFIED Y LELS (TTHED TO THEIR ONTINERS) THT SHOW THE MNUFTURER'S NME ND I-ES REPORT NUMER, NIL SHNK DIMETER, ND LENGTH ND SHLL E SUMITTED TO THE RHITET PRIOR TO FRMING. NILING NOT SHOWN SHLL E S INDITED ON OSS TLE 0.9. OR ESR-9. THE FOLLOWING NIL SIZES SHLL E USED WITH THE NIL LENGTH DETERMINED Y MINIMUM PENETRTION INTO FRMING MEMER: FRMEWORK RHITET SW th ve, Suite 00 Portland, Oregon 970 t ONSULTNT SW Fifth ve., Suite 00 Portland, OR 970 O: 0.7. F: NW TH ve,ste 0 Portland, Oregon 9709 t //06 9::7 M :\REVIT\-Framework_STRUT-6_chrisb.rvt REQUESTS FOR NHOR SUSTITUTIONS SHLL E SUMITTED TO THE EOR IN WRITING LONG WITH EVIDENE OF EQUL OR GRETER PITY TO THE SPEIFIED ONNETION. DO NOT UT REINFORING IN NEW OR EISTING ONRETE DURING INSTLLTION. INSTLLTION OF DHESIVE NHORS HORIZONTLLY OR UPWRDLY INLINED SHLL E PERFORMED Y ERTIFIED DHESIVE NHOR INSTLLER S ERTIFIED THROUGH I/RSI ND IN ORDNE WITH I 8- SETION D.9... PROOF OF URRENT ERTIFITION SHLL E SUMITTED TO THE EOR PRIOR TO INSTLLTION. NHORS EPOSED TO ERTH OR WETHER SHLL E PROTETED FROM ORROSION Y HOT-DIP GLVNIZING OR USE OF STINLESS STEEL. PERMNENTLY EPOSED EMEDDED PLTES ND NGLES SHLL E HOT-DIPPED GLVNIZED FTER FRITION, UNLESS NOTED OTHERWISE. NO LODS OR WELDS SHLL E PLED ON EMEDDED PLTES OR NGLES FOR MINIMUM OF 7 DYS FTER STING. IN ORDNE WITH I 8- SETION D.. DHESIVE NHORS SHLL NOT E INSTLLED FOR MINIMUM OF DYS FTER STING. REINFORED ONRETE MSONRY: ONRETE MSONRY UNITS SHLL OMPLY WITH STM 90, MEDIUM WEIGHT, SMPLED ND TESTED IN ORDNE w/ STM 0. LINEL SHRINKGE FOR UNITS SHLL NOT EEED 0.06%. LOK OMPRESSIVE STRENGTH SHLL E S INDITED IN ELOW TLE. SSEMLIES SHLL HVE MINIMUM OMPRESSIVE STRENGTH ( f 'm) S INDITED IN ELOW TLE S VERIFIED Y THE UNIT STRENGTH METHOD ONFORMING TO OSS SETION 0. WLLS SHLL E REINFORED S SHOWN ON THE PLNS ND DETILS ND, IF NOT SHOWN, SHLL E S NOTED UNDER "MSONRY REINFORING STEEL". PROVIDE VERTIL EPNSION JOINTS IN ONTINUOUS MSONRY SUH THT THE DISTNE ETWEEN JOINTS DOES NOT EEED THE LESSER OF LENGTH-TO-HEIGHT RTIO OF. OR FT. REFERENE RHITETURL DRWINGS FOR LOTIONS. ONRETE MSONRY SSEMLY STRENGTH f'm (PSI) LOK UNIT STRENGTH (PSI) GROUT STRENGTH (PSI) MORTR,00,900,000 TYPE M OR S MORTR: MORTR SHLL E OF THE TYPE INDITED IN THE PREEDING TLE, WITH MINIMUM OMPRESSIVE STRENGTH T 8 DYS OF,800 PSI ND SHLL ONFORM TO OSS SETION 0. MSONRY GROUT: GROUT SHLL HVE OMPRESSIVE STRENGTH S INDITED IN THE PREEDING TLE ND SHLL ONFORM TO OSS SETION 0. GROUT SHLL ONSIST OF MITURE OF EMENTITIOUS MTERILS ND GGREGTE TO WHIH SUFFIIENT WTER HS EEN DDED TO USE THE MITURE TO FLOW WITHOUT SEGREGTION OF THE ONSTITUENTS. LL ELLS ONTINING VERTIL RS ND LL OND EMS SHLL E FILLED WITH GROUT. FULLY GROUT LL STRUTURL MSONRY WLLS UNLESS NOTED OTHERWISE. THE MIMUM GROUT POUR HEIGHT SHLL E '-8". LEN-OUTS RE REQUIRED FOR NY POUR HEIGHT GRETER THN '-". WHERE REQUIRED, LEN-OUTS SHLL E LOTED T LL ORES ONTINING VERTIL REINFOREMENT ND T MIMUM OF " O.. GROUT LIFTS GRETER THN '-" RE LIMITED IN HEIGHT TO THE OTTOM OF THE LOWEST OND EM THT IS MORE THN '-" OVE THE OTTOM OF THE LIFT, PROVIDED THT: ) THE MSONRY HS URED FOR T LEST HOURS, ND ) THE GROUT SLUMP IS MINTINED ETWEEN 0 ND INHES. IF EITHER OF THESE TWO ONDITIONS RE NOT MET, THEN THE MIMUM LIFT HEIGHT SHLL E '-". REFERENE TYPIL MSONRY DETILS. MSONRY REINFORING STEEL: REINFORING SHLL ONFORM TO OSS SETION 0.. DEFORMED RS SHLL E STM 6 GRDE 60, ND SHLL E SEURELY PLED IN ORDNE WITH I 0.- SPEIFITION SETION.. WELDED REINFOREMENT SHLL ONFORM TO STM 706 GRDE 60. OND EMS WITH TWO # RS HORIZONTLLY SHLL E PROVIDED T LL FLOOR ND ROOF LINES ND T THE TOP OF WLLS. STEP OND EMS S REQUIRED TO MTH ROOF SLOPES. PROVIDE OND EM WITH TWO # RS HORIZONTLLY OVE ND ELOW LL OPENINGS, ND ETEND THESE RS '-0" PST THE OPENING T EH SIDE. PROVIDE ONE R, MTHING VERTIL R SIZE, FOR THE FULL HEIGHT OF THE WLL T EH SIDE OF OPENINGS, WLL ENDS, ND INTERSETIONS. DOWELS TO MSONRY WLLS SHLL E EMEDDED MINIMUM OF '-0" OR HOOKED INTO THE SUPPORTING STRUTURE ND E OF THE SME SIZE ND SPING S WLL REINFORING. PROVIDE ORNER RS TO MTH THE HORIZONTL WLL REINFORING T WLL INTERSETIONS. LP LL REINFORING RS S FOLLOWS UNLESS NOTED OTHERWISE ON DRWINGS: DESIGN, FRITION, ND ERETION SHLL E IN ORDNE WITH THE "IS SPEIFITION FOR THE DESIGN, FRITION, ND ERETION OF STRUTURL STEEL FOR UILDINGS" WITH "OMMENTRY" ND THE "ODE OF STNDRD PRTIE", WITH EEPTIONS NOTED IN SPEIFITIONS. REFERENE SPEIFITIONS FOR DDITIONL REQUIREMENTS FOR MEMERS PRT OF THE SEISMI FORE RESISTING SYSTEM (SFRS). OLTS SHLL ONFORM TO THE STM ND RS SPEIFITIONS FOR JOINTS USING OR 90 HIGH STRENGTH OLTS. OLTS SHLL E SNUG-TIGHT UNLESS NOTED OTHERWISE. HIGH STRENGTH OLTS USED S PRT OF THE SEISMI FORE RESISTING SYSTEM (SFRS) NOTED ON THE DRWINGS ND DETILS SHLL E FULLY TENSIONED ND LL FYING SURFES SHLL E PREPRED S REQUIRED FOR LSS OR ETTER SLIP- RITIL JOINTS. WELDING SHLL ONFORM TO THE WS ODES FOR R ND GS WELDING IN UILDING. WELDING SHLL E PERFORMED IN ORDNE WITH WELDED PROEDURE SPEIFITION (WPS) S REQUIRED IN WS D. ND PPROVED Y THE STRUTURL ENGINEER. THE WPS VRILES SHLL E WITHIN THE PRMETERS ESTLISHED Y THE FILLER-METL MNUFTURER. FOR MEMERS INLUDED IN THE SEISMI FORE RESISTING SYSTEM (SFRS), REQUIREMENTS OF WS D.8 (SEISMI SUPPLEMENT) SHLL PPLY WELDS SHLL E MDE USING E70 ELETRODES ND SHLL E /6" MINIMUM, UNLESS OTHERWISE NOTED. WELDING SHLL E Y WS ERTIFIED WELDERS MEETING ITY OF PORTLND STNDRDS. PROVIDE WEEP HOLES T ETERIOR LOSED SETIONS WHERE MOISTURE MY UMULTE. OLD-FORMED METL FRMING: OLD_FORMED METL STUDS SHLL E -STUDS WITH MINIMUM YIELD STRENGTH OF,000 PSI FOR ND MIL ND 0,000 PSI FOR, 68 ND 97 MIL THIKNESSES. GUGE PLTE ND STRPS SHLL HVE MINIMUM YIELD STRENGTH OF 0,000 PSI FOR ND MIL ND 0,000 PSI FOR, 68 ND 97 MIL THIKNESSES. LIGHT GUGE FRMING SHLL E OF THE SIZE, GUGE, ND SPING SHOWN ON THE DRWINGS. THE MERIN IRON ND STEEL INSTITUTE ND STEEL STUD MNUFTURES SSOITION (SSM) STNDRDS RE USED IN THIS PKGE. PRODUTS USED SHLL MEET OR EEED ISI STNDRDS ND RE DESIGNTED Y: WE SIZEE 6 S 6 - THIKNESS T (MILS) MEMER TYPEE FLNGE SIZE. PROVIDE RIDGING DEQUTE TO DEVELOP THE FULL MOMENT PITY OF STUDS IN ONFORMNE WITH THE STEEL STUD MNUFTURERS SSOITION'S (SSM) REOMMENDTIONS. LL FIELD UTTING OF STUDS MUST E Y SWING, SHERING, OR PLSM UTTING. OTHER UTTING METHODS OF OLD-FORMED MEMERS RE UNEPTLE. NO NOTHING OR OPING OF STUDS IS LLOWED, UNLESS NOTED OTHERWISE. ENDS OF STUDS MUST SET FIRMLY IN RUNNER TRK TO PROVIDE FULL STUD ERING. SPLIING OF WLL STUDS OR HEDERS IS NOT LLOWED, UNLESS NOTED OTHERWISE. ONTRTOR TO ENSURE PUNH OUT LIGNMENT WHEN SSEMLING LTERL RING ND FIELD UTTING STUDS TO LENGTH. LL HEDERS/UILT-UP EMS RE TO E ONSTRUTED WITH UNPUNHED MTERIL ONLY. OLD_FORMED FRMING ONNETIONS SHLL E S FOLLOWS: FSTENER SREWS PF'S OLD-FORMED METL FRMING ONNETIONS PRODUT ELO DRIL-FLE OR HILTI KWIK-FLE (ESR-) HILTI -U (ESR-69) FOR SREWS, PROVIDE /" MINIMUM LERNE FROM LL EDGES ND /" MINIMUM ENTER TO ENTER SPING. FSTENERS OF OMPRLE SPEIFITIONS ND LOD PITIES MY E SUMITTED FOR PPROVL. WELDING SHLL ONFORM WITH WS D.. RIGID POLYSTYRENE GEOFOM (EPS): EPS GEOFOM USED IN OVER-FRMING PPLITIONS SHLL ONFORM TO STM D687 WITH THE FOLLOWING PROPERTIES: T TYPIL FLOOR RES, USE GEOFOM TYPE EPS9 WITH MINIMUM OMPRESSIVE RESISTNE OF.8 PSI T % DEFORMTION. T LODING DOKS, SIDEWLKS ND OTHER HEVILY LODED RES, USE GEOFOM TYPE EPS9 WITH MINIMUM OMPRESSIVE RESISTNE OF 0.9 PSI T % DEFORMTION. FRMING NILS NIL TYPE SHNK DIMETER (IN.) MINIMUM PENETRTION INTO FRMING MEMER (IN.) 6d 0.. 8d d d OLTS ND LG SREWS SHLL ONFORM TO NSI/SME STNDRD 8... LL OLTS ND LG SREWS SHLL E INSTLLED WITH STNDRD UT WSHERS. UTTING ND NOTHING OF JOISTS ND STUDS SHLL ONFORM TO THE TYPIL WOOD DETILS PROVIDED OR OSS SETIONS 08..., ND WHERE NO DETILS RE SPEIFIED. WOOD STRUTURL PNELS: THE TERM "WOOD STRUTURL PNEL" REFERS TO WOOD-SED PNEL PRODUT ONDED WITH WTERPROOF DHESIVE. INLUDED UNDER THIS DESIGNTION RE OTH PLYWOOD ND ORIENTED STRND ORD (OS). WOOD STRUTURL PNELS SHLL ONFORM TO U.S. DEPRTMENT OF OMMERE VOLUNTRY PRODUT STNDRDS PS OR PS FOR WOOD-SED STRUTURL USE PNELS, OR P PERFORMNE STNDRD PRP-08 (I-ES ESR-86). PNELS SHLL E P RTED SHETHING OR P RTED STURD-I-FLOOR, ETERIOR OR EPOSURE, OF THE THIKNESS ND SPN RTING SHOWN ON THE DRWINGS. PNELS SHLL E STMPED WITH THE P TRDEMRK. WOOD STRUTURL PNEL INSTLLTION SHLL E IN ONFORMNE WITH P REOMMENDTIONS. LLOW /8" SPING T PNEL ENDS ND EDGES, UNLESS OTHERWISE REOMMENDED Y THE PNEL MNUFTURER. LL ROOF SHETHING ND FLOOR SHETHING SHLL E INSTLLED WITH FE GRIN OR STRENGTH IS PERPENDIULR TO SUPPORTS, EEPT S INDITED ON THE DRWINGS. ROOF SHETHING SHLL EITHER E LOKED, TONGUE-ND-GROOVE, OR HVE EDGES SUPPORTED Y PLYLIPS. WHERE LOKING IS SPEIFILLY INDITED ON THE DRWINGS, T&G EDGES OR PLYLIPS MY NOT E SUSTITUTED. SHETHING SHLL E UNLOKED, EEPT S INDITED ON DRWINGS. FLOOR SHETHING SHLL E FIELD GLUED TO THE FRMING USING DHESIVES MEETING P SPEIFITION FG-0 OR STM D98. TONGUE ND GROOVE PNELS SHLL LSO E GLUED T THE T&G JOINT. SHER WLL SHETHING SHLL E INSTLLED EITHER HORIZONTLLY OR VERTILLY ND E LOKED WITH x FRMING T LL PNEL EDGES. NILING NOT SHOWN SHLL E S INDITED ON OSS TLE WOOD STRUTURL PNEL SHER WLLS: SHER WLL WOOD STRUTURL PNELS SHLL E PLYWOOD OR OS PNELS ONFORMING TO THE REQUIREMENTS FOR ITS TYPE SPEIFIED IN U.S. DO PS OR PS. SHETHING SHLL E PPLIED EITHER HORIZONTLLY OR VERTILLY. SHEET SIZES SHLL E x8 UNLESS T OUNDRIES OR FRMING HNGES. NIL HEDS SHLL E DRIVEN FLUSH WITH SHETHING. DO NOT PENETRTE SURFE PLY WITH NIL HEDS. IF NIL HEDS RE NOT FLUSH NOTIFY E.O.R. ONTRTOR IS RESPONSILE FOR NY REPIRS NEESSRY DUE TO OVER-PENETRTION OF NILS. LL SHER WLL PNEL SHETHING EDGES SHLL E LOKED. EDGE NILS SHLL E T LEST /8" FROM EDGES ND ENDS OF PNELS. STGGER NILING ON EDGES. GLUED-LMINTED MEMERS: GLUED-LMINTED (GLULM) MEMERS SHLL E FRITED IN ONFORMNE WITH NSI STNDRD 90., MERIN NTIONL STNDRD FOR STRUTURL GLUED LMINTED TIMER OR EN 080: 0, TIMER STRUTURES, GLUED LMINTED TIMER ND GLUED SOLID TIMER REQUIREMENTS. EH MEMER SHLL ER N IT OR P-EWS IDENTIFITION MRK OR E OMPNIED Y ERTIFITE OF ONFORMNE. ONE OT OF END SELER SHLL E PPLIED IMMEDITELY FTER TRIMMING IN EITHER THE SHOP OR THE FIELD. GLULM MEMERS SHLL E RHITETURL EPOSED IN PPERNE LSSIFITION ND OF THE STRENGTH INDITED ELOW: GLUED-LMINTED MEMERS FLEURL HORIZONTL SHER OMPRESSIVE MODULUS OF STRENGTH USE STRENGTH STRENGTH STRENGTH ELSTIITY LSS Fm,g,k (MPa) Fv,g,k (MPa) Fc,0,g,k (MPa) E0,g,mean (MPa) GL8 EMS 8.,00 GL8H OLUMNS 8. 8,600 DHESIVE SHLL E WET-USE ETERIOR, WTERPROOF GLUE. FIELD NOTHING ND ORING OF GLULM MEMERS NOT LLOWED UNLESS PPROVED Y SER. STMP DTE PROJET NUMER SLE NOVEMER, 06 S INDITED GENERL STRUTURL NOTES (ONT.) S00