Loading...
Plans (84) sop ao ➢ r Q O a ` �9,- fi-"\ '2, . OFFICE COPY RFCEIVED CORGAN Submittal APR _ 2019 Transmittal Corgan 120 East Greenway Plaza Suite 410 Houston TX 7713M`u1)It0M5 tsS ICN PROJECT: McK_OR-Tigard CC Tenant DATE SENT: 1/17/2019 Improvements 18055.0000 SUBJECT: 095113-02 Acoustical Panel SUBMITTAL ID: 095113-02 Ceilings - Deferred Submittal TYPE: Submittal TRANSMITTAL ID: 00488 PURPOSE: No Exceptions Taken VIA: Info Exchange SPEC SECTION: 09 50 00 ► FROM NAME C:O PAI>ti' EMAIL PHONE Camila Narvaez Corgan co ila.Narvaez@corgan 346-201-6206 A t COMPANY EMAHI F`Fx(i E' Turner Eric Mishler Construction emishler@tcco.com 503-226-9825 Company Turner Bruce Reid Construction breid@tcco.com Company REMARKS: VLMK RESPONSE: NO EXCEPTIONS TAKEN. VLMK REVIEWED FOR STRUCTURE ONLY. CONTENTS QUANTITY. 1 D'Tr 12/11/2018 NUMBER: DESCRIPTION: 095113-02 Acoustical Panel Ceilings - Deferred Submittal.pdf City of Tigard ACTION: ApprovedpPlans REMARKS: By Date9-Y. I COPIES: Dennis Escobar (Corgan) POWER DRIVEN SHOT-IN- ANCHORS HOTIN- ANCHORS USED FOR SEISMIC APPLICATION Page 1 of 2 SHALL REQUIRE SPECIAL INSPECTION OR.INTERP 10-01 Submittal Transmittal DATE: 1/17/2019 ID: 00488 Page 2 of 2 CORGANSubmittal Transmittal Corgan 120 East Greenway Plaza Suite 410 Houston TX 77046 United States PROJECT: McK_OR-Tigard CC Tenant DATE SENT: 1/2/2019 Improvements 18055.0000 RETURN BY: 1/9/2019 SUBJECT: 095113-02 Acoustical Panel SUBMITTAL ID: 095113-02 Ceilings - Deferred Submittal TYPE: Submittal TRANSMITTAL ID: 00399 PURPOSE: For Review VIA: Info Exchange SPEC SECTION: 09 50 00 FROM NAME COMPANY EMAIL PHONL Camila Narvaez Corgan co ila.Narvaez@corgan 346-201-6206 `o NAME (014PAN) E IAII PI IONE: Paxton Rothwell VLMK Engineering paxtonr@vlmk.com + Design Trent Nagele VLMK Engineering trent@vlmk.com g + Design (503) 222-4453 Bejamin Gozart WSP USA Benjamin.Gozart@wsp.c om Nicholas Rich WSP USA Nicholas.Rich@wsp.com 1 206 883 1239 REMARKS: The specs call for delegated design submittal for Acoustical Panel Ceilings 095113, however this is not included in the list of deferred structural submittals on sheet S02-00 and therefore the city has not been made aware of this Submittal. Reference RFI 055 requesting clarification on delegated design submittals. DESCRIPTION OF CONTENTS OTY DATED TITLE NUMBER NOTES 1 12/11/2018 095113-02 Acoustical Panel Ceilings - Deferred Submittal.pdf COPIES: Page 1 of 2 Submittal Transmittal DATE: 1/2/2019 ID: 00399 Dennis Escobar (Corgan) Edgar Gallegos (Corgan) Page 2 of 2 Turner Submittal #09 51 13-2.0 09 51 13 - Acoustical Panel Ceilings Turner Construction-Portland Project: 181019-Compass Oncology-Westside Cancer Center 1155 SW Morrison St.,Suite 600 12123 SW 69th Ave Portland,Oregon 97205 Portland,Oregon 97223 Phone:(503)226-9825 095113-02 Acoustical Panel Ceilings - Deferred Submittal SPEC SECTION: 09 51 13-Acoustical Panel Ceilings SUBMITTAL MANAGER: Eric Mishler(Turner-Portland) STATUS: Open DATE CREATED: 12/11/2018 ISSUE DATE: 12/11/2018 REVISION: 0 RESPONSIBLE Fred Shearer&Sons RECEIVED FROM: Jeff Goemmel CONTRACTOR: RECEIVED DATE: 12/11/2018 SUBMIT BY: 12/11/2018 FINAL DUE DATE: 12/25/2018 LOCATION: SUB JOB: COST CODE: APPROVERS: Steven Castaneda(Corgan) BALL IN COURT: Steven Castaneda(Corgan) DISTRIBUTION: Jeff Goemmel (Fred Shearer&Sons),Jonathan Markum (Turner Logistics),Ryan Haggerty (American Heating),Steve McCourtney (Delta Fire),John Uhl (Capitol Electric),Chris StMarie (Fred Shearer&Sons),Greg Willis (Fred Shearer&Sons) DESCRIPTION: ATTACHMENTS: SUBMITTAL WORKFLOW NAME SUBMITTER/ RETURNED SENT DATE DUE DATE RESPONSE ATTACHMENTS COMMENTS APPROVER DATE Steven Castaneda Approver 12/25/2018 Pending X REVIEWED REVISE AND RESUBMIT REJECTED MAKE CORRECTIONS NOTED Vendor is entirely responsible for performance of his product(s). Corrections or comments made on the shop drawings during this review does not relieve contractor from compliance with requirements of the drawings and specifications or from compliance with governing codes. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for: confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating work with that of all other trades; and performing work in a safe and satisfactory manner. This check does not include a review of the bidder design engineering calculations or mechanical, electrical or plumbing load calculations or a review for compliance with governing electrical, mechanical, plumbing or fire protection codes. VLMK ENGINEERING+DESIGN (503)222-4453 BY DATE Date:01/02/19 By:pmr Review for structure only. Turner Construction-Portland Page 1 of 1 Printed On:12/11/2018 01:56 PM FRED SHEARER &SONS, INC. ESTABLISHED'19 1E Compass Oncology Product Submittal For: Section 09 51 13 Acoustical Panel Ceilings Deferred engineering December 3, 2018 Turner Reviewed by: Eric Mishler Date: 12/11/2018 Reviewed by Turner for General compliance with the contract documents only. This review does not relieve the subcontractor of the responsibility for making the work confrom to the requirements of the contract. The subcontractor is responsible for all dimensions,correct fabrication and accurate fit with the work of other trades. Submittal Number: 095113-02 FIN#93-0591480 CCB#357 5500 SW ARCTIC DRIVE 1 BEAVERTON,OREGON 97005 503.520.9991 OFFICE 1503.626.9891 FAX Devco engineering inc. t: Structural Design Calculations Westside Cancer Center Interior Suspended Ceiling Tigard, Oregon Prepared For: Fred Shearer & Sons, Inc. Project No.: 18-726 Date: November 20, 2018 Turner Reviewed by: Eric Mishler Date: 12/11/2018 Reviewed by Turner for General compliance with the contract documents only. This review does not relieve the subcontractor of the responsibility for making the work confrom to the requirements of the contract. The subcontractor is responsible for all dimensions,correct fabrication and accurate fit with the work of other trades. Submittal Number: 095113-02 www.dcvcocnginccring.com Table of Contents Structural Design Calculations for Westside Cancer Center Interior Suspended Ceiling Tigard, Oregon Devco Job# 18-726 November 20, 2018 Subject Page Splay/ Hanger 1 Loads 2 Connections 3 Posts 4 Splay Anchor 6 .\0,0) PRop. \/ �c►nEE.� 'o jp7�7074Pr 41111k1 L41'41 M I N PR .s EXPIRES: 12/31/18 www.devcoengineering.com Physical Co Address Mailing Address e\/ 245 NE Conifer Blvd Corvallis, BOX 1211 Corvallis,OR 97330 Corvallis,OR 97339 ii engine a ring inc. Hww.devcoengln9ering.corr (541)757-8991 Fax (541)757-9885 PROJECT: \sts. Si7& 1 PROJECT NO: 1 6- '� I DE5IGN:'Rp I DATE: If iii e ' Suspended Acoustical Ceiling Design 11. Per IBC 2012 &2014 OSSC Seismic Properties Seismic Response Coefficient Cs= 0.23 Ceiling Properties Ceiling Weight W = 2.0 psf n Ceiling Weight "Seismic Calc" W = 4.0 psf per ASCE7-10 13.5.6.1 Main Tee Spacing Sm = 4.0 ft Cross Tee Spacing Sc= 2.0 ft Splay Wire Splay Wire Angle 45 degrees Splay Wire Gauge 12GA Ta 209 lb Max Splay Wire Tributary Area 161 ft^2 Wire Hanger Wire Spacing Along Mains 4.0 ft Wire Hanger Gauge 12GA Ta 209 lb Tmax 64 lb OK t e 1 f t' • i i i i Y. Y. y. PAGE I OF i;it Le /cCJPhysical Address 245 NE Con[Tx Blvd. P.O.BOX res Corvdlis,OR 97330 Corvallis,OR 97339 engineering i n c, www.devcoen ineeri com g' ng. (541)767-6991 Fax:(541)757-9885 PROJECT: E-1-37 sof g° I PROJECT NO: 18 - 2C. I DESIGN:for DATE: i t l i e Seismic Design Values Per ASCE 7 Seismic Properties Risk Category= II Design Spectral Acceleration SDS = 0.72 Per Stuctural General Note Sheet Amplication Factor ap= 1.0 Response Modification Factor Rp= 2.5 Importance Factor I= 1.0 Seismic Design Force Seismic Design Force Fp 0.4*ap*SDS *W (, + R 2* pH Ip ) Maximum Design Force Fpmax =1.6*SDS*.fp*W Minimum Design Force Fpmin = .3*SDS*Ip*W Fp= 0.33 x Weight Fpmax = 1.15 x Weight Fpmin = 0.22 x Weight Seismic Design Value ASD Fp= 0.23 x Weight IPAGE Z.. OF Physical Address g Address 245 NF Crnifer Rlvn. Co:P.Q.BOX 121'. Corvallis,OR 97330 rralIs,OR 97339 t Devca II 1 e n g l n e e r i n g i n c. www.devcoengineering.com (541)757-8991 Fax:(541)757-9885 PROJECT: W€573 t 0 PROJECT NO: 18-- z- cs DESIGN:?-p DATE: 1//,6 Wire Hanger Ceiling Connections Design Values Wire Hanger Vert. Force Pw= 64 lb Wire Hanger @ Concrete Over Metal Deck 1 Hilti X-CXALH32 Pa 150.0 lb allowable per ESR-2184 Pmax 64.0 lb OK Ramset SPC 114 Pa 157.0 lb allowable per ESR-1799 Pmax 64.0 lb OK Wire Hanger @ Roof Decking/Light Gauge Joist I-IAG 750SD(deck 20GA min) Pa = 82.0 lb allowable per ESR-3135 Pmax 64.0 lb OK Wire Hanger @ Concrete Slab Hilti X-CX ALH27 Pa 110.0 lb allowable per ESR-2184 Pmax 64.0 lb OK Ramset SPC 78 Pa 150.0 lb allowable per ESR-1799 ` Pmax 64.0 lb OK E 1 a 3 1 i 9 3 r ___ .a..,,- ___. ... —._ _- _.._-.. .-._.__...._ --— -. ..w....2,... .. v,__-.___ _..._. _ PAGE 3 �F_.__ 2007 North American Specification [AISI S100]ASD DATE: 11/20/2018 Compression Post SECTION DESIGNATION: 162S125-30 [33] Single Section Dimensions: Web Height= 1.625 in Top Flange= 1.250 in Bottom Flange = 1.250 in Stiffening Lip= 0.188 In Inside Corner Radius= 0.0782 in Punchout Width = 0.750 in Punchout Length = 4.000 in Design Thickness= 0.0312 in Steel Properties: Fy = 33.000 ksi Fu = 45.000 ksi Fya = 33.000 ksi ALLOWABLE AXIAL LOADS INPUT PARAMETERS Overall Stud Length=8 ft Load has not been modified for load type or duration Member Configuration: SINGLE MEMBER K-phi (axial)for Distortional Buckling= 0.00 Ib*in/in TOTAL ALLOWABLE AXIAL LOADS (lb) WEAK AXIS MAXIMUM CONCENTRIC LOADED BRACING KL/r LOADING THROUGH WEB NONE 218 186 1 1� MID Pt 141 358 266 THIRD Pt 141 504 341 4P5r x iRC42 x o z 5 = t 3 f �'� (is t (,) 2007 North American Specification [AISI S1001 ASD O DATE: 11/20/2018 Compression Post SECTION DESIGNATION: 162T125-30 [33] Single Section Dimensions: Web Height= 1.766 in Top Flange= 1.250 in Bottom Flange= 1.250 in Inside Corner Radius= 0.0782 in Design Thickness= 0.0312 in Steel Properties: Fy= 33.000 ksi Fu = 45.000 ksi Fya = 33.000 ksi ALLOWABLE AXIAL LOADS INPUT PARAMETERS Overall Stud Length = 8 ft Load has not been modified for load type or duration Member Configuration:SINGLE MEMBER TOTAL ALLOWABLE AXIAL LOADS (Ib) WEAK AXIS MAXIMUM CONCENTRIC LOADED BRACING KL/r LOADING THROUGH WEB NONE 235 242 155 MID Pt 131 426 272 THIRD Pt 131 579 357 Devco Engineering 11/20/2018 Hilti KH-EZ in Underside of Metal Deck Deck Profile: W3 (ESR-3027 Figure 5) KH-EZ Size: W x 1 %" Seismic Load: Yes Concrete Strength f'c: 3000 psi Minimum Spacing: 6.75" along flute Tension Shear ASD Load(Ib): 132 132 LRFD Factor(s): 1.40 1.40 Factored Load (Ib): 185 185 Tension Shear Nominal Strength(Ib) 810 905 Reduction factor 43, 0.65 0.60 ESR-3027 Seismic Reduction Factor 0.75 1.00 Conversion Factor a 1.40 1.40 Allowable Strength (Ib) 282 388 Interaction 0.81 OK i■4111.LT1 www.hlltl.us Profis Anchor 2.7.5 Company: Page: 1 Specifier: Project. Address: Sub-Project I Pos.No.: Phone I Fax: ) Date: 11/20/2018 E-Mall: Specifiers comments: 'I Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)318(1 5/8) 1W140... Effective embedment depth: he,=1.110 in.,h,. ,,=1.625 in. _1T Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 2/1/20161 12/1/2017 Proof: Design method ACI 318/AC193 Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,f, =3000 psi;h=3.250 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) yes(D.3.3.5) Geometry[In.]&Loading[ib,in.lbj Z 1-4 t 0 00 cijo } roNI • • s, Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilli AG,FL-9494 Schwan Hili is a registered Trademark of Had AG,Schaan 1■■11`TI www.hilti.us Profis Anchor 2.7.5 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: i Date: 11/20/2018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values ON Utilization Loading Proof Load Capacity i;N/p,,[%] Status Tension Pullout Strength 185 389 48/- OK Shear Pryout Strength 185 572 -133 OK Loading I3N Sv S Utilization i3e,v[a/o] Status Combined tension and shear loads 0.476 0.324 5/3 45 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with HMI's technical directions and operating,mounting end assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations caned out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compfance with applicable nouns and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application, • You must take all necessary and reasonable steps to prevent or limit damage caused by tho Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.It you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilli will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Cb Input data and results must be checked for agreement with the[meting conditions and for plausl ilityi PROFIS Anchor(c)2003.2009 Hill,AG,FL-9494 Schean Hilti is a registered Trademark of Hiki AG,Schean ,1,9,09 PROF s5 .0c1N.TSi GENERAL NOTES IV'°7767 .id' INTERIOR SUSPENDED CEILING FRAMING ' 'r GENERAL F'+'4,NI N va''',o 1. VERIFY DESIGN CRITERIA(BELOW)AND DIMENSIONS PER DRAWINGS. 2. DFVCO ENGINEERING,INC'S SCOPE OF WORK IS LIMITED TO THOSE ITEMS SHOWN ON OUR SEALED DEPIRES1ua ns DRAWINGS.DESIGN OF ALL OTHER ITEMS IS BY OTHERS. I DESIGN CRITERIA CEILIN3 DEAD LOAD: 2PSF MAX ACT CEILING 3 CEILING LIVE LOAD: C(NON ACCESSIBLE) ' SEISMIC LOAD: 2012 IBC WI 2014 OSSC:OCCUPANCY II Sds=0.724.Ip=1_0.ap=1.0.Rp=2.5 DEFLECTION LIMIT: U360 ACT MATERIALS 6 1. STUD TRACK AND MISC.SHAPES TO BE MANUFACTURED FROM STEEL MEETING THE REQUIREMENTS OF gg N = d ASTM A653,SS GRADE 33 FOR 43-MIL AND LIGHTER PRODUCTS AND ASTM A653,SS GRADE 50 FOR 54-MIL 3 a s AND HEAVIER. g O®❑❑C g <1<,1 2. DESIGN BASED ON SECTION PROPERTIES FROM ICC ESR 3064P iSSMA).OTHER MANUFACTURES ARE ACCEPTABLE PROVIDING PROVISION 1 ABOVE IS MET AND SECTION PROPERTIES MEET OR EXCEED THE ABOVE LISTED ICBO ER. 6 3. PROVIDE PERIMETER SUPPORTING CLOSURE ANGLES PER ASCE7-10 13.5.62.2.INSTALL ALL CEILINGS IN : ii ACCORDANCE WITH ASCE 7-10 13.5.6.2,ASTM 0635/C636,&ASTM E580. $ 4. WIRE TO BE GALVANIZED SOFT ANNEALED MILD STEEL WIRE AS DEFINIED IN ASTM A641.USE A MINIMUM OF e Q 111 THREE TWISTS WITHIN 134"LENGTH AT ENDS OF HANGER WIRE. 0 11 Fl $ 5. SCREWS JSED IN DESIGN MEET THE REQUIREMENTS OF SECTION E4 OF THE 2001 EDITION OF THE AISI lb "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRLCTURAL MEMBERS" /1 ° a c FOR SCREW CONNECTIONS. 1 a i V J __ .. g a gi 11 i E li O .,Ga NA ;rte ORARM M OIVCO :- UMW 711u GENERAL Nor_SHEET I DRAM? SKO ,tste PROFFss 9�.,,c1NEf' i0 NOTES: :a/`.-77.7..41),, 1. FRAMING&INSTALLATION TO COMPLY WITH ICC REPORT. 2. SEISMIC SPLAY WIRES&COMPRESSION POSTS ARE REQ'D FOR CEILING AREA a n.'t" GREATER THAN 1000 SQUARE FEET,SEE DETAIL 21SK1.CEILINGS SURROUNDED �4d.at N voiN ON ALL(4)SIDES BY FULL HEIGHT WALLS WITH A CEILING AREA OF WOO SQUARE EXPIRES: 2ralna (2)LVF CLIP LEG a DEND FEET OR LESS ARE EXEMPT FROM SEISMIC BRACING REQS. @ 4'0-G. I SPACING MIN / FOR ATTACHMENT {c DECK 0 III COMPRESSION POST 162T125-30MIL OR 1625125-30MIL OP MAX SPAN=8'-0" NO. 12 WIRE(a3 48"O.C. $ 5'Y B ,. ALONG MAIN TEE ATTACH TO SECURE THE MAIN AND CROSS .gg STRUCTURE ABOVE PER SK2. RUNNERS ON TWO ADJACENT k' H 2 WALLS JSING SEISMIC CLIPS AND A 00000 $<K<<.< HARD ATTACH TO PERIMETER I RIM ON TWO OPPOS TE 45" (414, �P E MAX. WALLS?ER SK3. HANGER WIRES SHALL— 8 I c BE ATTACHED VW ��, MINIMUM OF 3 FULL �` GROSS TEE ` .d A `.� ' TURNS.TYP. �5 SPACED @ 24"O.C.MAX. ; d j e. NO.12 SPLAY WIRE MAX 45 DEG. \ _ 131ill '- FROM PLANE OF CEILING '' \ �= '� 9 M 40.°.' ATTACHMENT TO DECK ��\ PERIMETER ANGLE • 71 ABOVE PER DWG SIC2ia... (2)#!8 THROUGH BULB �, a111" � '1� 9 v V 8. NOTE: •c• " *6 SCREW MIN + -feet 1.INSTALL SPLAY WIRES @ MAX 12'-0"X 12-0"GRID OR MAX !- \�' � @ EA STUD ys Iz TRIBUTARY AREA=144 SQUARE FEET TYP,&MAX 6'-0" �'- off'' U a FROM ANY EDGE OR ELEVATION CHANGE. . a lu�si = 2.AT CLOUD CEILINGS"CEILINGS NOT ATTACHED TO FULL �X c$iL O ii HEIGHT WALLS ON ALL 4 SAES"INSTALL SEISMIC WALL FRAMING PER IIVE@ ° BRACING PER SPACING REQUIREMENTS LISTED ABOVE ARCH.&E.O.R.DWGS. o O WITH MIN(2;BRACES PER CLOUD CEILING. HEAVY DUTY JOB NO. t8-72E MAIN RUNNER @ 48"O.C.MAX CRAM Bn OE= SHEET, MING EETN5S O SPLAY WIRE&COMPRESSION POST DETAIL O INTERIOR ACT SUSPENDED CEILING GRID SYSTEM GRIMM i &CAL=: N.T.S. SCALE: N.T.S. SK .�vEO PROaFs -, 41013PCf9- 1 �T7674P {/f SLAB BY OTHERS 1'MAX OFFSET o & rr10. (LOCATE REINFORCING BARS FROM CENTER LING CONCRETE OVER METAL 'N'1gNi N PW'sl. CLIP L1YTx14X97mil x 134"WIDE PRIOR TO DRILLING.DC NOT CLIP L1Y2x131X97md x WI WIDE OF LOW FLUTEDECK BY OTHERS DAMAGE REBAR OR TENDONS.) EXPIRES:12/31/18 Z a r r = 1 HILTI HUS-EZ Y8"DIA x 1 EMBED. R i a �J7 1 HILTI HUS•EZ 378"DIA.x*le EMBED,OR ALT s SIMPSON TITEN HD. IC II 5. 2 i 1 3 v m >r t3 SPLAY WIRE SPL Y WIRE g ❑®D DO $ <,„‹ SPLAY WIRE CONNECTION SPLAY WIRE CONNECTION € 0 Q CONCRETE SLAB 2 @ CONCRETE OVER METAL DECK a KeK , o SCALE: 1172'=1-0' SCALE. 1l- D 0 wo A l tli 111 7 SLAB BY OTHERS g � r(LOCATE REINFORCING BARS PRIOR TO DRILLING.DO NOT CONCRETE OVER METAL _ � DAMAGE REBAR OR TENDONS.) DECK BY OTHERS. 4 • el 4P l 111 rigill19 I; II LTI X-CX ALH27 OR ALT 1111RASET SPC 78 RAMSET SPC 114 CLIP OR HILTI X�XALi32 WIRE HANGER WIRE HANGER o POWER DRIVENE SLAB 0 a11 1 COHANGER CONNECTION WIRE HANGER CONNECTION ANCHORS USED FOR C88/3. 18-72a 3 Q CONCRETE SLAB @ CONCRETE OVER METAL DECK GROIN Fit OM 1 SEISMIC APPLICATION SCALE: 't 1I2'=,-°• O SCA_E: „•_,•.°• SHALL REQUIRE SPECIALspeer irrUS, :ONNEC110N DEWS INSPECTION o ,a OR.INTERP 10-01 SK 2 FOR OFFICE USE ONLY-SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. 11 :. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT N Transmittal Letter i T I G A RD 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tard-or.gov TO: / c i-v /-/a c k5--/-‘41-e-rr DATE CEIVED: DEPT: BUILDING DIVISION ECEIVED APR - 2 2019 FROM: i M SSL tC.)-- CITY OF T EC A sD —7: - BUILDING DIVISION COMPANY: l+:rvt ems-- CrAAS- -rt/c+'. ''`- PHONE: 5ZU-3 309` 3 "2— By: RE: 12-('V3 - t u c,1 4-AV P'to I - C C 2-'t2 .. (Site Address) (Permit Number) VIVA c S`s jz' Cr��ti ( f / (Project name or subdivision \ , d ' q l •i i.: ATTACHED ARE THE FOLLOWING .'MS: Copies: Description: J Copies: Description: Al Additional set(s) of plans. Revisions: Cross section(s) and details. ' Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. ✓ Engineer's calculations. Other(explain):REMARKS: ac.s+ f i�i�bt.e l r ce l l',A,j /2-17-1-e d DecDc.1 k Oz- r- t- r_ , Svb �"F -We 4g`''©dno �.5 c tiuvv- (G- CR1vc''iOh , 9 FOR OFFICE USE ONLY Rout to Permit Te ician: Date: Li- Li- j 9 Initials: _Fees Due: Ye ❑ No Fee Description: Amount Due: P) ,--,1,-,v, �� $ I/I1 1 - if--i $ Special Instructions: Reprint Permit(per PE): ❑ Yes -a No ❑ Done Applicant Notified: Date: Initials: I:\Building\Forms\TransmittalLetter-Revisions_061316.doc